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Specifications RECEIVED JUN 14 2017 Calculation Packet CITY OFTIGARD BUILDING DIVISION River Terrace - Tuckunder Plan 60 Tigard, Oregon March 6, 2017 Client : Polygon Northwest Company P R OP OREGON Nrs.44ikk, MICHAS3/6/2017 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 7140 SW Queen Lane Beaverton, OR 97008 (971) 645-0901 N1 ST Dti 1 qc6 '+ 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) W (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM ia '@ ¢ 0 r k ri• I a seas r; • 1tu -•iEI CA�1L1�1 i6 .., s �,. �...`'�€�. ;`.r..�= <;,. .;.".fi; �, M _°€t.,,..? r� :s=-�.`. '.�4_ 0� ,1 :'*t6113Ef.$:'1�I1')i`7��Y�`, A.A3�a. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-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 • • 1 D(0.405)L(0.27)S(0.675) + + + + • • • • • Y ,� �.,�n 9�r ror g 'y�3.�x"s"w 7 7 a,Cn" r�< %'?Ei!2` ...............c.....,.. .f...m 4 'x ._iZ,'.a�..'.'v.,s�".,,.,.. ..-,ca S565.,..,.a� ` • • A 2-2X10• • , 11 • • • • • • • • Span=5.Oft • -;',M110711:*** NIE "T l : Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft TDFtIdN SIiMA :w �,,. , � .. RDesign OK _. Maximum Bending Stress Ratio = 0.857: 1 Maximum Shear Stress Ratio = 0.504 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 • fb:Actual = 976.26 psi fv:Actual = 104.37 psi FB:Allowable = 1,138.50 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M lb Fb V fv Pv +0+41 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.398 0.234 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 891.00 0.70 37.95 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.598 0.351 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.11 591.67 990.00 1.17 63.25 180.00 +p+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.287 0.169 125 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 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 97626 1138.50 1.93 104.37 207.00 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) etoo.; / (971)645-0901 dennis@vistastructural.com ""' Y dennis@vistastructural.com 20 JAN 2015,10:46PM ':vvo� B@a m, ` 's y Fie {.'.1JJsefslOenrfsUltJEWLrt11ENERGA�4t115tf,ec6 s ....,.; ,a.y,. Mr r s., _.. i'i61-t i.Clit183 4,..9u'irt6:i4111kvec61411"18 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 EN C i Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.224 0.132 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1584.00 0.70 37.95 288.00 +D+O.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+O.750L+0.450W+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 0.336 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+O.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+O.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+O.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.134 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 213.00 1584.00 0.42 22.77 288.00 Overall.Maximum Deflecti rns Load Combination Span Max."=Defl Location in Span Load Combination Max."+"Defl Location in Span +D+O.750L+0.750S+0.5250E+1-1 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 +Dtt.+H 1.688 1.688 +D+Lr+H 1.013 1.013 +D+S+H 2.700 2.700 +D+O.750Lr+0.750L+H 1.519 1.519 +D+0.750L+O.750S+H 2.784 2.784 +D+0.60W+1-1 1.013 1.013 +D+0.70E+H 1.013 1.013 +D+O.750Lr+0.750L+0.450W+H 1.519 1.519 +D+O.750L+0.750S+0.450W+H 2.784 2.784 +D+0.750L+0.750S+0.5250E+H 2.784 2.784 +0.60D+O.60W+0.60H 0.608 0.608 +0.60D+O.70E+0.60H 0.608 0.608 D Only 1.013 1.013 Lr Only L Only 0.675 0.675 S Only 1.688 1.688 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 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 f x t v 9C[5 Qoispp,cUti'I RGA 1411 C C1' ��. 4 -�:,, ,w,�,�r�,�,,�=... x� �`,. ,r ��_�. v , �_. ��a� �..�., :k„� .:.. ;, ��•.,,'rv� �'A� �.#983-`�Itt�,��S:74�1�� .614� ,,�,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:header at front of master bath Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-)or 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 0(0.405)L(0.27)S(0.675) r a • A A 2-2x6 • Span=3.Oft 5;" ate, gP 11 ; Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft SES/GNLSU ifT r - ,!iliNiVittirffE3F4Desi•n OK Maximum Bending Stress Ratio = 0.739: 1 Maximum Shear Stress Ratio = 0.514: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 994.09 psi fv:Actual = 106.42 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.500ft 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Fb V fv Fv 404+1 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.343 0.239 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1053.00 0.43 38.70 162.00 4{)4{4}11.300 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+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.716 0.499 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.22 963.97 1345.50 1.14 103.20 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.371 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 +0+0.750L40.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 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 Beaverton,OR 97008 Protect Descr. Tuckunder Cottages(60 series) t (971)645-0901 Is......_......) dennis@vistastructural.com Printed:20 JAN 2015,10:46PM 1 �t-'� 8 ,',,I,',,,,---,-0,' z 4' f e c-ttlsetsll3 pooplx--1SENERCA intsflec. v .�,a." =- . ,.; :�-' '�..... ..... ,,. RCALC 3983=20'i4 8uAd614 18°V 6141118, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:header at front of master bath Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FA, C i Cr Gm C t CL M fb Pb V fv Pv +D+0.60W+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.193 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1872.00 0.43 38.70 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.193 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1872.00 0.43 38.70 288.00 +D+0.750Lr+0.750L+0.450W+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 0.290 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 +0+0.750L+0.750S+0.450W+}l 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 1872.00 026 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.MaxlmumE)eflectionsy Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+1-1 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 +D+L+H 1.013 1.013 +D+Lr+H 0.608 0.608 +D+S+H 1.620 1.620 +D+0.750Lr+0.750L+H 0.911 0.911 +D+0.750L+0.750S+H 1.671 1.671 +D+0.60W+H 0.608 0.608 +D+0.70E+H 0.608 0.608 +D+0.750Lr+0.750L+0.450W+H 0.911 0.911 +D+0.750L+0.750S+0.450W+H 1.671 1.671 +D+0.750L+0.750S+0.5250E+H 1.671 1.671 +0.60D+0.60W+0.60H 0.365 0.365 +0.60D+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 a 7140 SW Queen Lane Engineer. DMH Project ID: 1150 f Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 ,a° dennis@vistastructural.com Printed:20 JAN 2015,10:46PM "':'' :It" i+.." Iiir i x y -,:mw S'+`113SE(SSt72hn6Snt3p F `. 7 c 1 r i € 1:!,: 1,,., �� z. ,. .:w u '; '" .,,. .v. .._ ?_ .' ,. ? Mx �t14f .t4 i1 i 1'i s1 , tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house v Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non slender calculations) Exact Widthin Allow Stress Modification Factors Wood Species DouglasFir-Larch 5.50 Exact Depth 5.50 in Cf or Cv for Bending 0.0 Wood Grade No.2 Area 24.750 in"2 Cf or Cv for Compression 0.0 Fb-Tension 900.0 psi Fv 180.0 psi Ix 62.391 in"4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi ly 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 15.32 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes(nor,ib oni) 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 kpAlpfi'gw-"eift,..-, ). ..,179,7 Service loads entered.Load Factors will be applied for calculation: Column self weight included:44.289 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft,D=3.30,L=2.20,S=5.50 k BENDING LOADS. .. Lat.Uniform Load creating Mx-x,W=0.0320 k/ft Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0.0 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla 0.0 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 0.0 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 0.0 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination 0.0 Cf or Cv:Size based factors 0.000 0.000 Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0.0 psi WWW/Witiii*Ittfigatiitla SAM Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location `` Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base *lCN*1 , -bbd CCa ..,' I.. II ,N3FICE,. Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Engineering,LLC Project Title: Plans 60A,B,D Y` j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 411100 (971)Vista 645-0901Structural ttiiiiiii dennis@vistastructural.com (� _ Printed:20 JAN 2015,10.46PM x .._ �:._ �� .... .>.,.�.. _ «s-: .....�EItGt��' �1983-21#t4,�12tf.6-i4.'L�tB.Yer:S'tA11.t$� Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house Sketches Y Mer Loads } a Py x .• 4 3-2x6 N pis 4.50 in Loads are total entered value.Arrows do not reflect absolute direction. I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 4 dennis@vistastructural.com ,• Prinbtl:20 JAN 2015,10:46PM ,r e r � ss*�� 1, x� 01 ,1 ,0 1t�0 ppL"s#tt�l I RGAO1't50jic& �R"5©, .� ' .sad_ .4-t '';''''"i'' ''''''''''' '-'6'°- pig, x ._:,$�`4f, i :.,!3 '- 14iiu 1?t1titW+0 9-'148,- , Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above middle window above back of bonus room Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-PrIl 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.08) 1 + ♦ * D(1.O1)L(u.k$)S(1.69) + 0(0.405)L(0.27)S(0.675) * + i • • • 3.5x9 • • • • Span=6.50 ft . ( 7 Service loads entered.Load Factors will be applied for calculation: Load for Span Number 1 Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf,Extent=0.0->>4.750 ft, Tributary Width=27.0 ft,(Roof, Uniform Load: D=0.080, Tributary Width=1.0 ft,(Wall Dead load) Point Load: D=1.010, L=0.670, S=1.690 k @ 4.750 ft I3ESlGNSi7MMARYW , .F '€ 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 Coinbination +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 Ita7C *Watt f GCiktk0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +O+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 +0+141 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 f 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 +1J+S4l 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 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140jSW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 j dennis@vistastructural.com Printed:20 JAN 2015,10:46PM ood 13eam, Pr"'; r bC:u u 14,&M „w CA tt150.ec6 , „, >., _ JuNERCALG,1t+�,;C�3-2P34�i�O.143'L1$;YDS 143118 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:Header above middle window above back of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i 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 7820 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.209 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3840.00 1.64 78.20 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.300 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.54 1,152.99 3840.00 2.36 112.42 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.528 0.468 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 3840.00 4.17 198.37 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.528 0.468 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 3840.00 4.17 198.37 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.126 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 482.62 3840.00 0.99 46.92 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.126 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 482.62 3840.00 0.99 46.92 424.00 Overall Maximum Deflections Load Combination Span Max."-"Deli Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1593 3.321 0.0000 0.000 Yetfscal,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 +D+0.70E+H 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 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@vistastn)ctural.com Print,d:20 JAN 2015,10:46PM Licensee.Vista Structural Engineering,LLC Lic.#:KW-06010523 Description: 60A:headers at side windows at back of bonus room '1740a114007,111-ailltfeio AU Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrII 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(1.01)L(0.68)S(1.69) y j 0)0..08) * • 1 ♦ * • :• fl Y`i3.,s A A 2-2x8 • • • • Span=3.50 ft . ya.4' 1 O tiTIRE Service loads entered.Load Factors will be applied for calculation: 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) z I `t atiil SUMNIAR1�1 , 'E �' Desi•n OK • Maximum Bending Stress Ratio = 0.76& 1 Maximum Shear Stress Ratio = 0.694 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 951.71 psi fv:Actual = 143.66 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.009ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • • Maximum Deflection • • Max Downward Transient Deflection 0.013 in Ratio= 3149 • Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.024 in Ratio= 17.67 • Max Upward Total Deflection 0.000 in Ratio= 0<240 •• I i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M lb Fb V fv F`v ,,.D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.385 0.346 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 972.00 0.81 56.10 162.00 +D+L41 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 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.743 0.673 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.02 923.28 1242.00 2.02 139.35 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.400 0.361 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.18 539.84 1350.00 1.18 81.22 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4 (971)645-0901 ‘,..............) =, PT dennis@vistastructural.com Printed:20 JAN 2015,10:46PM W'AI .j--',"14.,.-.11( t ' EeG19,OF. 3gn :11,1 LIlu 1€ ECR0.0(416_4 »; .,:g6 .: !%,",,''''',' ;',:'• , : 04 .":- ..ENERCALJC',003963+01tf3488141,118Yer6.14.11.18 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 C FN C i Cr Cm C t CL M lb Fb V fv Fv Length=3.50 ft 1 0.766 0.694 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1242.00 2.08 143.66 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.216 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1728.00 0.81 56.10 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.216 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1728.00 0.81 56.10 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.312 0.282 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.18 539.84 1728.00 1.18 81.22 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 0.499 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1728.00 2.08 143.66 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 0.499 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1728.00 2.08 143.66 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.130 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 +0.60D+0.70E+0.60H 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 1200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 flverall'Maximum Deflecti, ons ; '• m;,;?4... .,; .. Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0238 1.584 0.0000 0.000 :,1/0P 1 aJ;AIctions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.131 0.936 Overall MINimum 0.486 0.194 +D+H 0.861 0.429 +D+L+H 1.347 0.623 +D+Lr+H 0.861 0.429 +D+S+H 2.069 0.911 +D+0.750Lr+0.750L+H 1.226 0.574 +D+0.750L+0.750S+H 2.131 0.936 +D+0.60W+H 0.861 0.429 +D+0.70E+H 0.861 0.429 +D+0.750Lr+0.750L+0.450W+H 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 1207 0.483 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D f 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 "' dennis@vistastructural.com Pro tent 20 JAN 2015,10:45PF4 x,539 4 144 r YAtIA -$ s i?' imss ttfse�s n!s1©PS.Y.1 T U1 to Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of kitchen Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.165�L(0.44) y 8' * Dii V 6) �'- A 2.2x6 A Span=3.500 01Cd l.t3ad$ F Z3 Td ' ', 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) klA. IGNSi MMAi, y Design OK . .. Maximum lending 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 gifigigiokr000koiiowetAiiitowioolo Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Fb V iv F'v +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 +4J+t.r4l 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 Vista7140 StructuralSWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 14illi t( • (971)645-0901 dennis@vistastructural.com ,., Printed:20 JAN 2015,10:46PM 1w4a d Fet ERc A[sersi 350ocu -vcA ita iSAeBa ,A,. F r- . �. _. 0 Cl198-2014,8uiit8.141118 VeralkI118 Lic.#:KW-06010523 � e :Vista Structural Engineering,LLC Description: 60A:beam at right side of kitchen Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M ft) Fb V fv Pv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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 Overall Maximum;Deflections Load Combination Span Max.-"Deft Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.261 0.261 +D+}1 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D t, 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) w (971)645-0901 " ' dennis@vistastructural.com .... _ Printed:20 JAN 2015,10:45PM 4'''''''''4''''''' k•4atIse eYMNDOCt #. 6, 11145 ` - r 'c �., t LLNAli f t .L1c.#..>KWf0601023F4 „ , WH .,'sstr 4'' Y /, : ''' " . , Licensee:Vista Structural Engineering,LLC Description: 60A: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-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi 1 Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0si Density32.210 pcf P Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.1652 L(0.44) 0(0.08) V * V $ $ • A - A 2-2x13 Span=3.50 ftVAPWOMIM" 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) =DESlG I S J MMARYJ!& z ..,:_, r a k Desi.n OK MaximmuBending 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 = 1.750 ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 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 .; �3147 "L yyLj`,"y}"��R"' �by�, TO)t/�L�2 ,�4y� 44 462,b'C'. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr CM C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.287 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 +1)+5+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) g (971)645-0901 '_ * dennis@vistastructural.com ' Printed:20 JAN 2015,1045P Wood aB apt INC. 83404 Bull .14SE1,18,- , 11.1 NI tCN.C,I .:4983-2014,Bu8d6.141118,Ver8141118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of powder room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i Cr Cm C t CL M lb Fb V fv Fv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 40+0.70E+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0+0.750L+0.7505+0.5250E4 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 18128 1872.00 0.19 17.67 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 01,021llVtaiiimitin' eflectia»s Load Combination Span Max.''Dell Location in Span Load Combination Max."+"Deft Location in Span +0+1_+H 1 0.0351 1.763 0.0000 0.000 rtical ReactionB Support notation:Far left is#1 Values in KIPS Ve 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 1205 1205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 40+0.750Lr+0.750L+H 1.013 1.013 +0+0.750L+0.750S4I 1.013 1.013 +0+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 40+0.750Lr+0.750L+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D (.4 ..,I, i 7140 SW Queen Lane Engineer. DMH Project ID: 1150 ii Beaverton,OR 97008 ti Project Descr. Tudwnder Cottages(60 series) . Al (971)645-0901 Bennis@vistastructural.com Printed:20 JAN 2015,10:45PM � arr5lt MOCK I Et RC 111't50 dria ttl�r ill x 3 ` V z 1 i tz ,' ? W4Mt ,f >,000411 1W Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60k 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-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.165)L(0.44) 1 •• • • • • A 2-2A • Span=3.508 • MT °t `1 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) ?E51G r uftWig:4:11MYTR. 4.:'--77.25M5SC - 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 • • ;l7 0.1It1 n 470 f£5$83 1` . t ,i A IS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=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 40+8+-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 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +0+0.750Lr+0.750L+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D loo.''' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 144Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prin'sd:20 JAN 2015,10:46PM ,.. . = Fie CtUsetsiDennsDOCTh -1ENERCA-11,1150,ec6� � 7Q l x- , ' ENERCAL ,INC.19832014,Buii&14,11,18,Ve 6.14;11.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M lb Pb V fv FN +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 +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=3.50 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+0.7505+0.450W+4-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 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 Deliections ,:tc Load Combination Span Max."-'Dell Location in Span Load Combination Max."+"Detl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 �`, Support notation:Far left is#1 Values in KIPS Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MiNimum 0261 0.261 +0+11 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+-1 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 +1J+0.750Lr+0.750L+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.450W+H 1.013 1.013 40+0.750L+0.750S+0.5250E+4-1 1.013 1.013 +0.60D+0.60W+0.60H 0261 0.261 +0.60D+0.70E+0.60H 0.261 0261 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 r 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) iiit #11 (971)645-0901 dennis@vistastructural.com -, ,,�' Printed:3 F58205,10:55AM ,1 ° y Fid g.#ossli Wirts{i1t7Erf3,ME 11�A^ 15t3ec6 00 , ea 4,,s*. , ,-e 4 et .t- .,. ,."�� siNG i+ 19 !It Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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(0.165)L)0.44) $ $ +$ i + + • A A 4x10 Span=6.50 ft , V Service loads entered.Load Factors will be applied for calculations. ell tis �' s 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 DE$iG-°4 ARY ti ' Desi.n OK Maximum Bending Stress Ratio 0.805 •1 Maximum Shear Stress Ratio = 0.439 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 869.78 psi fv:Actual = 79.05 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +)+L+H Load Combination +D+L41 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 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+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 +0+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.805 0.439 1.00 1200 1.00 1.00 1.00 1.00 1.00 3.62 869.78 1080.00 1.71 79.05 180.00 +1)4r+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.230 0.126 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1350.00 0.61 28.27 225.00 +0+541 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.250 0.137 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1242.00 0.61 28.27 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.541 0.295 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1350.00 1.43 66.36 225.00 +0+0.750L+0.750541 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 L. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton OR 97008 Project Descr. Tuckunder Cottages(60 series) k ,� t/ (971)645-0901 jilik4 ` "'" , dennis@vistastructural.com Printed'3 FEB 2015.10:55AM ' nie.Cli,sersI.. isiDOCUME-1ENE.RC,A-1I1150ec6Wood Beam ' ENE C1Nc19832018d815119V 1511,- Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t CL M fb Pb V fv F'v Length=6.50 ft 1 0.588 0.321 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1242.00 1.43 66.36 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.180 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1728.00 0.61 28.27 288.00 +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+0.750tr+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+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 Overall.Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +0+1+1-1 1 0.0749 3.274 0.0000 0.000 °1Yertical Reactions r 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 +0+H 0.796 0.796 +D+L+H 2.226 2.226 +D+Lr+H 0.796 0.796 +O+S+H 0.796 0.796 +D+0.750Lr+0.750L+H 1.869 1.869 +D+0.750L+0.7503+H 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-1H 1.869 1.869 +0+0.750L+0.750S+0.450W+H 1.869 1.869 +D+0.750L+0.750S+0.5250E+H 1.869 1.869 +0.60D+0.60W+0.60H 0.478 0.478 +0.60D+0.70E+0.60H 0.478 0.478 D Only 0.796 0.796 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 (ct4, Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com Printed:20JAN 2015,10:47PM I © ' a� xxr r ! n i M�" '.1 eittiPii*DOCI.WE f11 NERC4.4ililSi ec6 W t fix." Y « u �,3 VegilviKv',m- i, *woo ,,,ANIkigruologigmlomyo,14414 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front left of bonus room Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 •• y1 * D(0.165)L(0.44) V• D $ (i8) • • * $ • • • • • • • 2 2x8 A • • Span=3.50 ft ` ` 3 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) itti N UIYMMAk ',, V F - . ,:' ,., ,.: Design OK Maximum Bending Stress Ratio = 0.715: 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 • fb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span • = • 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195 Max Upward Total Deflection 0.000 in Ratio= 0<240 •• Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r C m C t C L M tb Fb V fv FY +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+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 0.225 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++4 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) -' i/t j(971)645-0901 dennis@vistastructural.com 15, W p©d Be'�it» � , � :ltise�sl0�nis100CUtu�11ENt9dE1;CAJAN�1115ic4� _:.. . AERCALC INC.1983-2014'BuirE8.141118Ver,S 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 C i Cr Cm C t CL M fb Pb V fv Fv +0+0.750L40.750S411 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+0.750Lr40.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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+0.750S40.450W+4-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 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 +040.750L+0.750S40.5250E4l 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 40.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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 40.60D+0.70E40.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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 Yelr3lt Ma7rlifltim©eflectiotiS Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L41i 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1205 1.205 Overall MINimum 0.261 0.261 +0411 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr411 0.435 0.435 +D+S+H 0.435 0.435 +0+0.750Lr+0.750L-4i 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 +D40.750Lr+0.750L+0.450W41 1.013 1.013 +D40.750L+0.750S+0.450W41 1.013 1.013 +D+0.750L+0.7505+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 40.60040.70E+0.60H 0.261 0261 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 1 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) Pro,‘,..„.........00) (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM MAI- w� 4a S a4 4 . °3444,474 5 ? Fs t t1iitooE�^' 'lso:ec6 ; „7,-',,...' SLn � A . o'` « ;i11 'kr:rzF .a n , -' 193 14} s 4A- erVill 01'Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA: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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.075)L(02) • - -_,,: ,� . .-._cam. r.W....;. ,..__ . :u,- • • A A 2.2x6 Span=3.50 ft ( " Jilifn 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 =DE IGN UM1 T.' ` . ,_. ..�. 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 = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+I- 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 i Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r Cm C t CI_ M fb Fb V iv Fv 4.0441 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 +0444 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 -r1J+S41 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+0.750S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D • j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 k Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 ,„ dennis@vistastructural.com 20 JAN 2015,10:47 PM Qn dr Be.. -5., r ..,. ...' y cteCy�9nis� 6u�fv i�1d 11-18r1C,1A_e11�1 s1ec6 .t$ <'YLic©.#:K06a01lm0523 '''' - . Licensee:Vista Structural Engineering, LLC Description: 60A:beam at front of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M tb Fb V fv Fv Length=3.50 ft 1 0.275 0.175 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1345.50 0.40 36.13 207.00 +1J+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +0+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 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+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 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 Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 40441 1 0.0181 1.763 0.0000 0.000 Verti al ReaCtlfln g =,' � .. ,, �^ o :: 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 +0+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 +D+0.750Lr+0.750L+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i 7140 SW Queen Lane Engineer: DMH Project ID: 1150 i4 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 40 (971)645-0901 dennis@vistastructural.com Pried:20 JAN 2015,10:47PM Vorigerr it tSf y re s 1 S#0,D0 „.YE 1,P.W*C 1 , 6 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of entry Calculations per NDS 2012,IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.075)L(0.2) • + * • 0(0.08)) + $ • I • t A A 2-2x8 • • • Span=3.50 fl 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 °l3ES/t t5U11dt1 R � _. �° z "` $' ' 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 tb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+F1 Load Combination +D+L+H • Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 4115 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2318 Max Upward Total Deflection 0.000 in Ratio= 0<240 •• • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d 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+}I 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 +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 +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 f Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) � (971)645-0901 t`�1 dennis@vistastructural.com <`" ` Printed:20 JAN 2015,10:47PM Wood Beam' • < _. . ENERCALC1Nc 8-20j4 uild614 ale-61411-j88 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t CL M fb Pb V fv Pv Length=3.50 ft 1 0.275 0.175 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1345.50 0.40 36.13 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span +D+L+4i 1 0.0181 1.763 0.0000 0.000 VertiCal,RE action's r 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+S4}l 0.271 0.271 +D+0.750Lr40.750L+H 0.534 0.534 +0+0.750L+0.750S+11 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E+H 0.271 0.271 +D+0.750Lr+0.750L+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 4 dennis@vistastructural.com PreEtad:20 JAN 2015,10:47PM n e A M s �, We a t #2£*'.444 1 Afyon,o e� 1 4.` ` u-w, i t f, -tea, 1':v E��AtHuo51 s f- •111.18•4 . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA: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-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0525)L(0.14) + + * + •• 0(0.08) + + + + + EI • a .y - "* .�. .,.? x1Hg-' y a GjzA .. �sk ;ems' ,"-e,.A..,�I2IFIs.,. , as`*a..3„ ._' I:I i....nzEs< k.a.5i....>. e __ .m ,... .�s^ arwzMs:�^a.. �. i • • i•• • A4x8 A • I EI Span=7.0ft r � A Service loads entered.Load Factors will be applied for calculation: K.:�� l3�teLi,l.,0a��5;�..� e,�� .n�$.._.. ,.0 n.$�s� ...>�� LP,. 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 <DESIt SGiMMARY .,4 Design OK Maximum Bending Stress Ratio = 0.55a 1 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 653.22 psi fv:Actual = 46.91 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 1963 Max Upward Transient Deflection 0.000 in Ratio= 0<360 i Max Downward Total Deflection 0.083 in Ratio= 1008 i Max Upward Total Deflection 0.000 in Ratio= 0<240 I • 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 +041 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.302 0.141 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1053.00 0.39 22.81 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.558 0.261 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.67 653.22 1170.00 0.79 46.91 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.217 0.101 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1462.50 0.39 22.81 225.00 +0+S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.236 0.110 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1345.50 0.39 22.81 207.00 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.389 0.182 125 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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 I tProject Descr. Tuckunder Cottages(60 series) (971)645-0901 It* dennis@vistastructural.com ,,,,........,000) <�'" �" Printed:20 JAN 2015,10:47PM � y niSlRC3cl9R�-:XIENEF�A-1S1150.ec6 " .;.,,,,,,,v4,..-,,,, ,,.....: .... . .,,,.-?,-f-,.:_ , ;�<-tg,.. .� . ,.,a . . .. '1FAEfiCc INC:t924014,auit8-14A 1-18,ver:834a1.1a.: Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t CL M th Pb V fv F'v 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 +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=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 +0+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +0.60D+0.60W+0.601-1 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 0.102 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 190.57 1872.00 0.23 13.69 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.102 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 190.57 1872.00 0.23 13.69 288.00 Overall ..aximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0833 3.526 0.0000 0.000 'l' Support notation:Far left is#1 Values in KIPS �ra'it�Ca�,�eaC#IOr1$ ' . .. PP Load Combination Support 1 Support 2 Overall MAXimum 0.954 0.954 Overall MINimum 0.278 0.278 +0+11 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 +0+0.750Lr+0.750L+H 0.831 0.831 +D+0.750L+0.7505+H 0.831 0.831 +O+0.60W+H 0.464 0.464 +D+0.70E+H 0.464 0.464 +13+0.750Lr+0.750L+0.450W+H 0.831 0.831 +D+0.750L+0.750S+0.450W+H 0.831 0.831 +D+0.750L+0.750S+0.5250E+H 0.831 0.831 +0.60D+0.60W+0.60H 0.278 0.278 +0.60D+0.70E+0.60H 0.278 0.278 D Only 0.464 0.464 Lr Only L Only 0.490 0.490 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D t 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 JAM 2015,1a47PM ,_tAi II r F { „ -,:_ i 414609:00:'„ t.'e 11 83, 1411 M. ..77, c'Il)I a .� 4: ., .,.qz*;,a.... ..,:ip .. .; _ g s < , O: 3-2t7148Ul », t. r`6.-14ittaz: Lic.#:kW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of dining room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-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 + + 13(0.161(0.44) + + i + D(+8) • • • A 3.5x9 A • • • • Span=6.501t• • �p11 8tiS s `` 7: ' ? Service loads entered.Load Factors will be applied for calculation: .„,..,� „_ . 4"' , .:gym€ 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) ' ESIGNStUMMMA1% M ' a. 4 Desi•n 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 cir a 5tresse o dtliiiii tlansl Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M lb Pb V fv Fv +D+fi 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.268 0.176 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 2160.00 0.88 42.07 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.661 0.436 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.25 1,587.31 2400.00 2.43 115.52 265.00 +D+tr+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 +1J+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.209 0.138 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 2760.00 0.88 42.07 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.445 0.293 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3000.00 2.04 97.16 331.25 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D jL7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,1047P �� B1ra111 ` Re C7tlsersl0amisIDOCUME-11ENERCA-1015oec6 1_,.o .. , : k,4, .. .m' ENERCALC,1tNl 1983-2014 Butd:6.14..1Li,Ver'&141118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv F'v +D+0.750L+0.750S+}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 0.484 0.319 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 2760.00 2.04 97.16 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.151 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3840.00 0.88 42.07 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.151 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3840.00 0.88 42.07 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +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 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +0+0.750L+0.7505+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.090 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 346.86 3840.00 0.53 25.24 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.090 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 346.86 3840.00 0.53 25.24 424.00 Overal1lVlicimu Deflection? z Load Combination Span Max.="Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2136 4.281 0.0000 0.000 VBlticai AOL IOns xtSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.941 2.941 Overall MINimum 0.643 0.643 +D+H 1.071 1.071 +D+L+H 2.941 2.941 +D+Lr+H 1.071 1.071 +D+S+H 1.071 1.071 +D+0.750Lr+0.750L+H 2.474 2.474 +D+0.750L+0.750S+H 2.474 2.474 +D+0.60W+H 1.071 1.071 +D+0.70E+H 1.071 1.071 +D+0.750Lr+0.750L+0.450W+11 2.474 2.474 +D+0.750L+0.750S+0.450W+H 2.474 2.474 +D+0.750L+0.750S+0.5250E+H 2.474 2.474 +0.60D+0.60W+0.60H 0.643 0.643 +0.60D+0.70E+0.60H 0.643 0.643 D Only 1.071 1.071 Lr Only L Only 1.870 1.870 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D A „U 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 ) =n , r. Flle r n If OCtfM -�CA" Y , gi 7y ',,� "' .a "rte X • r ri aIv f p , e 9 413 0 1 4*4 1,18 , ' * i sa "a ay5 0 // \ S� _.^o.w' 'h''A-.+..:.€'8wx. :vista D11,tur T.ng .SS.S.. !k'u�'n13' ' ... .F3 ''a 1 e<x:..�,.kye;.Z eV. F f:�.///„ ..,, 3a�:r-_ .� .�•�'x'f�� <..n - <. - Lic.#'''':--':(1/111061)1'0123 Licensee.Vista Structural Engineering,LLC Description: 60A:Beam in second floor system supporting right end of girder truss Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2600 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 2600 psi Ebend-xx 1900 ksi Fc-Pr!' 2510 psi Eminbend-xx 965.71 ksi Wood Species :Truss Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(3.3)L(2.2)S(5.5) • • a ay g.. s d' .n3.•,« 'Y a re� ,.,„ . E,„.„.0 tw.,a..,....L T:.. ..s d .f„S F_..L.A�.�«..':..,r_„l • • 2-1.75x14 • • Span=7.0 ft • P k' LOi it r'v E IL 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 < SIGN(Si3.Aft44Rt , .°k`:',.. IZTTSS s 5; Desi g n OK Maximum imm Bending Stress Ratio = 0.272 1 Maximum Shear Stress Ratio = 0.121 : 1 Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 fb:Actual = 813.43 psi fv:Actual = 39.69 psi FB:Allowable = 2,990.00 psi Fv:Allowable = 327.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.022ft Location of maximum on span = 0.000 ft • • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 •• • Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 4375 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.032 in Ratio= 2651 Max Upward Total Deflection 0.000 in Ratio= 0 <240 • • • .gyp„16,„..la,. ,.., 7tesse0 a�Coa is 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=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 +0+L+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.190 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 +0+5+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 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0272 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 s 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.�` '1'', dennis@vistastructural.com ", Printed:20 JAN 2015,10:47PM Wood$eai11' '',,t; 1�e �:1ClsetslD�nis1DOCUk�=�iENERC.9�1t1a©.�F+„'s M, ... ' - , .., ` ENERCALG INC 1983-2014,Buat6.14.1118,Veisi4.11.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA: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 EN C i Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.071 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 4160.00 0.47 14.43 456.00 +0+0.70E41 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+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.107 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 +0+0.750L+0.750S+0.450W+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 0.196 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 4160.00 1.30 39.69 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.196 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 4160.00 1.30 39.69 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 177.48 4160.00 0.28 8.66 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 177.48 4160.00 0.28 8.66 456.00 flverall°l1116,lmum Deflections: Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+11 1 0.0317 3.015 0.0000 0.000 liertfcal iteactlans I'' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.779 1.296 Overall MINimum 1.697 0.283 +D+H 2.829 0.471 +D+L+H 4.714 0.786 +D+Lr+H 2.829 0.471 +D+5+1-1 7.543 1.257 +D+0.750Lr+0.750L+H 4.243 0.707 +D+0.750L+0.750S+H 7.779 1.296 +D+0.60W+H 2.829 0.471 +D+0.70E+H 2.829 0.471 +43+0.750Lr+0.750L+0.450W41 4.243 0.707 +D+0.750L+0.750S+0.450W4l 7.779 1.296 +D+0.750L+0.750S+0.5250E+H 7.779 1.296 +0.60D+0.60W+0.60H 1.697 0.283 +0.60D+0.70E+0.60H 1.697 0.283 D Only 2.829 0.471 Lr Only L Only 1.886 0.314 S Only 4.714 0.786 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 ( b:4‘*. Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com . Printed:20 JAN 2015,10:47PM vF ESA X t -liidliltr,, :��. i ._O-fi ., -- , '' ? ','''''''e''''''' .fix:M.x, '' ._ ,a , Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems n Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 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(0.135)L(0.36) • • • }-" r.sra ? c . „'sem ) `y `'t✓- .. y, x • • • • 4z10 A • Span=7.0ft :•" ?�__ ,,ited ,tea,., ',�5,,. y� ,_ . ., ' Service loads entered.Load Factors will be applied for calculation; Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft f-.DESJGNUMhIAitYV '7WDesi•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+t.+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586 Max Upward Transient Deflection 0.000 in Ratio= 0<360 l Max Downward Total Deflection 0.073 in Ratio= 1153 Max Upward Total Deflection 0.000 in Ratio= 0<240 I tg I X1Rtl t t l `SS8$tfOT ' °u ° g.if D 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+}I 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.205 0.106 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 972.00 0.37 17.10 162.00 +0+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.675 0.348 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.03 728.94 1080.00 1.35 62.69 180.00 +0+Lr+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 0.147 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 +1)+5+11 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 +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=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 5129 225.00 +0+0.750L+0.7505+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 1200 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 L. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) I 4 E:= (971)645-0901 l'd dennis@vistastructural.com ,.....✓` Printed:20 JAN 2015,10:47PM Y11 ►Utamu>se�u =11ENERCA 1111�afiBcG: ENEI CALL INC:1 2014 B118tk&141118,Ver614.11.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M lb Pb V fv Pv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +D+0.70E+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +0+0.750L1+0.750L+0.450W4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +0+0.750L+0.750S+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +D+0.750L+0.750S+0.5250E+H 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 5129 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.069 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 10.26 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.069 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 10.26 288.00 OverallMaximum beflect ons , Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +0+L+1.1 1 0.0728 3.526 0.0000 0.000 Support notation:Far left is#1 Values in KIPS YerElcal Iteactlons i`� f Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 I Overall MINimum 0.284 0.284 +D+H 0.473 0.473 1 +D+L+H 1.733 1.733 +D+Lr+H 0.473 0.473 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+H 1.418 1.418 +D+0.750L+0.750S+H 1.418 1.418 +D+0.60W+H 0.473 0.473 +0+0.70E+H 0.473 0.473 +D+0.750Lr+0.750L+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.450W41 1.418 1.418 +1J+0.750L+0.7505+0.5250E41 1.418 1.418 +0.60D+0.60W+0.60H 0.284 0.284 40.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1.260 1.260 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D / 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645M901 dennis@vistastructural.com Printed:30JAN 2015,3:41PMA j a h y�IWy� R i t ,-' "" ]F'(e., $ i& &t i .1 lf;- 'irk 1111 1 Fi ,a ,..,?�L ,«„>u •:'.. ., \{t.,� ...5r.' *•'. ".' rsY 1,.,s.4„ ''4�,€"a ...�..,<�., i ;� ;..i Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor EMIWEErillitelertigaemain Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • i i D(0.16) i i • D(0.4125)L(0.275)S(0.6875) i i i i i 5.5x22.5 A Span=21.50 ft AlPti.(l tIYE,° err ; E a a 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) Jdi f,MJfRY _ 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 I. Maximum Deflection Max Downward Transient Deflection 0.354 in Ratio= 729 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.666 in Ratio= 387 Max Upward Total Deflection 0.000 in Ratio= 0<240 • j I I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M th F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.426 0.260 0.90 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 2009.39 5.12 62.07 238.50 +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 +0+tr+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 +0+S+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.733 0.448 1.15 0.930 1.00 1.00 1.00 1.00 1.00 72.80 1,882.62 2567.56 11.27 136.62 304.75 +D+0.750Lr+0.750L+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.417 0.255 1.25 0.930 1.00 1.00 1.00 1.00 1.00 45.00 1,163.56 2790.82 6.97 84.44 331.25 +D+0.750L+0.750S+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 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: Tudwnder Cottages(60 series) �e,„ +0 (971)645-0901 dennis@vistastructural.com "";5.=.,.. Printed.30 JAN 2015,3.41PM Y ..... ,.ea,,i ' '`.. F 9 ver.6.511 �i SEYS nnisVO.CLIME-IIl=t'1 << ;ENEFiCALC.,iNC,1983'-2Elt�a,T :#i 4�1., 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 CFA, Ci Cr Cm C t CL M lb Fb 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 0239 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 +0+0.750Lr+0.750L+0.450W+I 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+0.5250E+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.541 0.331 1.60 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 3572.25 11.58 140.35 424.00 +0.60D+0.60W+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 +0.60D+0.70E+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 Overall Maximum Defections , '- Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+1-1 1 0.6661 10.828 0.0000 0.000 .VertiCaj:Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.915 13.915 Overall MINimum 2.956 2.956 +D+H 6.154 6.154 +D+L+H 9.111 9.111 +D-E1.141 6.154 6.154 +121+5+H 13.545 13.545 +D+0.750Lr+0.750L+H 8.372 8.372 +O+0.750L+0.750S4l 13.915 13.915 +D+0.60W+H 6.154 6.154 +D+0.70E+H 6.154 6.154 I +D+0.750Lr+0.750L+0.450W+H 8.372 8.372 I +D+0.750L+0.750S+0.450W41 13.915 13.915 +D+0.750L+0.750S+0.5250E41 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 t 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) -i (971)645-0901 dennis@vistastructural.com ,,.... - Prmied:20 JAN 2015,10:47PM ACT 4OQ, ain t * 4� . �.. .�*.0 ASF, _,. v ,,,v :;, , ,.xr .4 u ;F,R.k . ... m ALC-, X98 14 m.-,-'-;i 1•8 Bier' ' t8, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above garage door Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 y D(0.09)L(0.06)S(0.15) y 1 i:.: �.� -�s mss: Y.;:..,.:::.-",•.P:•! :;.•:.,..:".'. ^� ��i f�5 ��i �i ::: .:. ��';',: 3„i'�� "a`w* ;:l.�k ��'�; '" .,.. ..„ _ .�`. .�:� �z,..,<,.z� a, .•.tea.w,��...rsz,,,.�.�_„ o � ati°� �v,,.,,�_ �- • 6x12 • Span=16.50 ft • Aipil8dl 0 -, ;c` z Service loads entered.Load Factors will be applied for calculation: ial Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 f1 n'`DESIGiiati 'M ° a Design OK Maximum Bending Stress Ratio = 0.806: 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x1 2 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 1 yM3xlt>1 iiM W*ii&'SeS1T A Qt $_ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t C L M fb Pb V fv F'v +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 +04Jr41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.269 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1125.00 0.66 15.68 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.781 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.17 808.47 1035.00 1.76 41.82 207.00 +4+0.750Lr+0.750L4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.404 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1125.00 0.99 23.52 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.806 0.208 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1035.00 1.82 43.12 207.00 ,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/t` (971)645-0901 3�„ dennis@vistastructural.com y�'`=�-:"""-�*•�--"`'` Printd:20 JAN 2015,1D:47PM - •4 IFR'+ 11'1 ....,1,4e4 ,,,,,--:,', ` ' +Ie - nisl➢t3' ''''1: --111 f50ec6 It _,+ ,,,., ,., .. ,: . `-,i . . CALC>IWC 19932014,Su1cd5i.141118 er$14_11.18 Lic.#:KW-06010523 Licensee:Vista Structural'Engineering,LLC Description: 60A:Header above garage door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr Cm C t CL M tb Fb V tv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.316 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1440.00 0.99 23.52 288.00 +0+0.750L+0.750S+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 0.579 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+O.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 Maxitnum,Deflections ;t.. , Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3722 8.310 0.0000 0.000 Vertical Reactippg 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+141 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+H 1.980 1.980 +D+0.750Lr+0.750L+H 1.114 1.114 +D+0.750L+0.750S+H 2.042 2.042 +D+O.60W+H 0.743 0.743 +D+O.70E+1-1 0.743 0.743 +0+0.750Lr+0.750L+0.450W41 1.114 1.114 +D+0.750L+0.750S+0.450W+H 2.042 2.042 +0+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( f 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ' $4:. ; n (971)645-0901 dennis@vistastructural.com �,. Prin'z 20 JAN 2015,10:47PM *16.14404tx erg a Closers n�J 1{l"t1 PPO * ". �. ..�. ��,. e;' 6r s� ��.,k �� ., .a��.,yyrr,�. y.��:w�. §�RGIIt- �.�,f ;014 flJ(,... '1 ��YeloS•nc18., ' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam through middle of crawl space MOW .tI . : a , Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.11j L(0.44) iv I, • • � e.F ,« d� ' ` 'tt` ,..a..f :a m ��,d.w,..�u€ SF'�,r' a::.,.. �; ?'u mss , A• • 4x8 A • • • • • • • Span=6.50 ft . :KOA3 5:. AI\ g Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft 1ktio.1 Su1N1YAT X 'rr-INFON Design 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+1-1 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 I Maxim P_rces&,Stressess r td Cor>bi,,,,,70J..,a. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M lb Pb V iv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.5011 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 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.972 0.480 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.90 1,136.81 1170.00 1.46 86.38 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 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 1728 207.00 +0+0.7501.1+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+0.750541 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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) :L ) ,- (971)645-0901 e- dennis@vistastructural.com Printed:20 JAN 2015,10 47PM 1ooC $eam > „ 4Imth N ,, , c ; d4-1 >1 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 C i C r C m C t C L M fb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 029 17.28 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +040.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +0+0.750L+0.750S+0.5250E41 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 l flections . Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.1249 3.274 0.0000 0.000 Vertical 1ZeactionS Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 0215 0.215 +D+H 0.358 0.358 +D+L+H 1.788 1.788 +D+LI+H 0.358 0.358 +D+S+H 0.358 0.358 +121+0.750Lr+0.750L+H 1.430 1.430 +0+0.750L+0.750S41 1.430 1.430 +D+0.60W+H 0.358 0.358 +0+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+0.750S+0.5250E+H 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only 4Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 W dennis@vistastructural.com Printed:20 JAN 2015,10:47PM ;c _'V's _ tlig ai r. -v�', .i'� ��.,aff cuebS IIAS tit' , .tR# C©lulu �� ...,. ' i s:a s::�'",✓: �.3",?`�SI„s,..,.i r _.. � // nn� a �°M �. �?,._ �, �`"`' �' ya`a> � / � k. �', ........ V"a `t, 983�14$u�skS.14�118,,$r.. �1.�D�4 Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60A:Column supporting 5112"x 31 112"glulam beam above garage Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE7-10 Panay.;; § ®„ ,".,. ` . .,a ; z,4 Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non slender calculations) Exact Widthin Allow Stress Modification Factors Wood Species DouglasFir-Larch 5.50 Wood Grade Not Exact Depth 5.50 in Cf or Cv for Bending 0.0 Area 30.250 in"2 Cf or Cv for Compression 0.0 Fb-Tension 900.0 psi Fv 180.0 psi Ix 76.255 in"4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 32.210 pdy 76.255 in"4 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 1 5 3 2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(nor.gtb only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 AiiiitAI:4747:7MERTFEMETA7501 Service loads entered.Load Factors will be applied for calculation: Column self weight included:60.897 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft,D=6.150,L=2.960,S=7.390 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.0320 k/ft Bending&Shear Check Results PASS Max.Axial--Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0.0 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Goveming NDS Forumla 0.0 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 0.0 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 0.0 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination 0.0 Cf or Cv:Size based factors 0.000 0.000 Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0.0 psi 16a -1 '1fi1 1x1 { 1. 5 r RVy.. ._V `. Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location ' y a ` Note:Onlynon-zero reactions are listed �,:1�II�IC1[r�iRl��Cflt`I$ .°��.,�a•: .,r4r�a�, �. ,.� .: X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base ;,tr ijiOlettiW' or.Lcald CQmtur tions.. ., .. .. x, 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 97008 Project Descr. Tuckunder Cottages(60 series) c Sti' (971)645-0901 f >i dennis@vistastructural.com '''''....--- 0 Printed:20 JAN 2015,10:47PM ItY.9c?ld CO�U111t1 11� ClI a1flflC 411 h 111151 sersl©eno�, UAB;, Ei3C ec6 .,, -...� d,u, ; ,.x�: �.� �., �.ENERC LC,Iit1C 1 2014 eu°dd :14l1t18,11ec61&1118. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Column supporting 5 1/2"x 31 1/2"glulam beam above garage Sketches Y flkoLoads �4v g , - l i k o { 01 s iv. _ 6x6 mi 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D r` 7140 SW Queen Lane Engineer DMH Project ID: 1150 Beaverton,OR 97008 Project Descr Tuckunder Cottages(60 series) '`. (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM s 1 t , 4 w. r i -, `t5 € •-+AitbeiSiDoiiiiiMFAL t�t �,, brie I Ft3+�t100-, . `,. - t ., �s ' _.1, . , EitCl 19320 .14 0 47„,'-''''.1'.:2,itififi Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 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 tp 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 Width parallel to X-X Axis = 2.250 ft Z Length parallel to Z-Z Axis = 2.250 ft Footing Thicknes = 10.0 in RENTAltigaMIESEWilOggaitileineggi ail itingitialtraingili IlinnftilligiMaintatag X Pedestal dimensions... X px:parallel to X-X Axis = in N 0 igillitieVANWitigi pz:parallel to Z-Z Axis = in j, Height in4611410 ; its, a Rebar Centerline to Edge of Concrete- ; n at Bottom of footing = 3.0 in gliRMIRESPIX:::17:itati: '±. £Iit1foliTf ,� .«.. ,. .. . 2'•3” w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Z= f ,, Number of Bars = 3tre 3 , t;:fit „4:;„� ttti Reinforcing Bar Sizi = # 4 =` ' x+ i=milli k€ � Bandwidth Distribution Check (ACI 15A.4.2) �^ ,e-utu t-t:» ti„iiiii; iii„ iiii...».3?z�r _€ i+ -� y;y Direction Requiring Closer Separation n/a xX� ^�°b�,m.Z #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 3.30 2.20 5.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k l Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4$,,,, (971)645-0901 gay �f„ dennis@vistastructural.com " .,,,,�,,...Y ._ Printed:20 JAN 2015,10:47PM £ Fie G.#lsetsi nislDOCUME-1W-NERCA S 1550.6 asi' Fo0#Iri � n ,,.,..k,� �, . �.. a; ,..,,._. -,:TM ,,,...A.:,,, :; ., 'Ofr� : ' ,. ., ENERfiALC1NG 1984-201d8udd:&.t0138,17er`6='tA] -18,. Lie.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss DESIGN SUMMARY "" , . Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9565 Soil Bearing 1.913 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3173 Z Flexure(+X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 Z Flexure(-X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(+Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(-Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.605+1.60H PASS 0.2083 1-way Shear(+X) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(-X) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(+Z) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(-Z) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3998 2-way Punching 65.686 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H QetalledResWts:;? 1 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 Oi**mmg Stabrlily Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability r . - ,, All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure_ • ,b Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Flexure Axis&Load CombinationStatus k-ft Side? Bot or Top? in"2 in"2 inA2 k-ft X-X,+1.40D+1.60H 0.5775 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.60H 0.5775 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.279 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.279 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.733 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.733 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.595 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.595 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.770 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.770 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.3713 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W-0.90H 0.3713 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.3713 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.3713 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.5775 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK 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 Bennis@vistastructural.com Printed:20 JAN 2015,10:47PM --t t ' tpAtioersu enna#DOcUL G 15Q es :. 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 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) s, (971)645-0901 dennis@vistastructural.com _ Printed:20 JAN 2015,10:47PM General Fa0ti g - :. File• C:lt3sersDennislpOCUlr -1»RCA-1t1150. ,, ,..,, , .,. ENERCh1 ,1NC,1 2014 BG 1 i 9 d8,`17ero.141 18 Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 1.279 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.505+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+1.605+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+0.205+E+1.60H 0.770 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z Z,+0,90D+E+0 90H 0 3713 „ +X Bottom 0.216 Min Temp% 0.2667 5.461 OK 7 One Way.Shear. '. Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 5.704 psi 5.704 psi 5.704 psi 5.704 psi 5.704 psi 82.158 psi 0.06942 OK +1.20D+0.50Lr+1.60L+1.60H 9.235 psi 9.235 psi 9.235 psi 9.235 psi 9.235 psi 82.158 psi 0.1124 OK +1.20D+1.60L+0.505+1.60H 12.63 psi 12.63 psi 12.63 psi 12.63 psi 12.63 psi 82.158 psi 0.1537 OK +1.20D+1.60Lr+0.50L+1.60H 6.247 psi 6.247 psi 6.247 psi 6.247 psi 6.247 psi 82.158 psi 0.07604 OK +1.20D+1.60Lr+0.50W+1.60H 4.889 psi 4.889 psi 4.889 psi 4.889 psi 4.889 psi 82.158 psi 0.05951 OK +1.20D+0.50L+1.60S+1.60H 17.111 psi 17.111 psi 17.111 psi 17.111 psi 17.111 psi 82.158 psi 0.2083 OK +1.20D+1.60S+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 +1.20D+0.50L+0.20S+E+1.60H 7.605 psi 7.605 psi 7.605 psi 7.605 psi 7.605 psi 82.158 psi 0.09256 OK +0.90D+W+0.90H 3.667 psi 3.667 psi 3.667 psi 3.667 psi 3.667 psi 82.158 psi 0.04463 OK +0.90D+E+0.90H 3.667 psi 3.667 psi 3.667 psi 3.667 psi 3.667 psi 82.158 psi 0.04463 OK Punching Shear ,, . , All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 21.895 psi 164.317 psi 0.1333 OK +1.20D+0.50Lr+1.60L+1.60H 35.449 psi 164.317 psi 0.2157 OK +1.20D+1.60L+0.505+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+1.60S+1.60H 65.686 psi 164.317 psi 0.3998 OK +1.20D+1.605+0.50W+1.60H 60.473 psi 164.317 psi 0.368 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.981 psi 164.317 psi 0.1459 OK +1.20D+0.50L+0.50S+W+1.60H 37.013 psi 164.317 psi 0.2253 OK +1.20D+0.50L+0.205+E+1.60H 29.194 psi 164.317 psi 0.1777 OK +0.90D+W+0,90H 14.076 psi 164.317 psi 0.08566 OK +0.90D+E+0.90H 14.076 psi 164.317 psi 0.08566 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i ,,:U 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printect 20 JAN 2015,10:47PM IF � n� rf- 3i 4 r e � c imine :L1e,„,po n,PPPLF 1,1z e t � ,w � aC S ui ' $ ,,- w. ,,,. 4 , Lic.#:KW-06010523 Licensee:Vista Structural Engineering, ,LLC Description: 60A: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 Til '014 1f.1. .41, 1CAt , Material Properties Soil Design Values Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 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 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 defy= 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 Width parallel to X-X Axis = 2.750 ft Z Length parallel to Z-Z Axis = 2.750 ft Footing Thicknes = 10.0 in : . .T Pedestal dimensions... .:',.:J',','.....,'.,',::.,--:'.,;.:.::L al X px:parallel to X-X Axis _ in Nr g y pz:parallel to Z-Z Axis f in Height in � ,o Rebar Centerline to Edge of Concrete. rf �; r �� at Bottom of footing = 3.0 in ,' *Ii1f OTC,I i :; , y 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 t{` 3 L tr= 1 ,` fly it Reinforcing Bar Sizi = # 4 rl1� p •ft ,;:,-t :u. Bandwidth Distribution Check (ACI 15.4.4.2) ';'`� ':illt;i-' 'aii " ""' ' ,., .w fi=x" Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 6.150 2.960 7.390 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t� (971)645-0901446 dermis@vistastructural.com '`°^ o„�;,.,,-*^� Printed 20 JAN 2015,10:47PF, Gener'ai FO ttit,g File fC�INC1 �pS�j-v�yyO�w�llocu�d 144111 Vn 814;11 ,...a. n. <._.. , .,,,�.. 4 " . :.i ,_ a�.. .;°d ,x. ....,..i_. 4i 111Y tIIU.YLyt.Y�p ti.14:1 t 1$,Y �Yl S it...:.. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 51/2'x 31 1/2"glulam beam above garage DfSlGNSi1N11NARy.._.....' Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9805 Soil Bearing 1.961 ksf 2.0 ksf +p+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+1.605+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-t0.50L+1.605+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 =' 17, Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual l 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..St II , _ -. 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 Gvrn.As Actual As Phi Mn Status k-ft Side? Bot or Top? n"2 in"2 in"2 k-ft X X,+1.400+1.60H 1.076 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X X,+1.400+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,+1.20Df0.50Lr+1.60L+1.60H 1.515 Z Bottom 0.216 Min Temp 0.2182 4.488 OK X X +1.200+1.60L+0.50S+1.60H 1.976 +Z Bottom 0.216 Min Temp°/%40 0.2182 4.488 OK X-X,+1.200+1.60L+0.50S+1.60H 1.976 Z Bottom 0.216 Min Temp!)0 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 4.488OK X X +1.200+1.60Lr+0.50L+1.60H 1.108 ZBottom0.216MinTemp 0.2182 4.488 OK X-X,+1.200+1.60Lr+0.50W+1.60H 0.9225 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X X,+1.200+1.60Lr+0.50W+1.60H 0.9225 Z Bottom 0.216 Min Temp,/,0 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,+1.200+1.60S+0.50W+1.60H 2.401 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.200+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. 0.2182 4.488 OK X-X,+1.200 t0.50L+0.50S+W+1.60H 1.569 Z Bottom 0.216 Min Temp 0.2182 4.488 OK XX--XX,' +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,+0.900+W+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X X,+0.900+W+O.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 0.2182 4.488 OK ' Vista Structural Engineering,LLC Project Title: Plans 60A,B,D / i 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM { �� e C to tp, r atiRt3Ctlt pg,.. f3 sso ;�..... ��a�� ,�� i �, �J�',iyc _.. . 3�dli. ofikftl1te. e i1top411,iS;t,._ oisg''�. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 51/2"x 31 1/2"glulam beam above garage Z-Z,+1.40D+1.60H 1.076 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.515 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.515 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D Li 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) i 'c k4 , (971)645-0901 1R` dennis@vistastructural.com "*,_:.M,,.. - Printed:20 JAN 2015,10 47P enteral F©oupg, 1tOpslDennist00CU1X--7ENERc 1ft150ec6 Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 51/2"x 31 112"glulam beam above garage Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phr Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? in"2 in"2 inA2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 1.976 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+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+1.60S+1.60H 2.586 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+1.60S+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+1.60S+0.50W+1.60H 2.401 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.569 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.569 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.292 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.292 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+E+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 One Wqi Shear 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 +1.20D+0.50Lr+1.60L+1.60H 14.861 psi 14.861 psi 14.861 psi 14.861 psi 14.861 psi 82.158 psi 0.1809 OK +1.20D+1.60L+0.505+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+1.60S+1.60H 25.37 psi 25.37 psi 25.37 psi 25.37 psi 25.37 psi 82.158 psi 0.3088 OK +1.20D+1.605+0.50W+1.60H 23.555 psi 23.555 psi 23.555 psi 23.555 psi 23.555 psi 82.158 psi 0.2867 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.867 psi 10.867 psi 10.867 psi 10.867 psi 10.867 psi 82.158 psi 0.1323 OK +1.20D+0.50L+0.50S+W+1.60H 15.399 psi 15.399 psi 15.399 psi 15.399 psi 15.399 psi 82.158 psi 0.1874 OK +1.20D+0.50L+0.20S+E+1.60H 12.68 psi 12.68 psi 12.68 psi 12.68 psi 12.68 psi 82.158 psi 0.1543 OK +0.90D+W+0.90H 6.789 psi 6.789 psi 6.789 psi 6.789 psi 6.789 psi 82.158 psi 0.08263 OK +0.90D+E+0.90H 6.789 psi 6.789 psi 6.789 psi 6.789 psi 6.789 psi 82.158 psi 0.08263 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 42.171 psi 164.317 psi 0.2566 OK +1.20D+0.50Lr+1.60L+1.60H 59.344 psi 164.317 psi 0.3612 OK +1.20D+1.60L+0.505+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+1.60H 36.147 psi 164.317 psi 0.22 OK +1.20D+0.50L+1.605+1.60H 101.309 psi 164.317 psi 0.6165 OK +1.20D+1.605+0.50W+1.60H 94.06 psi 164.317 psi 0.5724 OK +1.20D+0.50Lr+0.50L+W+1.60H 43.396 psi 164.317 psi 0.2641 OK +1.20D+0.50L+0.50S+W+1.60H 61.494 psi 164.317 psi 0.3742 OK +1.20D+0.50L+0.205+E+1.60H 50.635 psi 164.317 psi 0.3082 OK +0.90D+W+0.90H 27.11 psi 164.317 psi 0.165 OK +0.90D+E+0.90H 27.11 psi 164.317 psi 0.165 OK .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) .. s (971)645-0901 f dennis@vistastructural.com „=. Printed 20 JAN 2015,10fl:47PM ,,,,„,',,.71,5,,,,,,m,,,,,„,.,,,,* , , ,,* y r , r ",,, .,, , g *013solZoc �9116 .fir, ti`I : ,af4q i 4ERL74/ii— 1$, * 5 Ltc.#:KW-06010523 ,M • v� ! d . 4 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp 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,mom&shear : No Width parallel to X-X Axis = 1.667 ft Z Length parallel to Z-Z Axis = 1.667 ft Footing Thicknes = 10.0 inOMIRMA1MlN . Nn Pedestal dimensions... r : px:parallel to X-X Axis in co pz:parallel to Z-Z Axis : in t m Height in T Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in - - • gje tifO,Czaiii i at„,rn . °4.. 1-8-:116" w Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis .--...-;••, fu • Number of Bars = 2.0 i , _ '1ll Reinforcing Bar SIZE = # 4 ., L ,,.r : •I 2 s. I '� y �� 1 ,S ?•-. 31'.`,'••••••33"3.: ::',. Bandwidth Distribution Check (ACI 15.4.4.2) i : : I t _ 1 tntv�s..a , .t..»_ ',- . l It rt[ tarr£aa{t. tt to..X. Direction Requiring Closer Separation n/a Z-ZSa�on Loodngtu*X #Bars required within zone n/a #Bars required on each side of zone n/a 7W Apphed PACISi,. A . N v; 4,4 D Lr L S W E H P:Column Load = 2.950 1.610 0.810 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 ori, - dennis@vistastructural.com :-,>m_ - Printed:20 JAN 2015,10:47PM r. w C ll1srsS1Denni",CUAE-t1ENERC 'Hi 150 ec6 ene ra, Foo€111 . �� .�,.x, :... ,..,. •. . .::. . ,,.....EraEttcw-carat 1983-2014 Boila�s.y411toV�0-11,1sK w. Lic.#:•KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9180 Soil Bearing 1.836 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1655 Z Flexure(+X) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.505+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 +1.200+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+Z) 6.985 psi 82.158 psi +1.200+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-Z) 6.985 psi 82.158 psi +1.200+1.60L+0.50S+1.60H PASS 0.180 2-way Punching 29.574 psi 164.317 psi +1.200+1.60L+0.50S+1.60H Detaiiled 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 O renamngiStability , Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sr1dingStatt14 , , All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Side? Bot or Top? in"2 in^2 in"2 k-ft X-X,+1.400+1.60H 0.5163 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.400+1.60H. 0.5163 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.200+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 I 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,+1.200+1.60Lr+0.50W+1.60H 0.4425 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK 1 X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.200+1.60S+0.50W+1.60H 0.6045 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK 1 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,+1.400+1.60H 0.5163 -X Bottom 0.216 Min Temp% 0.240 4.926 OK 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) e 140 (971)645-0901 "` dennis@vistastructural.com "........:.:......... Printed:20 JAN 2015,10:47PM sl 45419 « F ;.. .; .. .;� ,✓ °, 1,4 211?,Buurk£�.1tf11t ...1 1 o 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 Z-Z,+1.40D+1.60H 0.5163 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) , (971)645-0901 dennis@vistastructural.com ,,, Printed:20 JAN 2015,10:47PM GlFtN1yeuBd: is 1aeneraooing .. .. mt C., C983-2014 1a vers1 " Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 51/2"x 191/2"glulam beam above garage Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? 102 in"2 in"2 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+0.505+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 1 Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.7051 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7051 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.605+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+0.205+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 4+0.90D+E+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK One 1Nay.Shear 'Iv ,, Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.601-1 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+1.60K 6.552 psi 6.552 psi 6.552 psi 6.552 psi 6.552 psi 82.158 psi 0.07974 OK +1.20D+1.60L+0.505+1.60H 6.985 psi 6.985 psi 6.985 psi 6.985 psi 6.985 psi 82.158 psi 0.08502 OK +1.20D+1.60Lr+0.50L+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+1.60Lr+0.50W+1.60H 3.792 psi 3.792 psi 3.792 psi 3.792 psi 3.792 psi 82.158 psi 0.04616 OK +1.20D+0.50L+1.60S+1.60H 6.043 psi 6.043 psi 6.043 psi 6.043 psi 6.043 psi 82.158 psi 0.07355 OK +1.20D+1.605+0.50W+1.60H 5.18 psi 5.18 psi 5.18 psi 5.18 psi 5.18 psi 82.158 psi 0.06305 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+0.50L+0.50S+W+1.60H 5.088 psi 5.088 psi 5.088 psi 5.088 psi 5.088 psi 82.158 psi 0.06193 OK +1.20D+0.50L+0.20S+E+1.60H 4.828 psi 4.828 psi 4.828 psi 4.828 psi 4.828 psi 82.158 psi 0.05876 OK +0.90D+W+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK +0 90D+E+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK Punchm9 Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 18.73 psi 164.317 psi 0.114 OK +1.20D+0.50Lr+1.60L+1.60H 27.737 psi 164.317 psi 0.1688 OK +1.20D+1.60L+0.505+1.60H 29.574 psi 164.317 psi 0.18 OK +1.20D+1.60Lr+0.50L+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+1.60Lr+0.50W+1.60H 16.054 psi 164.317 psi 0.0977 OK +1.20D+0.50L+1.60S+1.60H 25.583 psi 164.317 psi 0.1557 OK +1.20D+1.605+0.50W+1.60H 21.932 psi 164.317 psi 0.1335 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+0.50L+0.50S+W+1.60H 21.542 psi 164.317 psi 0.1311 OK +1.20D+0.50L+0.20S+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 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 '''' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) .. , (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM Igre 71AiV, 5,1041' Magi; 4. i`"t 'v q, 5)f tew 3 ., 11". 4 14' Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath :g$ l" _ Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling +(0.195)L(0.113)S(0.325) •i • • • 22x6 A Span.2.50 ft ":"7' "7 , ,, Service loads entered.Load Factors will be applied for calculation; Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 fl ESI N�1�14L4RY - ,,... . �" to Design 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 i 16/per, •Fes..... . ort i44 4110 i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.115 0.087 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1053.00 0.15 14.07 162.00 +0+141 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.172 0.130 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.25 201.45 1170.00 0.26 23.45 180.00 +0+1+1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.083 0.063 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1462.50 0.15 14.07 225.00 +D+S41 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4 4 (971)645-0901 1:' 'Im Jr dennis@vistastructuralcom �^^^° Printed:20 JAN 2015,10:47PM W©©d)-Beam; :s 02014,cu► 1,14, n�150. 1, , .._ � 6_ �. -: ..,__ .,... . . >~,wc_1�s-��su�t�14t�Via, 1411.10M Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fir FY +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +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 I Length=2.50 ft 1 0.178 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 332.39 1872.00 0.43 38.70 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.039 0.029 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 72.52 1872.00 0.09 8.44 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.039 0.029 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 72.52 1872.00 0.09 8.44 288.00 ;Overall Maximum Deflections ., .:: Load Combination Span Max.'-'Dell Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0071 1.259 0.0000 0.000 Vertical Reaction_S Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.146 0.146 +D+H 0.244 0.244 +D+L+H 0.406 0.406 +D+Lr+H 0.244 0.244 +D+S+H 0.650 0.650 +D+0.750Lr+0.750L+11 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+0.450W41 0.366 0.366 4+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 f 7140 SW Queen Lane Engineer: DMH Project ID: 1150 4 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) • . (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM r '✓ , » n '�� r A �� 1��1ttt5 _... .�a1Wat:� , e . . ht �> dk t , � 1932O4 , IA:&t4g _ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of laundry room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(0.195)L(0.13)S(0.325) • * V V V i • • • y • • A A 2-2x6 • • • • • • Span=3.0ft - Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 fl `r 3 S!Gll,Si,Mme.` it ..`mak' �' VMS .<.`.. Design OK Maximum Bending Stress Ratio = 0.35e 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 • • • • • • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M lb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.165 0.115 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1053.00 0.20 18.63 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.248 0.173 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.37 290.08 1170.00 0.34 31.06 180.00 +04r+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 0.119 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 +0+5+4-1 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 0.345 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 0.124 125 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 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 w tit %-, : , ▪ - dennis@vistastructural.com ..,,.«,. Printed:20 JAN 2015,10:47PM W0Qd Beail'i . .. , ,. ..,,F secs' ', t' 1'ae-s 4�i Re-C.ii is ENERCALCONC 1983 J Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of laundry room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 1872.00 020 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 5124 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.256 0.178 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 478.64 1872.00 0.56 51.24 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.056 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 104.43 1872.00 0.12 11.18 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.056 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 104.43 1872.00 0.12 11.18 288.00 Overall Maximum Deflectionso: . Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +O+0.750L+0.750S+0.5250E+H 1 0.0148 1.511 0.0000 0.000 Vertical Reactions s 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+H 0.488 0.488 +D+Lr+H 0.293 0.293 +D+S+H 0.780 0.780 +D+0.750Lr+0.750L+H 0.439 0.439 +D+0.750L+0.750S+H 0.804 0.804 +D+0.60W+H 0.293 0.293 +O+0.70E+H 0.293 0.293 +D+0.750Lr+0.750L+0.450W+H 0.439 0.439 +D+0.750L+0.750S+0.450W+H 0.804 0.804 +0+0.750L+0.750S+0.5250E+H 0.804 0.804 +0.60D+0.60W+0.60H 0.176 0.176 +0.60D+0.70E+0.60H 0.176 0.176 D Only 0.293 0.293 Lr Only L Only 0.195 0.195 S Only 0.488 0.488 W Only E Only H Only , Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com .-... Prind 20 JAN 2015,[1�0Y:47P�M 0 V,AV. r 3 ,a,. „ r ( - �� e� 0 `� :1T18�fS DOW1.4 6 t 11 'tt' JV6 4. d 4° -}'. mss.�,-lh , r * �.f r ar • s�'' r'^x®n �. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of bedroom#4 4,264 .: 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-x( 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L(0.13)S(0.325) i V V V i • • • *moi & xw z c �a� • ar ;�e. ter, .°.n.v_. »�..a,.a;.,....„..k�-:<.�«. ,.�z�x�„,.�,�, .�,. � a,', �. g ,w • 11111 III : • • A A • 2-2x8 • • • Span=5.50 ft • '.Appleditlsu,ME X , 211 Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 fi -D.ESIditaMR AThYli -r s Design OK Maximum Bending Stress Ratio = 0.745: 1 Maximum Shear Stress Ratio = 0.384: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 • fb:Actual = 925.84 psi fv:Actual = 79.43 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+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 •• • • Maximum Fp,.,. , „l iid Corn ahonsa Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.346 0.178 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 972.00 0.42 28.88 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.520 0.267 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.23 561.12 1080.00 0.70 48.14 180.00 +D+Lr+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 0249 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 +4J+5'41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.723 0.372 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.97 897.79 1242.00 1.12 77.02 207.00 +0+0.7501J+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 1200 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 ,`j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) Ai (971)645-0901 dennis@vistastructural.com """" Printed:20 JAN 2015,10:47PM Wo©BeamT,le_ AUseisil3einis r 1tENERCA11s0e.ncs . .. �a�c�sa�zo��tlti19�138.1IGrfi.141�18=-� Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of bedroom#4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+0.60W41 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 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +0+0.70E41 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 40+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=5.50 ft 1 0.536 0.276 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.03 925.84 1728.00 1.15 79.43 288.00 +0+0.750L+0.750S+0.5250E+41 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.536 0.276 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.03 925.84 1728.00 1.15 79.43 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.117 0.060 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.00 1728.00 0.25 17.33 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.117 0.060 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.00 1728.00 0.25 17.33 288.00 Overa1I Pdtaii imuiri;Deflections ...,; , Load Combination Span Max.="Dell Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0729 2.770 0.0000 0.000 vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.475 1.475 Overall MINimum 0.322 0.322 +D+H 0.536 0.536 +D+L+H 0.894 0.894 +D+Lr+H 0.536 0.536 +D+S+H 1.430 1.430 +D+0.750Lr+0.750L+H 0.804 0.804 +D+0.750L+0.750S+H 1.475 1.475 +D+0.60W+H 0.536 0.536 +D+0.70E+1-1 0.536 0.536 +0+0.750Lr+0.750L+0.450W+H 0.804 0.804 +D+0.750L+0.750S+0.450W+H 1.475 1.475 +0+0.750L+0.750S+0.5250E41 1.475 1.475 +0.60D+0.60W+0.60H 0.322 0.322 +0.60D+0.70E+0.60H 0.322 0.322 D Only 0.536 0.536 Lr Only L Only 0.358 0.358 S Only 0.894 0.894 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i • 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tud(under Cottages(60 series) - , (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM il)PNOVif o ��kr c , i *. .c,-Fr�.g`w'�.; _ i... .. <.. ,tg 1-{+,IPI s 14 B&T*'1?� i e 41;€' ', Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan fi - c .. P. a. !.. "' %1L Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties 1 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) • + + + + + • • qij , • • • • • 22x8 A • • • • Span=4.50ft •• • App04Lo '� ads�; . .�.�::R. � -._,.,n. Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft 15.ES �il SUl� t �?gl�R� .,..__ 1TcxDesi.n OK . Maximum Bending Stress Ratio = 0.499 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 619.78 psi fv:Actual = 61.35 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.250ft Location of maximum on span = 3.909 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 2729 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.033 in Ratio= 1654 •• • Max Upward Total Deflection 0.000 in Ratio= 0<240 • • 1Yla !rlm,togs4tSreste `or1,3. § pmt�llna#fos,v. 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 hi Fv +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.232 0.138 0.90 1200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 972.00 0.32 22.31 162.00 +D+L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.348 0.207 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.82 375.62 1080.00 0.54 37.18 180.00 +D+Lr+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.167 0.099 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 1350.00 0.32 22.31 225.00 +D+S41 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+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.250 0.149 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.74 338.06 1350.00 0.49 33.46 225.00 +0+0.750L+0.750S+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.499 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 Vista Structural Engineering,LLC rC 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,¢e. 4/ m. (971)645-0901 4. fi` dennis@vistastructural.cam ^'` Printed:20 JAN 2015,10:47PM iali!i ,File c'1l9S Poem itIDO PW-f1ENERCA-11115Qec6 4 s B791A E ERCALG,`1NC"199321114,BulckB14.1118, ar6:14.1118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V fv Fv +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=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 +0+0.750L+0.750S+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 40+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.359 0.213 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1728.00 0.89 61.35 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.078 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 135.22 1728.00 0.19 13.38 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.078 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 135.22 1728.00 0.19 13.38 288.00 Overall Maximum Dsflecttions, Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0326 2.266 0.0000 0.000 Vertical Reaction • .. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.207 1.207 Overall MlNimum 0.263 0.263 +D41 0.439 0.439 +0+{_+}I 0.731 0.731 +D+Lr+H 0.439 0.439 +D+S41 1.170 1.170 +D+0.750Lr+0.750L+H 0.658 0.658 +D+0.750L+0.750S+H 1.207 1.207 +D+0.60W+H 0.439 0.439 +D+0.70E+H 0.439 0.439 +D+0.750Lr+0.750L+0.450W41 0.658 0.658 +D+0.750L+0.750S+0.450W+H 1.207 1.207 t +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 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 Bennis@vistastructural.com , .,....,... Print 20 JAN 2015,10:47PM x ,/�y *�y a ice+ e e 't`a'w r �iia�.I.nts 1SENEr�CA`I11� b. ,o©Li :T-Fl .�a b . ,3'ra= a A' l :x 6 �-- i3*,- .£t�1f:EtcA1. a?�, 3 88M1?1W i t Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60680:beam at right side of kitchen Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + i oo.,r�tuatsro.3zst V V IX0.,85)L(0.44) DO.c, * V V V •• i • • • �� • Span=3.508 • • 4104 ,4 1 , h t 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) "DESiGNSUM ARMY.,gr � s...... `; Desi•n OK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56 psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination 4D+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 • ••I• 14410 to Fares r:slof ltaadrtibairn„ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb Fb V fv Fv 4041 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 +0+141 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.657 0.447 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.55 709.56 1080.00 1.17 80.46 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +D+S+11 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 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 +1J+0.750Lr+0.750L+11 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 j (971)645-0901 �'. dennis@vistastructural.com ,,:i116.:.: : ,'' Printed:20 JAN 2015,10:47PM W ©d B . s GAUSt?I'S dnniSiPOCUIVE-4ENERCA119i50, o@CImf # ENERCALC INC 1983-2014,Bu d.'£i.14.1118,VerV6,1411,18, Lic.#:'KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of kitchen Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fb V fv Fv Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +0+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 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 j 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 +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 Maximum Deflections ._., Load Combination Span Max '"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support'l Support 2 Overall MAXimum 1.953 1.953 Overall MINimum 0.467 0.467 +O+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 +0+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 . +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM x :�< ; 0�' � iaa ` , 6 ltseas0 (nsOCrut 9ENE8f 1 . ;.: RO + Z . 4xiga , �v�&AYAITA * � N�,� ,148490a041 . .: . .5$. 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.185)L(0.1310(0.325) y • V * V i i i 0(0.185�L(0.441 5(0.03) • i V V i V •• *�. at " ••: ' 'fid cwt,„„�..uaz i • • nv a,r,.N • • •• 1 2-2x8 • • Span=3.5Ck • (taNtri R mz AA 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) 1 ttidi StUMMARY M.:x f 1'. 4.:..... . .. y • 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 Ratia= 0<240 • ��r� '�'i7l/ii7fa4 rilkOWN �,�„F/� Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.320 0.218 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 972.00 0.51 35.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.657 0.447 1.00 1200 1.00 1.00 1.00 1.00 1.00 1.55 709.56 1080.00 1.17 80.46 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0230 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+S4I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +0+0.750Lr+0.750L+11 1200 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) t (971)645-0901 dennis@vistastructural.com aM� Prirtsd:20 JAN 2015,10:41 PM ,iikt,„„i', �a�17' file C:1UsersTiennistDOClJPE-11ENERCA-j11150.ec6 1-7 , tea.... .. ,.., ; z . .. ENERGALC,INC.:19832014 7t6.14'1118,Verfi141t,18- 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 C d C FN C i C r C m C t C L M fb Fb V fv Fv Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +D+0.750L+0.750S+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +0+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 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 +0+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1200 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 Ouerafl Nlaxlmumr Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Deli Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 VertICaI Reactions 6 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+11 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 +0+0.70E41 0.779 0.779 +0+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.7505+0.5250E41 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i 7140 SW Queen Lane Engineer: DMH Project ID: 1150 4 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1., (971)645-0901 dennis@vistastructural.com . Printed:20 JAN 2015,10:47PM .i' °' ': ,. ^ c h' 2 �r °0 zP 7 11'.`" y,"f /#:,. IB t " S 1ii y3. *,-."" ''L-.as,-,,,,k.4_.. a« ✓n"�. . .i a ...�"'. ' 4 ....,moi *� , h a4i�,��} nre ��'Ts��'' ;: Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:beam at right side of entry y.:: "Ar~:Cdfllritt4rPMEHZiPe%Thi Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling * 0(0.195)140.13)S(0.325) y 0(0.165 L(0.44) t 1r i)(0.536,L(1.43) 0(0.08) I * * V V V A A 3.5x9 Span=6.50 f1 "174-003). ` r Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080 Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0->>4.250 ft, Tributary Width=11.0 ft Point Load: D=0.5360, L=1.430 k @ 4.250 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) ,M1..Ai 1 ;: s s ,: 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V iv Fv +)+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 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.728 0.565 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.88 1,746.81 2400.00 3.14 149.74 265.00 +D+1.r+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.232 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3000.00 127 60.53 33125 +0+8+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.409 0.326 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.44 1,128.61 2760.00 2.09 99.45 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer: DMH Project ID: 1150 t Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) q@ (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10 GPM wa Beams s x _ .. • i �: e ➢C_2_ ,, 1EERC7411506 ..-„b'....47147‘: . � . ; _ ENEfiA JNC 1983=204Bubt6.14 118Var4118 � Lic.#:KW-06010123 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb Pb V fv Pv 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 +0+0.750L+0.750S41 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 40+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.181 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3840.00 1.27 60.53 424.00 40+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.181 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3840.00 1.27 60.53 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.386 0.301 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.84 1,483.41 3840.00 2.68 127.44 424.00 +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=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+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 Uuerall Maxlmurti Deflections" Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Dell Location in Span +0+0.750L+0.7505+0.5250E+H 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 MAXmum 3.976 3.742 Overall MINimum 0.931 0.884 +0+H 1.551 1.473 +D+L+H 3.727 3.442 +D+Lr+H 1.551 1.473 +D+S+H 2.608 2.530 +D+0.750Lr+0.750L+H 3.183 2.950 +D+0.750L+0.750S4l 3.976 3.742 +0+0.60W+H 1.551 1.473 +D+0.70E+H 1.551 1.473 +0+0.750Lr+0.750L+0.450W41 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 +0.60D+0.60W+0.60H 0.931 0.884 +0.60D+0.70E+0.60H 0.931 0.884 D Only 1.551 1.473 Lr Only L Only 2.176 1.969 S Only 1.056 1.056 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 $e dennis@vistastructural.com Printed:20 JAN 2015,10:47PM Ny j W _z -,•�.� _.,, t •+n,`. `h- z# a .�. a ittaER;6�, 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-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 32.2100 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling (0.195)L( 3)S(0.325) D(0.04)S(0.05) D .,yr),,0.1655L(0 L(1.43) ""D(0 06) V V V V • A A 2-2x12 Span=4.50 ft 3skjre -�a1 ri <. 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M lb Fb V iv 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 +fl+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.865 0.499 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.10 778.21 900.00 2.02 89.88 180.00 +D+1..r+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.271 0.159 125 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1125.00 0.81 35.82 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.469 0.279 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.56 485.15 1035.00 1.30 57.71 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) "g,„ r_ (971)645-0901 �, l dennis@vistastructural.com Printed:20 JAN 2015,10:47 PM 1Nood Beam � .,.. z_ £NE1e�tk-ttl 6'1l( zojk>�i�asi30s�*s:1a.11 1a ; 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 fb Fb V fv Fv +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.587 0.339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.48 659.95 1125.00 1.72 76.36 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.768 0.448 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1035.00 2.09 92.79 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.212 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1440.00 0.81 35.82 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.212 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1440.00 0.81 35.82 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.458 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.48 659.95 1440.00 1.72 76.36 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.552 0.322 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1440.00 2.09 92.79 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.552 0.322 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1440.00 2.09 92.79 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.127 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.09 1440.00 0.48 21.49 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.127 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 183.09 1440.00 0.48 21.49 288.00 Overall;.Maximumbeflections . Load Combination Span Max.""Deli Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0247 2.234 0.0000 0.000 ]letfiCai ReaCtiOIIS ,..... " Support notation:Far left is#1 Values in KIPS , Load Combination Support 1 Support 2 Overall MAXimum 3.201 2.644 Overall MINimum 0.753 0.642 +D+H 1.255 1.070 +D+L+H 3.005 2.325 +D+Lr+H 1.255 1.070 • +D+S+H 2.099 1.913 +D+0.750Lr+0.750L+H 2.568 2.011 +D+0.750L+0.750S+H 3.201 2.644 +D+0.60W+H 1.255 1.070 +D+0.70E+H 1.255 1.070 +D+0.750Lr+0.750L+0.450W+H 2.568 2.011 +D+0.750L+0.750S+0.450W+H 3.201 2.644 +D+0.750L+0.750S+0.5250E+H 3.201 2.644 +0.60D+0.60W+0.60H 0.753 0.642 +0.60D+0.70E+0.60H 0.753 0.642 D Only 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 3 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com 1:# 1111TNiii*IttiVi .,,_,.",,;. ... Print&20 JAN 2015,10:47PM ' rzlil r a rrr r Al ' e C.1tJ s natDOC = 'f154 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:beam at back left of great room Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Fri] 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0.185)L(0.13)5(0.325) • • $ $ V i + 5(0.165�L(0.44) i V IXV V V • • r t &,gi Kk' �._ • • A A • • 2-2:0 • • • • • Span=3.0ft • • PAiiiiiiiRMVAa.Z.lit lc,177:47Z7171W- 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) DDES/GI'S.L M`MARY :4 ,,. ,. 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 I 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 • • • axlmu r &lam+ d b1n4la ,0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib Fb V fv Fv +041 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 +0+tr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.271 0.188 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1462.50 0.47 42.40 225.00 +D+S41 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 40+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 4j j Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Protect Descr: Tuckunder Cottages(60 series) ,,,,,,,)4.4 (971)645-0901 \ dennis@vistastructural.com "� ,' Printed:20 JAN 2015,10:47PM litfr t1"a ' t, .... '' D POcu x zCA- 1 %, t- eam , y .. ,i, '',.;',.2--,:", ERCAWINC,1983-204 Buad.6.1411-18 ver5141118s ,,Lic. #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at back left of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Fb V iv Fv Length=3.0 ft 1 0.532 0.370 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.98 777.59 1462.50 0.92 83.25 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.740 0.515 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1345.50 1.17 106.54 207.00 i +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+}i 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 1300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 0.28 25.44 288.00 `Overall Maximum;Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 r 'Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.672 1.672 Overall MINimum 0.399 0.399 +D+H 0.666 0.666 +D+L+H 1.521 1.521 +D+Lr+H 0.666 0.666 +D+S+H 1.153 1.153 +D+0.750Lr+0.750L+H 1.307 1.307 +D+0.750L+0.750S+H 1.672 1.672 +D+0.60W+11 0.666 0.666 +D+0.70E+H 0.666 0.666 +D+0.750Lr+0.750L+0.450W+H 1.307 1.307 +D+0.750L+0.750S+0.450W+H 1.672 1.672 +D+0.750L+0.750S+0.5250E+H 1.672 1.672 +0.60D+0.60W+0.60H 0.399 0.399 +0.600+0.70E+0.60H 0.399 0.399 D Only 0.666 0.666 Lr Only L Only 0.855 0.855 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series ) �>. (971)645-0901 dennis@vistastructural.com `K, . •_........ Printed:20 JAN 2015,10:47PM r1 t",r'nrnr,7,71➢OGI)P7 5 v 1ta13.it% �r: N R 'V � "'�_ Nit*,;.,/ r','."'''''W'1.4,4°°:: �s�"..';: i.� G - K-1 1d#3U4118.., . . 18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front left of bonus room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L(0.13)5(0.3Xi $) y • • * V V • D(0.165 1_15.44) V V IXt V i V It;� £..;:.mss r te' ' ,.,..a.„ .._., �. a. 2-268 • • Span=3.508 • : lied .iii5� a 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) Desi.n OK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56 psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L-*I 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 lVt'aXi llta ries 8rS sse �s,1- 0:46 iii, . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M VC d C FN 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=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+Lr41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +D+5+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 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 G Vista Structural Engineering,LLC Project Title: Plans 60A,B,D f € \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) i Iiit\ S'.41..` (971)645-0901 v dennis@vistastructural.com ,,,"' Printed:20 JAN 2015,10 4PM � Fite '�YtlserslDenni51Dt3GUAdE^'11ft3ERCfR#51��.ec6 '; WOO8ibeaI1t ENEKCALC:INC.1983-2014'eu`±614.'it9E V4.'5,1+41.18. 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 C d C FN C i Cr Cm C t CL M tb Pb 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 4J+0.750L+0.750S+11 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +13+0.60W+1-1 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 +1J+0.70E4I 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +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 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 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 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 OveraI Maxlmum"Deflections ...: Load Combination Span Max "Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 'Vertical Reactions' V ..c 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 +0+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only ii 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 u a�r,'� yet. ,� ?,�<y,>.,��7i-'F��s`... z., � ,,...., !1 �.�i`If°$Il1(k�%!�"�f� _*m Lic.#:KW-060)-0523 Licensee:Vista 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 oo.osl • + + u zlsla.os: V • • • $ V 1)(0i08) V V • • • •z5,8• • ••• • • Span=5.0 E 7;3z ® 0,1 . s, Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=2.0 ft,(roof load) DES1a i7MMA.tit i rfA .g ,yaiiii Design OK Maximum Bending Stress Ratio = 0.535: 1 Maximum Shear Stress Ratio = 0.294: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 • fb:Actual = 577.88 psi fv:Actual = 53.01 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 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 T 1174r es oar l_s7at1 o i natti`oi s Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D4I 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 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.196 0.108 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 1350.00 0.35 24.21 225.00 +D+S41 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 4040.750Lr40.750L41 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 r 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 Beam 4 -. ,, i , --itENERC 1sa :6 A_; ..i . _ . NERCALC"NC 1983-2Q 48ufld:&14s1118,VirA.441118. 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 C i Cr Cm C t CL M fb Fb V fv Fv +0+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.445 0.245 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1242.00 0.74 50.72 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.153 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 1728.00 0.35 24.21 288.00 +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=5.0 ft 1 0.153 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 1728.00 0.35 24.21 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.289 0.159 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 499.41 1728.00 0.66 45.81 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.320 0.176 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1728.00 0.74 50.72 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.320 0.176 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1728.00 0.74 50.72 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.092 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.35 158.38 1728.00 0.21 14.53 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.092 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.35 158.38 1728.00 0.21 14.53 288.00 ':Overfill Maxi num,Defleetions , '' . '.,..,,,,R-';.,:--,' Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0376 2.518 0.0000 0.000 i Support notation:Far left is#1 Values in KIPS 1/erttcal Reactions '; pp Load Combination Support 1 Support 2 Overall MAXimum 1.013 1.013 Overall MINimum 0.125 0.125 +D++I 0.463 0.463 +0441-1 1.013 1.013 +D+Lr+H 0.463 0.463 +D+S+H 0.588 0.588 +D+0.750Lr+0.750L+H 0.875 0.875 +D+0.750L+0.750S+H 0.969 0.969 40+0.60W+H 0.463 0.463 +D+0 70E-1-11 0.463 0.463 +D+0.750Lr+0.750L+0.450W+H 0.875 0.875 +D+0.750L+0.750S+0.450W+H 0.969 0.969 +D+0.750L+0.750S+0.5250E+H 0.969 0.969 +0.60D+0.60W+0.60H 0.278 0.278 +0.60D+0.70E+0.60H 0.278 0.278 D Only 0.463 0.463 Lr Only L Only 0.550 0.550 S Only 0.125 0.125 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descn Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM F x b �jt e 6 k 114$0ee6 i g k g�c-i `4 ;`�` «Ag" _ rev 3 ,:i ammo*. Y fi 4 'f.1sk:y;: Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of entry 000#31:070740WRIMPArta, of_VIII Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.09)M.061%0.15) $ ♦ t i $ i 0)0.045)♦V L(a12) V 13(0.08) V $ • A A 2a8 Span=3.50ft 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) Design OK Maximum Bending Stress Ratio = 0.418: 1 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 561.88 psi fv:Actual = 54.78 psi FB:Allowable 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.750ft • Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 4572 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 1779 Max Upward Total Deflection 0.000 in Ratio= 0<240 "'Nla�c�>m m'orces.Muses for lea #»natwns Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv 412141 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+4j41 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 +4J+S 41 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 42521 1462.50 0.46 41.46 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ' i, :lit 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 114 . . -, (971)645-0901 j- Bennis@vistastructural.com m„-,.✓- Printed:20 JAN 2015,10:47PM vvOOdBeam, _ 4 Fe ClIsssSDennisiDOCU tiENERC} umecs i.. , , , zcALC; INC 1983-2014 aura s.a41F18,Vers14.11-18 : Lic #:KW 06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M 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 +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 0.140 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 *0+0.70E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1872.00 0.28 25.47 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.227 0.144 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.54 425.21 1872.00 0.46 41.46 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +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 0.300 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 1528 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 {trerall ll(axcimum Deflections,„ _ .. Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+FI 1 0.0236 1.763 0.0000 0.000 Vertical Reactions i r s 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 +O+S+H 0.639 0.639 +D+0.750Lr+0.750L+H 0.613 0.613 +0+0.750L+0.750S+1-1 0.809 0.809 +D+0.60W+1-1 0.376 0.376 +D+0.70E+H 0.376 0.376 +0+0.750Lr+0.750L+0.450W+H 0.613 0.613 +0+0.750L+0.750S+0.450W+H 0.809 0.809 +D+0.750L+0.750S+0.5250E+H 0.809 0.809 +0.60D+0.60W+0.60H 0226 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 dennis@vistastructural.com ... �^ Prinffict 20 JAN 2015,10:47Pti ' �' _^��` f : 6 - FT.. ' �, f3 v"' "� �Y B S[ ( 115ttee6 ' ,0 Be r �rax.19 2014 H ,^1 d t,'t 14] X18 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-Prfl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(0.0525)L(0.035)S(0.0875) i i i i i • • 4x10 • • Span=15.250 ft • • �lt�{I 0*"' `1 Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=3.50 ft „➢ES1Oli%VMMA13Y, .. "`z1.. .: A Design OK Maximum Bending Stress Ratio = 0.812 1 Maximum Shear Stress Ratio = 0.223 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,009.07 psi fv:Actual = 46.17 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+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 ••• •i ;111 tt7i?p ,FQt iWf j4,•e ,fPf LOOd c.9Ok,,1 .n! Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=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 +0+1_41 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+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.272 0.075 125 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 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 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 7140 SW Queen Lane Engineer: DMH j"0 Project ID: 1150 dBeaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 N, dennis@vistastructural.com Printed:20 JAN 2015,10:47PM Vllo©d Blum - c:1u 1suli�iSuPocua�-1tEite3CA 7111 M. 1pp ,,� ENERCALG,INC 1983-20,4.Bui61411.18.Yer8.141i.18 ._ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B:beam at left side of front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M lb F'b 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 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 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+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.584 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1728.00 1.00 46.17 288.00 +D+0.750L+0.7505+0.5250E41 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 :Over'a!!Mrndmum Deflections , Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+1-1 1 0.4785 7.681 0.0000 0.000 Vertical Reaction Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.101 1.101 Overall MlNimum 0.240 0.240 +O+H 0.400 0.400 +D+L+H 0.667 0.667 +D+Lr+H 0.400 0.400 +D+S+H 1.068 1.068 +D+0.750Lr+0.750L+H 0.600 0.600 +D+0.750L+0.750541 1.101 1.101 +D+0.60W+H 0.400 0.400 +D+0.70E 4+I 0.400 0.400 +D+0.750Lr+0.750L+0.450W+H 0.600 0.600 +0+0.750L+0.750S+0.450W+H 1.101 1.101 +D+0.750L+0.750S+0.5250E+H 1.101 1.101 +0.60D+0.60W+0.60H 0.240 0.240 +0.60D+0.70E+0.60H 0.240 0.240 D Only 0.400 0.400 Lr Only L Only 0.267 0267 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) t ' " (971)645-0901 dennis@vistastructural.com IN Prinbd:20 JAN 2015,10:47 PM r � : r Y ,,, X01, . ,e�u C , ,,,.. ;4 i,- -,,, _ 'res. '� AK.Fj E y irli i .- -=!.„'en� . 'P��,', ,sr. ..:.'.'._ i':;S.s4.; t .-:.. *A-fig.', ,:*N.C' .,�.�.r. �1 01_f� 6..4e 3f 18 ,.:.. 11,1D 5:... Lic.#':KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of dining room Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • + * D(0.195)L(.13)6(0.325) * • • + • . D(0.165)L)0.44) + • • + + + �+e) + • • • • • • A A 3.5,10.5• • • $pa,=8.509 •.• £ Lt3aaS 7,',, 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) DES1GTV SilMM1 kV x -a `.,,. ..Y.;g 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 i 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 mMamtq?u@ FcircM.. °: dCb :tftf 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=8.50 ft 1 0.350 0.259 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 2160.00 1.52 61.86 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.715 0.530 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.20 1,715.83 2400.00 3.44 140.53 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.252 0.187 125 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3000.00 1.52 61.86 331.25 +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 0.472 0.350 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.98 1,302.98 2760.00 2.61 106.72 304.75 +D 0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D t 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 $ 'V dennis@vistastructural.com �.a Printed:20 JAN 2015,1047P WOo Beam cut6.14.1t cxi n aso ....,�,,,, . ,� ,u. <. . � ..� ._..._ �ii�-tiac fse3-2o,�;��t��s,v � a1,1s Lie.#: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 C i CI' 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 33125 +43+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 +0+0.70E+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.197 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 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.384 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,475.70 3840.00 2.96 120.86 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.491 0.364 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 3840.00 3.79 154.50 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.491 0.364 1.60 t000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 3840.00 3.79 154.50 424.00 +0.50D+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 Overa IlMajcimum Deflecfit ns , -, `` Load Combination Span Span Max. "Deli Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.2176 4.281 0.0000 0.000 Vertical Reactions q_ ��..: ..,... Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.758 4.758 Overall MINimum 1.143 1.143 +D+H 1.905 1.905 +D+L+H 4.327 4.327 +D+Lr+H 1.905 1.905 +D+541 3286 3.286 +D+0.750Lr+0.750L+H 3.722 3.722 +D+0.750L+0.750S+H 4.758 4.758 +1D+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 +1)+0.750L+0.750S+0.450W41 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 I S Only 1.381 1.381 W Only I 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) t" (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47 PM y 4 � a a " . �` i x, • S2F5 1964 y �{.,----- 3 s i � r , .. ,� a_,.. f CCA 1440WW44108,vet36.14 tt.. Lic.°#":''K1'111:060 10523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Rush beam above right side of stair opening in first and second floor systems Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr1I 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(0.131,L(0.36) • KiindentyrAwItiVeatil3tagepagiatX,410•4014f01WARMS*10:440a0,20AIWM .• • • 4x10 • Span=7.0 ft a.° Service loads entered.Load Factors will be applied for calculation: �Aj1 11tKt�"L4a m . � ,.. .. �. .. .�_ � PP Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft /,-a i is NI M'if . 4 . ... "' � . ...,..a Design OK Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x1 0 Section used for this span 4x1 0 fb:Actual = 728.94 psi N:Actual = 62.69 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153 Max Upward Total Deflection 0.000 in Ratio= 0 <240 • „e ® Stiesses#or tiad(P Itt- ', Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.205 0.106 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 972.00 0.37 17.10 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.675 0.348 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.03 728.94 1080.00 1.35 62.69 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.147 0.076 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1350.00 0.37 17.10 225.00 +0+5+11 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 0.228 125 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1350.00 1.11 51.29 225.00 +D+0.750L+0.750S+H 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 1200 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 4 7140 SW Queen Lane Engineer: DMH Project ID: 1150 �4 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) li ' a £' (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM s.% - 131e AUSerSiDeellni551t30CUME,1WNERCA-111150 8C6 Wood Beam = r zcta. 1x4, 983-2014 euld.s;141118 vers14:11,18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Rush beam above right side of stair opening in first and second floor systems 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 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 +1)+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +D+0.750L+0.750S+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +D+0.750L+0.750S+0.5250E+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 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 OverallMaximum beflections ; :. Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 Vertical.ReaCtiOti$ 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 +0+0.750Lr+0.750L+1-1 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 +0+0.750Lr+0.750L+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.5250E+11 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 Lane Engineer: DMH Project ID: 1150 g 4 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com .._.,., Printed.30 JAN 2015,4:O7PM 4 �, .0 G #x e ',�, r .1 1t1Sek)De uasD 0Cf1A� 0 0 A 1l'I, . L� + air u_�. ��z tt�, ��. �, , . `�� A ��' ,X��`�`��.EA ,��rr;�^�f��u, _ V .�r�,�,.; � f ,�N�oA1�, l'fcowo3.fi1,W'4a5,ij1f-z'' Lic.#_KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam supporting rear wall of main floor , ,tf' "6 ' 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(0.09)L(0.15)S(0.075) i i i i i D(0.16) i i i i + ♦ A 5.5x16.5 Span=21.50 ft ,'�� ,5v 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; r© 1G1NfikIGiARY RM.,. ,;WF,:.: PW .,, Desi•n OK Maximum Bending Stress Ratio = 0.507: 1 Maximum Shear Stress Ratio = 0.247 : 1 Section used for this span 5.5x16.5 Section used for this span 5.5x16.5 ib: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 tr ii>iilF 5ireslig-04,n4d Cnnibfn tflis Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv PI/ +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 +1J+5+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 33125 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D L 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) g. (971)645-0901 ' ' dennis@vistastructural.com Printed 30 JAN 2015,4:07PM Q©C� Dee11'M ,-,':1.--,,,;;,.[A-,'„ if ,Nc.rsast sss u; 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 CEN Ci Cr Cm C t CL M lb Pb V fv Pv +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 +D+0.60W+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.204 0.099 1.60 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 3684.79 2.55 42.07 424.00 +0+0.70E+-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+0.750Lr+0.750L+0.450W+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.289 0.141 1.60 0.960 1.00 1.00 1.00 1.00 1.00 22.12 1,063.55 3684.79 3.60 59.58 424.00 +0+0.750L+0.750S+0.450W+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 0.331 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 40.60D+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 Overatl Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.7505+0.5250E41 1 0.5729 10.828 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 4.720 4.720 Overall MINimum 0.806 0.806 +D+H 2.906 2.906 +D+L+H 4.518 4.518 +D+Lr+H 2.906 2.906 +D+S+H 3.712 3.712 +0+0.750Lr+0.750L+1-1 4.115 4.115 +0+0.750L+0.7505+1-1 4.720 4.720 +D+0.60W+H 2.906 2.906 +D+0.70E+H 2.906 2.906 +D+0.750Lr+0.750L+0.450W+H 4.115 4.115 +D+0.750L+0.750S+0.450W+H 4.720 4.720 +D+0.750L+0.750S+0.5250E+H 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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D f 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 Praitad:20 JAN 2015,10:48PM a v a , e� + x s _ i < t_ F,„,,,,,,- 1(1ellnisSD�Gl7� 111 f a k �, f � Lic.#;KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:Header above garage door Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0.09)L(0.06)S(0.15) • i i i i i r:U,av�,,,,N,":::".-,;-„, =. ..- :'a 3 , ,° ;Y;.-„ ,:, '✓ .„,.•'. �.� ,zz ,-.:..,4 Sri.{�,''i', :-,%.,:m. ''' . 1111 A 6x12 • Span=16.50 ft d€dads ' 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 jDES GN_r f iAMARY ye,„„ ,,,,,: - : 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 . MiifnGmFil!TCesi&S ,1's4,. a°tr$ ;oriiri Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Pb V fv Fv +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+FI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.269 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+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.781 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.17 808.47 1035.00 1.76 41.82 207.00 +040.750L1+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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++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 0.806 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 V; 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) it 4 (971)645-0901 4A Bennis@vistastructural.com wj Y`-""^"°^'"'"'"� Printed:20 JAN 2015,10:48PM Wood Seam �UsersInennis1DOCUt -t r ,3111S0.ec6 ,,. . .:, ., ":4 ,, . .'h 4,.. ,iNERcALC:INC=1983-2014 auustai4.11.18 Ver'6.14.11;18. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LL{ 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 lb Pb V fv Fv +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +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+0.7505+0.5250E41 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 11+era11 Maximum';Deflectianst Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3722 8.310 0.0000 0.000 V.pill0 React16ns 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 +D41 0.743 0.743 +D+L+H 1.238 1238 +D+{r+H 0.743 0.743 +D+S+H 1.980 1.980 +D+0.750Lr+0.750L+H 1.114 1.114 +D+0.750L+0.750541 2.042 2.042 +D+0.60W+H 0.743 0.743 +D+0.70E+H 0.743 0.743 +D+0.750Lr+0.750L+0.450W+H 1.114 1.114 +D+0.750L+0.750S+0.450W+H 2.042 2.042 +D+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 . dennis@vistastructural.com w._.. Printed:20 JAN 2015,10:4EPM y ,,,'=~ x" , '4 r . 1 3F,,SErS'11 1n`i1QOt t1 3#Et RC14�'i� viii f' �,.,� ; ,z > 1,.`.N a 14, ag18�1 elIAt4 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:Beam through middle of crawl space Ureatirt#27E#VitariViiinV5A.ge,,AA' 776,11 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-roc 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 i 13(0.11 (0.44) + i • g,,.-...., ,r,,;.,.» .,s�.... r ,...r.,,.moi` .,m e:?" r�� -,. �� ,,.:: -��r. _. • 4Y8 A • • Span=6.50 ft • y n ` u �A V Service loads entered.Load Factors will be applied for calculation: ,..�PP7fedLcatls z��, �.�� . ti ,,,�...u,.. �- Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft DESIi SUtItflG4`RYy. .,1' 4�,. ., I Design 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 +O+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 l axtttwttrFgr & tre s grload„F ,britatt rt a`' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.216 0.107 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1053.00 0.29 17.28 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.972 0.480 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.90 1,136.81 1170.00 1.46 86.38 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 0.29 17.28 225.00 +D+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 1728 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.622 0.307 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1462.50 1.17 69.11 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.676 0.334 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1345.50 1.17 69.11 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 P. Beaverton,OR 97008 Project De re: Tuckunder Cottages(60 series) 3 (971)645-0901 dennis@vistastructural.com "' ,.._ Printed.20 JAN 2015,10 48P e C Ua nis1DOGUt -l\ENERCA 111`150>c6 Wood Beam • .cwt. r a�CALL.INC 1 2014-uld 6.14. 118 Vec6:J411.18 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 EN C i Cr Cm C t CL M it) Fb V Iv 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 +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=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++1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.750S+0.450W+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+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 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 .. a ,,izq,,_ 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 +D+L+H 1.788 ' 1.788 +D+Lr+li 0.358 0.358 +D+S+H 0.358 0.358 +0+0.750L1+0.750L+H 1.430 1.430 +D+0.750L+0.750S+H 1.430 1.430 +D+0.60W41 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+0.750S+0.5250E+H 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen LaneA :c,,,,,„,.j( 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 .edit t; $1 ,NigitAli8lifoter .: gig i �.'..6�` ,..,. t r7t,IV1E'y'1 1 e�6 i • �,„*c,. .z-.„x, ..tea;y._,?�,..�?':�. ;�� .. ..< �t,.a....... Vin. 5¢�•�, =a..,, .,. 1�� ,tk��, '.' ,.... tw Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60D:Header at front of master bedroom Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling W.0751140.05)S(0.125) • + ♦ + * • A22x8 A •• • • Span=6.50 ft Wjt L38d8 2 .-rtiMService loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft Desk n OK Maximum Bending Stress Ratio = 0.40a 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 •• • • :10*.lmtrm Force0S#nesses)= t .oid „ rZn lrtal t4r 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=6.50 ft 1 0.186 0.085 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 972.00 0.20 13.74 162.00 +D+L+fi 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.279 0.127 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.66 301.43 1080.00 0.33 22.90 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.134 0.061 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1350.00 0.20 13.74 225.00 +D+S+H 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 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.201 0.092 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.59 271.28 1350.00 0.30 20.61 225.00 +D+0.750L+0.750S+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 4,41 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4 (971)645-0901 ;g 1�` dennis@vistastructural.com Printed:20 JAN 2015,1048PM t eam File• CAUPserslPennistDOCUNE 1P1F3CA7111150 6 ., S <.. .. ..M , CALFJIG 5983-2014Bum&x41179ver$1811.18 '; 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 C d C FN C i Cr Cm C t CL M lb Fb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1728.00 0.55 37.79 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.288 0.131 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1728.00 0.55 37.79 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.063 0.029 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.24 108.51 1728.00 0.12 825 288.00 +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 j Overall Maximum Deflections . Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.7505+0.5250E+H 1 0.0547 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.146 0.146 +D+H 0.244 0.244 +D+L+H 0.406 0.406 +D+Lr+H 0.244 0.244 +D+S+H 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 +D+0.750L+0.750S+H 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+0.750Lr+0.750L+0.450W+H 0.366 0.366 +D+0.750L+0.750S+0.450W+H 0.670 0.670 +D+0.750L+0.750S+0.5250E+H 0.670 0.670 +0.60D+0.60W+0.60H 0.146 0.146 +0.60D+0.70E+0.60H 0.146 0.146 D Only 0.244 0.244 Lr Only L Only 0.163 0.163 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) '' (971)645-0901 Bennis@vistastructural.com Printed 20 JAN 2015,10:48PM `i � � ,.au. s'�"�. P "P,z-Q 0 c-€t 'wqa ' i �. 2 f�'s 1,2 z ' 'a�,"` d��-t Q A i1JO. 6 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 pp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of 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,mom&shear : No Dirl<'t s[:wins .. ,.H 7& !, R Width parallel to X-X Axis = 1.50 ft Z Length parallel to Z-Z Axis = 1.50 ft Footing Thidcnes = 10.0 in Pedestal dimensions... X X px:parallel to X-X Axis = inatirgr' pz:parallel to Z-Z Axis - in Height in A/ =' m Rebar Centerline to Edge of Concrete. 1.`; co at Bottom of footing = 3.0 in o n g:"0.ekg140.Ong .� . � t, 1'le n W Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis ;_ j;''1# . in l}rr; Number of Bars = 2.0 �r # I I x�agar 1� . Reinforcing Bar Sizt = # 4 k t�"t't1 i I.1 Bandwidth Distribution Check (ACI 15.4.4.2) g =1 :...� - 11 Direction Requiring Closer Separation n/a t1,,�1 ":it Nt Hi „ t1 ..„ tti Vii? _ .•r.= € #Bars required within zone n/a #Bars required on each side of zone n/a PPIhet Loads*B , , F: .., , D Lr L S W E H P:Column Load = 0.660 2.640 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lanelit 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 ,... I ,,, ... ._ .. C'>U�C nisuDocu -iENERCA 11tt5iecst :neraF©O I ! , ERGiCIN7683_20l4,tud:8.4:-mver_bull Lic.#: W-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7940 Soil Bearing 1.588 ksf 2.0 ksf +D+{-+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 1 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 Stidin Stabil All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 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+E+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.1155 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ,, (971)645-0901 " ' dennis@vistastructural.com ..a Prw4ed:20 JAN 2015,10:48PM GU e ;isA UW 0 3 J' , ' r £ s 5. t � � r v „..„.:$,„,.,.,,,„,„,,,,,i,....„,,,,,,,,,,,„,,,,,,,,,,,,„,..,,,,,,,,K,.- 1 Licensee#:KW-06010523 :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 Vista Structural Engineering,LLC Project Title: Plans 600,6,0 j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 141 (971)645-0901 All W* dennis@vistastructural.com ` mow^`"'. Printed:20 JAN 2015,10:48PM General Fawn Ftp C;w wei,� tDoculielENERcA=iti1 >Z6 a. .. v �- 7facarcas96zojau1;1a.1s;v0n11 $. ; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Foang Flexure '._ ... ; . . Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? in42 in"2 in"2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.505+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+1.60S+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+O.90H 0.07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0 07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK One Way Shear , 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+1.605+0.50W+1.60H 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 82.158 psi 0.008926 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.50S+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.205+E+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +0.90D+W+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK +0 90D+E+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 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+1.60S+1.60H 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+0.20S+E+1.60H 9.051 psi 164.317 psi 0.05509 OK +0.90D+W+0.90H 2.546 psi 164.317 psi 0.01549 OK +0.90D+E+0.90H 2.546 psi 164.317 psi 0.01549 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com .., - Printed:20 JAN 2015,10:48PM r '1,%;;$' Pr 3 s3 :g 1zte m§eaDinnlsi0xt*4 45Q a�t� i �. ..a�.,w., a. d, a @.t,.,j^t+#£'i 79$;;~`2D9�9f1 �1f a Lic.#:'KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore = for passive pressure 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 216.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing 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 = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK fb/FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,051.8 Allowable = 3,000 psf Moment....Actual ft-I= 2,396.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,554 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 0 psf Shear Actual psi= 14.0 Footing Shear @ Toe = 1.7 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 20.3 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 875.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 898.8 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 3,000.0 ....for 1.5:1 Stability = 65.9 lbs NG Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Ifj Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 N„ dermis@vistastructural.com Printed:20 JAN 2015,10.48PM Cantilevered Retalining Wali C.)F sempertn�slDOcuLE it IE'RCA ztlas0ec6 , ,,, . , ,, ,.,.. _ ,,., , trALC;INC 19632013$u 6•141118 V 1 11.18 ,• Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Footing Dimensions&Strengths Footing Design Results Toe Width = 0.58 ft Toe Heel Heel Width = 2.75 Factored Pressure = 3,554 0 psf Total Footing Width = 3.33 Mu':Upward = 554 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 48 1,901 ft-lb Key Width = 12.00 in Mu: Design = 506 1,901 ft-lb Key Depthepth = 0.00 in Actual 1-Way Shear = 1.69 20.28 psi Key Distancefrom Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #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@ 4.4.50 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 j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) i. (971)645-0901 den nis@vistastructural.com Printed:20 JAN 2015,10:48PM - __'v w 'S r -OAI s tt �`` i '`" � " SEtS FdIRtS G 1P'P ?.O Zti fir, d� ..... ..,.-,a„" .,E � f 4 f, Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Plan 60:6'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 2,589 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 4.75 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,754 psf OK fb/FB+fa/Fa = 0441 Soil Pressure @ Heel = 129 psf OK Total Force @ Section lbs= 835.8 Allowable = 2,000 psf Moment....Actual ft-1= 1,618.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,298 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 169 psf Shear Actual psi= 11.1 Footing Shear @ Toe = 10.5 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 10.5 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 659.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 650.0 lbs Concrete Data Pc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 4 7140 SW Queen Lane Beaverton,OR 97008 Engineer: DMH Project ID: 1150 f Project Descr. Tuckunder Cottages(60 series) 4 t- (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,1D 48PM Cant>lev- --taunt-ng Walb u ; --- .ti.. ` _ ', , RLc. 9 Bs.a� sVs44 Lic. #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.75 Factored Pressure = 2,298 169 psf Total Footing Width = 2.75 Mu':Upward = 1,020 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 141 514 ft-lb Mu: Design = 879 514 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 10.55 10.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S Fr Heel: Not req'd,Mu<S*Fr Key: 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 I 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 *resistance,butN�ncluded for soiltprdisplayed ssure calculation for overturning 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 „ . Pin'sct 20 JAN 2015,10.45PM Lw ig re44t,fr 34, , = c - i yi1i. i , C 11. �F«m„ p4�; Q'� v � v,aLte, �' , �-�_ a '�� „ *ip,, _ $ 1 I3iitdao . 4718 a`. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft 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 Of 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 elow Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Back of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 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-I= 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 = - 420.8 lbs Concrete Data Added Force Req'd = 0.0 lbs OK t c 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 g 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 1 (971)645-0901 � ss dennis@vistastructural.com Printed:20 JAN 2015,10 48P CaiatiliVered Retairiiii Wai rle C:lU�tslOen�nrsSD000 EN, CA h1)SOe . , � �. . .�. , s � �.,,,,,,„f,',,: ,� �: � -c;�roeX63-014, ds;14.1d18vecs.4a11.1c8e z. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,368 241 psf Total Footing Width = 2.00 Mu':Upward = 274 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Width = 12.00 in Mu: Design = 257 207 ft-lb Key Actual 1-Way Shear = 1.40 6.38 psi Key W Key DepthDt from Toe = 2.00 ft= 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 315.7 O.T.M. = 481.7 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 2.69 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane ProjectEngeescr.ineer D dcunder Cottages(60 series)MH Project ID: 1150 Beaverton,OR 97008 (971)645-0901 dennis@vistastructuratcom Printed:20 JAN 2015,10:48PM a ° e i$'t et!' 1 2 1160.e06 ,g tiiIl � P. Ilrt T1r ., �' 4 O.. ,� .., ..4 0,-fi43 16 a '4 i g 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 Lateral Load = 96.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Sliding = 0.88 UNSTABLE! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.14 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,256 psf OK fb/FB+fa/Fa = 0.275 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 451.8 Allowable = 3,000 psf Moment....Actual ft-l= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 411.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 420.8 lbs Concrete Data Pc Added Force Req'd = 50.0 lbs NG psi= 3,000.0 F ....for 1.5:1 Stability = 255.8 lbs NG y psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 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) (971)645-0901 ' Sr dennis@vistastructural.com Printed:20 JAN 2015,10 48P am_, q.T...,_ .. .I ;.•.o.,a.,_.' � ERP� , nsO,P 1 NE8ce-111150 sGatlexeredRe#airingWaf ' ��, _ NC �Nc02414BUidrl4.1!_7$1ert:1b1t$ yx;. 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 Width = 12.00 in Mu: Design = 326 207 ft-lb Key WiepthActual 1-Way Shear = 1.81 6.38 psi Key D Key Distanceepthfrom Toe = 2.00 ft= 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd f c = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 411.7 O.T.M. = 784.1 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 1.65 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. 41% Vista Structural Engineering,LLC Project Title: Plans 60A,B,D / 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Collages(60 series) Sir (971)645-0901 dennis@vistastructural.com its,..4 j Printed:20 JAN 2015,10:48PM • k 1 f y '' e �5e etln+s�t�OCi11VE 834F-fi'.CA- 6 &ani -V9re P *: i1 ;. a. .; Oe1tt1C 1 19 � ,� 1 L1c.1;1 KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:7 retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 Of Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.89 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,397 psf OK fb/FB+fa/Fa = 0.034 Soil Pressure @ Heel = 696 psf OK Total Force @ Section lbs= 99.8 Allowable = 3,000 psf Moment....Actual ft-1= 82.7 Soil Pressure Less Than Allowable ACI FactoredToe = 1,963 psf Moment Allowable ft-I= 2,465.0 ACI Factored @a Heel = 978 psf Shear Actual psi= 1.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 112.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 Concrete Data less 100%Friction Force = - 238.0 lbs Added Force R�'d = 0.0 lbs OK F psi= 3,000.0 Fy psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 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 Pdnld:20 JAN 2015,10:48PM ' � ;bite O1U�Cs�ertr�IS1�GUA�E^'11fNEi�CA 9#19�¢d .. Cantilevered,Retal!tupg Yvan . EN ntC 1NC 1983-2&14,Buaths.1a.li*s,Ves:4.1C1s. ' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,963 978 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 83 19 ft-lb Key Width = 12.00 in Key Depth = 0.00 in Actual 1-Way Shear = 0.00 1.42 psi KeyDistanceepthfrom Toe = 2.00 ft Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = 24.0 1.95 46.8 *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 112.2 O.T.M. = 131.1 Footing Weight = 150.0 0.67 100.0 Resisting/Overturning Ratio = 3.66 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 `Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 °3 dennis@vistastructural.com Printed 20 JAN 2015,10:48PM G.4ti tlilll l 'f �,f r 0 x �� a, -F4eO .`OOs 145,,'1 1,*: e �y ` ,4 .r s .,c m., . <r 1� .9 '," % „i £r CALK R 18$32U1 34r, X141 #i 8 Lic.#:KW-06910523 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 psffft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type 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 _ 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 = 5.70 OK Wall Material Above"Ht" = Concrete Sliding = 1.96 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.49 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,239 psf OK fb/FB+fa/Fa = 0.022 Soil Pressure @ Heel = 854 psf OK Total Force @ Section lbs= 75.8 Allowable = 2,000 psf Moment....Actual ft-I= 53.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,741 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 88.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK t c psi= 0,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 j 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)645-0901dennis@vistastructural.com Printed.20 JAN 2015,10:48PM cantilevered;ReEa>nin WIYa11 , c>u; we; cur, -1_ cn i11,109-ic6 aw,itc 1983-2014,e64.6.1 1t:ia,v ;1 11a6._f' 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 Width = 12.00 in Mu: Design = 54 19 ft-lb Key Actual 1-Way Shear = 0.00 1.42 psi Key Width Key Distanceepthfrom Toe = 2.00= 0.00 in Allow 1-Way Shear = 82.16 82.16 psi ft Toe Reinforcing = None Spec'd it = 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) i A: . (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM rt l c % ,r rr r aC V�Y W.T IPC3fkNER£ 5Q �-:. ,�,t��. �.,,.�xr c.. ;kms:,, ... ".,,.., .r �,�„��...,,.,w '.:�-- :ll: k,,.x€ o .« ,.. « «, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage +eReua.EI aar Tom; Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 4 Material Properties Analysis/Design 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 pcf Increases based on footing Depth.... (Uses entry for Tooting 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 limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearingadjusted for food weight and e th&width increass as specified bysuer. g PP ) 111 iijitgr]S$R@iFi1 �itt `i Distance Left of Column#1 = 1 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 9.50 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 14.0 ft Height = in Bottom Bars 3 4 0.60 0.0 inA2 Total Footing Length = 24.50 ft Top Bars 3 4 0.60 0.0 inA2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 Applied @ Left Column D Lr L S W E H Axial Load Downward = -3.704 k Moment(+CW) = k-ft Shear(+X) = 1.677 k Applied @ Right Column Axial Load Downward = 3.704 k Moment(+CW) = k-ft Shear(+X) = 1.677 k Overburden = 0.150 Vista Structural Engineering,LLC Project le: 7140 SW Queen Lane EngineerTit: DMHPlans 60A,B,D Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 11,4e,' (971)645-0901 Bennis@vistastructural.com r�. 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Lic.#:'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 22-way way Punching-Col#2 Punching Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure Left of Col#1-Top0.0 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 0.0 k-ft N/A PASS No Bending Flexure,,ex -Right of Col#2 Top 0.0 k-ft N/A PASS No Bending Flexure Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A Soil Bearing, Eccentricity Actual Soil Bearing Stress Actual 1 Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio overturning Stability Moments about Left Edge k,-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One Way Shear unching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ' (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10.48PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties 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 Min Allow%Temp Reinf(based on thick) 0.0018 43 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 Allowable Soil Bearing 3.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250.0 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 Soil/Concrete Friction 1.0 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) 1b14ns10tlS 4 17r Distance Left of Column#1 = 1.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 9.50 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 12.50 ft Height = in Bottom Bars 3 4 0.60 0.0 inA2" Total Footing Length = 23.0 ft Top Bars 3 4 0.60 0.0 in^2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 5 1.550 0.0 inA2 Footing Thickness = 15.0 in Top Bars 5.0 4 1.0 0.0 in"2 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 ,rApplled L9aW ENZIMMZ,r,... 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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 t Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1 J z., (971)645-0901 E 4dennis@vistastructural.com ,,, Printed:20 JAN 2015,10 48P Combllned Footling ENEFGA1. I s o�a4 e:6.1411,s (,.: KW-0601052'c' �.:..: ....... em .,..., ...., a__ ,;.f ....a Y„'"P Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage DESIGN SUMMARY ; Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS 99,999.0 Overturning 0.0 k-ft 0.0 k-ft 0.0 PASS 99,999.0 Sliding 0.0 k 0.0 k 0.0 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0 1-way Shear-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 1-way Shear-Col#2 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#2 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A Soil Bearing Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio -Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One WayShear7,' -:' „ Pinching 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) A z- (971)645-0901 Bennis@vistastructural.com Printed:20 JAN 2015,10:48PM "y/�. R' `Svv�n*W c - ' F `a - g _ _��i ..-r a ..`.., F j 6 0 N i3 F, 'lJ�.EC�' „_, -.,-., . , ....,. . ,,�,'� *�' , �,� #l��,v"?� :a ,,, a, =,_��'. _�...ui��'�ri9; i,��'i�4�,n�r�-^,,, .,. , ,� »+.Yy#'°tm$�I+tvR,1. F. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door 7 irSZINii Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead 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 N6n 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 Soda 9, .a ,am nrt.'< & .s x- R..s(Y e I Allowable Soil Bearing 1.50 ksf Sod Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250.0 pcf Increases based on footing Depth....Allowable Allowable pressure increase per foot ksf (Uses entry for'Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of SoiVConcrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dtn1et13iiiii $it8iliffi o `Titagn._ Distance Left of Column#1 = 18.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.0 ft Sq.Dim. = 6.0 6.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 0.50 ft Height = in Bottom Bars 5.0 4 1.0 0.0 inA2 Total Footing Length = 2250 ft 9 Top Bars 5.0 4 1.0 0.0 in^2 Bars Btwn Cols Footing Width = 2.170 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 13.0 in Top Bars 5.0 4 1.0 0.0 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 Appltec!Loads a,/ ' Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.90 0.450 1.125 6.862 k Moment(+CW) = k-ft Shear(+X) = 1.790 k Applied @ Right Column Axial Load Downward = -6.862 k Moment(+CW) = 0.40 0.20 0.50 k-ft Shear(+X) = 1.790 k Overburden = 0.150 m 18'-U' .. 4 4 LL-b Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane1: , Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) Sa j (971)645-0901 dennis@vistastructural.com Printed.tri JAN 2015,10:48PM fie H C'ltiserslt ntsilX)CUI -11ENERCA,1111 ec6 CoY,-- -,, � F00 111f- M x.,, ,. ,,. '4 .i frac/9832014 But&.14.1116 Ver6.141118„L Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door 'DESIGN SUMMARYDesign 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 Solf,Bearing, ..... . , 6 ¢FNM Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio F Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio Punching Shear ' 4ne1i11ay�hear '. = �� ..., ,; ;, � z Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com "' Printed 5 FEB 2015,10:43AM h : >& ,a vs t tF pipk'tt Stt Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch ss e....,,., ... a�.. M, _ L ...,.a..,,: Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties Analysis/Design Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf 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 FAM*.n ATL R Ia "�.-�a tri 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 pct Increases based on footing Depth....Allowable Allowable pressure increase per foot 0 ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below 0 ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width... Allowable pressure increaser 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.) ©fiiie]7'Sfit3j' ' $tn fpr iii M e l g °; Distance Left of Column#1 = 1.50 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.667 ft Sq.Dim. = 8.0 8.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 1.50 ft Height = 1.0 1.0 in Bottom Bars 2.0 4 0.40 0.2303 inA2 Total Footing Length = 7.667 ft Top Bars 2.0 4 0.40 0.0 in 2 Bars Btwn Cols Footing Width = 1.333 ft Bottom Bars 2.0 4 0.40 0.2303 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 in^2 Rebar Center to Concrete Edge @ Bottom= 3.0 in Top Bars 2.0 4 0.40 0.0 inA2 Applied , y ry V 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 of `y .:. . y� _I ..1q '¢ 4w ; IOD ,rWl Tom`yg2\�^�_,. 3.,..n� �. ......."'ysx" F �.,,.s, l'-6" 4'$1/16x, 1'-6" -- 7'-8-1/16" Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ' Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) K # (971)645-0901 v l dennis@vistastructural.com Printed:5 FEB 2075,10:43AM • • C+Ciitil' - -,.tleCl FGl© Ing ....'-ENEltCBiy INc:ise32it5.auiId:6151is j�,ra#i F Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch DDESIGNSUMMARY - Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.1048 Soil Bearing 0.2097 ksf 2.0 ksf +D+0.750L+0.750S+H PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 0.4224 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.05588 1-way Shear-Col#1 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.05588 1-way Shear-Col#2 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#1 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#2 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Left of Col#1-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.05511 Flexure-Between Cols-Top -0.3676 k-ft 6.670 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.01057 Flexure-Between Cols-Bottom 0.08956 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Right of Col#2-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H SotI�Beanng . ._-, 2:-,:-,',.-2-2:',,,,;,,,,,,-:_ Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0,069 +D+L+H 1.69 k 0.000 ft 0.17 ksf 0.17 ksf 2.00 ksf 0.083 +D+Lr41 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+11 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.750S+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.60W+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.70E+}1 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +0+0.750Lr+0.750L+0.450W+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0,079 +D+0.750L+0.750S+0.450W+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.750L+0.750S+0.5250E+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +0.60D+0.60W+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 +0.60D+0.70E+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 Overturning Stabil Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +0+11 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +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 +0+0.750Lr+0.750L+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +0+0.750L+0.750S+0.5250E41 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 000 0.00 999 000 0 00 ago 999.000 .Rnelilfay$hr�ar , -«� � � 'Punchtng Shear ' .ter.a 4,i,,u ,•..� �, . .Q�, , ,� . , .-!_ r,. .. , r7 ,. , ,,,,,�', 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 +1.200+1.60Lr+0.50W+1.60H 82.16 psi 1.32 psi 1.32 psi 164.32 psi 0.75 psi 0.75 psi +1.20D+0.50L+1.60S+1.60H 82.16 psi 4.59 psi 4.59 psi 164.32 psi 2.61 psi 2.61 psi +1.200+1.60S+0.50W+1.60H 82.16 psi 4.23 psi 4.23 psi 164.32 psi 2.40 psi 2.40 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr•. Tuckunder Cottages(60 series) . (971)645-0901 dennis@vistastructural.com P�tea:s rye xis,�e:aannt > 1 E r, .'a - ,r , ••_. cam' P . .. �1" s p,ttl tt 30 1t- „� 4,,-- l ..' ... e ' ,,_ ilax ..a 6 ti.sc 'a Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch 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 i0.90D+W+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56 psi 0.56 psi 40.90D+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> 10:06am A Forest Products Cumpar r 1 of 1 CS Beam 4.11.26.1 IanBeamEngine 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, U240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 11 0 0 11 0 0 7 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#(189p1f) 78#(49p1f) 2 863#(539plf) 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" U999+ 5.07' Odd Spans L Control: Max Int React. DOLS: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON ^l�pmductnamesaretmdemarksoftheiriespectiveo+mars KAMI L HENDERSON EWP MANAGER Copydght(c)2013 by Simeqon Strong-re company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualeied designer or desgn professional as required for approval.This design assumes product installation according to the manutaaurer s specifications. 503-858-9663 misGs Design Maps Detailed Report ASCE 7-10 Standard (45.42632°N, 122.85354°W) Site Class D-"Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 m 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: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS <- 0.25 S5 = 0.50 SS = 0.75 S5 = 1.00 Ss 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 0.956 g, Fa = 1.118 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period Sl <_ 0.10 S1 = 0.20 5, = 0.30 S1 = 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 Sl For Site Class= D and Si = 0.425 g, F. = 1.575 Equation (11.4-1): SMS = FaSs = 1.118 x 0.956 = 1.068 g Equation (11.4-2: Sm = F S1 = 1.575 x 0.425 = 0.669 g Section 11.4.4 — Design Spectral Accelem§on Parameters Equation (11.4-3): Sm = % Sm = % x 1.068 = 0.712 g Equation (11.4-4): Sm = % Sm, = % x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12®l T = 16 seconds Figure 11.4-£ Design Response Sp«tm TcT:S-x(04+OITIT) -0:712 ; T<T«T: _S fT :� \ \ { | k , 2� ( §365 1 P F( ) Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The ME% Response Spectrum is deterhW by multiplying the design response spectrum above by 1.5. w!7! -- . . \ | \ -- -�-- ��—---- § / ( | ii \ ) } 5 13 &/Ga ,3e ' Penut 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 F Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA>_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class= D and PGA= 0.421 g, FPw, = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[5] CRS = 0.895 From Figure 22-18[63 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 SOS < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g _< Sps < 0.50g C C D 0.50g 5 Sps D D D For Risk Category = I and So, = 0.712 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sol I or II III IV Sol < 0.067g A A A 0.067g <_ Sol < 0.1339 B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ Sol D D D For Risk Category = I and Sol = 0.446 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category E "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf Vista Structural Engineering,LLC Plan 60,Polygon Northwest 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 SEISMIC CALCULATIONS (PER ASCE7) #OF STORIES 2 - Ta 0.2 (=0.1 x#STORIES) Ss 0.956 S� 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 Fa ymgm..pnw,wilziammapg, SMS 1111M411111 (=FaS3) IE 1.0 (Importance Factor) 01 SMS � �.lL ..... (=F,,S1) R 6.5 (Response Modification Factor) SDS D1 (Seismic Design Class) SDS 1 44,,A8titigiat (=2/3XSMS) SD., It! „Falk (=2/3xSD1) Cs itrinti V irmidalii l lbs (=Ca X TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 1,5;psf 2ND FLOOR DEAD LOAD 10';psf FIRST FLOOR DEAD LOAD 10',psf AREA(ft2) WEIGHT(Ibs) HEIGHT(ft) Whk C„a FX(Ibs) 2ND FLOOR 1188 23760 F 18 5:.: 48'9586 = 7 ai3gj 3 1ST FLOOR 1188 1188 ' 10 . #.14 OWaiSt'1 °!t ... . k=1.0 TOTAL WEIGHT 3564) FX CSV iii-SC 4-to is JC 14/../D pa_g(S U•ta S: ..*.a '"' pi'r- 'i+it ..CPS r;-.) 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ENGR: D M H . . . . ... . .. i .g N p i I NI '1E R tr41:0:-1:p:"11- L. 5 - . . . . . .• . . • . , , 5. ! ; : : .• . . .. • I : • . • • , . g t i I • n,41 i Oft •i . .7>41 rr1-00-' bA A--Pftf-A.40k ;o ,SAC.4101 1,j4-64.--, Air , Pit ,. . ---i • ; , , • A f i I -1 -1 6 1M itr ;gat)6,1 •(194.414 1 ‘,b ir). , I ; ; i • I „ . : • . . , 1 . : • • . • !-- : , - • : : : . . • : . _.t : . . , • 1- . • . f • • . 1 I ' 3 : t : • • • • • :.... -4,; : r...1.............. .... .• i , i :.• 1 • i 3 :... ' 1 ; ! ; r - , r : ±2-:----2-. gt%- *-.1 r 1 1 i . 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I • ' I ' ' ! ! , ; , ! ! I • I I • . . • •T : :. 1 . , I • i I : • I. : • I i I : . ; • i : 1--••":" .$ ' ' i ••+....-1-----T- ! ' i. . • . . . _. '.....__• • ..! : : I •4- ' L. .i.___4___...„. _ • ; i I '. ? r . , - • .. . . . ! .. . • . -• : i . • . i : .• i . .• : ; i - • . . . . : . . . . . ; I • . . . . . . PROJ: • r . DATE: q V . . . . , PROD# .TRUCTURA n Eh1GR: DMH .. .�:. , I., L C ,:;.: . . ''-'. '". .. t `Hu i j< 2i 00 . t - -- firf � , bt ' �4; S.tt f. + .. _ P R ECS n . ( s- _ . Ca.0..Cu1 _ _ _ Q • i L e i I L I ' _ - ; ` �,a •• 5t tom"' .- i f i• . ..: li;"L t'0-1E4'. 7_040!titqi.). .,..., _.1 ; : • i s i . . F ii .. T .. ......_.J__._.___i.____.._ __ ____-__.. _. z • ' i i F rr � i i PROJ: . ;* I : . l'• • •t- • - t .1 . . . . ._ t DATE: : ',•,; : .... , .:1 t, _•.• . . ... - .1 • PROJ#: .... ..• ‘t., . :,:,_-. ..- : i .. ..._.. •. • 7 S TR U CT URAL --H , ENGR: DMH . 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PROJ: I DATE: I S A: PROJ#: 41 — STRUCTURAL ENGR: DMH \a, I f lit- 744--x 12_447- /1/4--t, k57-43..ig- -•. , Fo IgJA os I b-7.1.6.-rt /CI yi,(0 6 i 2-444\45:2* (3)" )-(pS NAILS' cS. .5!ivt9 5-0,-J 1.4 C4Pit-C 17-fri i<)3p og_ risr*:41-- > ciak,M1-1 (d/ -Cfcii) s f44.14.„.c. orpR.ci7ry > 2o NY-- Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Rear wall of bedrooms 2/3 7/18"Panel w/Edge Fastener Spacing as noted with 12"intermediate table 4.3.3.5(American Wood(.ounclt SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force .,.808# Seismic Wind %full-height sheathing h/3 h/2 2h/3 5h/6 h ._._._._,._.........._.._...._.T....,..0...._.........._........._.._ ..... Wind Force(1)or Seismic Force(2): �:1 Edge netting v Edge nailing v � 10% 1.00 0.89 0.53 0,43 0.36 ..._._____.0%._._..__.._.._.._...-.._........___.......0.7..._._._.___.__. ................4.._ 8....._ Maximum H/VJ Well Segment ratio: ,s 3.b::1 6 In. 240*Mt 6 In. 335#/ft _ 20% 1.00 0.7f 0.56 0.45 0.38 ..... 4 n #.................._....._..._...4 _._......._4908...._....._.._. ...0......._..__ ..._..049..._...._0 42..__. Maximum Allowable Shear per sheathed face: _.,1`1181#Ift 4 In. 350#/R 4 In. 490#/ft 30% 1.00 0.74 0.59 0.49 0.42 .....,_. ................._.4509....._................._...__3..._....__.... ./It _._....0.�.._.._._._...__.._............._........._....3._.......__..._._..._.._._........... Faces of wall with APA-Rated sheathing: i;: 3 In. 450#!R 3Inr 630#M�� 40% 1.00 0.77 0.63 0.53 0.45 __. 444444_4_4 ........_.._... _444__4._.....o.... . 4.44.4 2 in �$�85#/it 2 In. 820 N/ft �04e 1�0 0.4�0�---�--�-'�0.67 0.5'/��-�� 0.30 0.._........�...__._ 1_......_....08_.............._..58....... Verify: Sheathed both faces Sheathed both faces 80% 1.00 1.00 0.83 0,71 0.83 0.58 4444._._................_..........,......1..004._._..._.........__..0..8........................0.77444.. ..................63444» 1)Full-width segment without opening at each end of shear well? V 6 In. 480#M �..6 In. 670#!ft 70% 1.00 0.87 0.77 0.89 0.63 ._.._................._.............7 tf/ft .._..,,__.....8....... ."._.._.0..._.... ...".. ..............-...-..-_...3......._."O77....-"Tyr'2)TopH/W and bottomo oall segments within have uniform yam, Y? 4 Inc. 700 INR.._...._. 4 In, 960#/ft 80% 1.00 0.91 0.83 0.77- 11.71 4,444. 4744.-.................. ..._........__.___......._..0...."..,.._..,..,.._...............__._..........-_.......,.._...._... 3)Top of entire wall uniform elevations? Y _ 3 In. 7777_900#Ift 3 In. 1260#/fl90% 1.00 0.95 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear? Y ..........2 In. 1170#/fl............. 2 in. •'1640#/R 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet ,.Y.. Overall Wall Height 8 ft •*- --------•••draanwi.wxu.wanr••••• .x Maximum Opening Clear Height 3.75,ft I Overall Wall Width 22 ft H/W Ratio Wall Segment#1 Length 3 ft r' 267 OK Wall Segment#2 Length - 3 ft 2.67 0K . Wall Segment#3 Length 5.87 R ; 1 41 OK - ..wweenr .e ra ed-.' eaeaaarer... Wail Segment#4 Length .ft N/A OK ,y� Or Wall Segment#5 Length -ft N/A OK iii,-IFF Wag Segment#8 Length R N/A EL, '''''. 1181 0 Floor&Roof Dead Load: 45.#m Seelff Weightt Dead Loed: ,:`'f zflj#Ift OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V oCoLL, Anchor Botts/Nalls Required %hilt-height sheathing _ , - -\\" "t44/1' W. .... 53% Minimum sill plate thickness: 2 x opening ratio: 47% 1/2"dia.Anchor boll capacity: 1040# Co .i7 8 5/8"die.Anchor bolt capacity: 1488# /7\ I Ak q(Service level unit shear): 8t wft 16d common nail capacity: 226; „.,,, ,, q'(=q/Co) 87'#/5 Total no.of 1/2"die.Anchor bolts required f I rev Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required i 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: I. A0 Panel Edges: 8 00 1/2"dia.Anchor bolt spacing: 284 O C intermediate Framing Members 412-8DC 6/6"dia.Anchor bolt spacing: Epir,Ahn 004 t ur aexlnas"asawcael Wall Sheathing On: ANE:FA(QE,c, .. 16d common nail spacing: ,F....x21"O,C'..k, .� f! soprx rdac'a: 1# for Designs Governed by Seismic Gross uplift force at ends of perforated shear wall 692# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall 228,8,'. All Panel Edges: SEE,ABOVE;'D.C. Intermediate Framing Members ->12 Y''i00. -+. Hold-down required at ends on new foundation SimpsonHDU29DS25 W/SSTB24 Wall Sheathing On: ONE PAC - ; Hold-down required at ends on existing foundation 5//8�'-10gb threadet)rod embet ded 10 lecbes w/'Sitafabli HbU8-S0S2.g'�;_ Floor-lo-Floor strap required at ends: -Sxpp71on CSZ2„wi h 7 thph.egd,lengt „, _ _- `Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 3 ,...r..�r x, a RRa- 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wail: 2:' Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate I able 4.3.3.5(American Wood Council WPM) spacing(8d common or galvanized box nails) Co Lateral Force 2706,# Seismic Wed %full-height sheathing mm h/3 h/2 2h/3 5h/6 h .,._.,_..__.,,.069..._...... ..�....,,.53......._.. ,.._........0. ._..... Wind Force(1)or Seismic Force(2): '.1 i Edge nailing v Edge nailing v � 10% 1.00 O.B9 0.53 0.43 g 36 ..,_._........_._..._.07......_..._._....___. 38_.... Maximum /VV Wall Segment ratio: „,,:.,:::,:::44.;:, B In. 240#/fl 6 In. 335#/R 20% 1.00 0.71 0.56 0.45 0.38 ..... 4__............._.3.50.,...... ...., ,..,..._..__.i....._...___490__..._._...._... ...._..��.._._.��,_..,....10.__.....__.._....._._._.74..__,...,.._._..0.._9,_.,._........._...._.0....__ Maximum Allowable Shear per sheathed face: ,.;�1215'fNft 4 In. 350#/fl 4 in. 490#/ft 50% 1.00 0.74 0.59 0.49 0.42 .._.......,. ....._ ._.46......_.._.._............ 3 ......_._.6306..............._ ._..._.._.._.._. .._......_._....., _._..__.__........._.0._____.._._.._,....08.__.......__._3..._.....,.. _..._ Faces of wall with APA-Rated sheathing: :1 3 In. 450#/fl in. ..0#/ft 40% 1.00 0.77 0,83 0.53 0.45 ...........................2.1n..�.""3�85..�fl._..,............._. 2 In. 620#/Il 50%__...._..�.�1.00 0.80_.._,__.._. 0.83..........._0.57..._..._0.50 Verify: ......,..._._ 6.0.............__.,...... 10.,..,....__.........._.-._.8_,..._..._...,.,...,......._.7__...___.. .... 56..... Sheathed both feces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.56 1) .,,.,.,.,...,-..-7..__.......,...,..,..,.,10......_.._.....,._..,._.0._........_._,.,,.,„_..077.,..._...,.. ...,........ .... Full-width segment without opening at each end of shear wall? ,Y- 6 M. 480#/R 6 in. 670#/fl 70% 1;00 0.87 0,77 0.69 0.63 2)H/W Ratio of all segments within limitations? #/,..,,_._._.....,_._.....,_.4 in. _,.....____6._._.___.. ............._,.._BO%.,..,_._.....,. ,,,....077_....,_.._..71_..., g Y, .4 in 700#IR 4 980#/R BO% 1.00 0.91 0.83 0.77 0.71 ...... 900....................._...-_..._._3 n..._....__260_._ ...........,,........_...,..�_.._..__.T.,..1.._..,..,..,......,....,..,... 5..�,..,.....,.,,,.,._ 067..._.,_,._,.3__. 3)Top and bottom of entire wall have uniform elevations? Y; � 3 In. #/R 3 In. 1260#/fl 90% 1.00 0.95 0,91 0.87 g.83 4)Lateral force does not exceed maximum allowable shear'/ Y: 2 In. 1170 OM 2 In. 1840#/R 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height Is less than or equal to 20 feet V Overall Wall Height 8 ft CNCAxLLWill MOS--............._.................,_,.,........_._....__ „,„„,.",. Maximum Opening Clear Height .3.75.R Overall Wall Width 28 ft H/W Ratio N ... Wall Segment#1 Length ,,,,,,q,:19. 043 OK ° Wall Segment#2 Length 6.75 R 1,19 OK r 1 Wall Segment#3 Length It x N/A OK �� eaaNs*rrs.rtexq. Wall Segment#4 Length ,;rrr rMrANSttCef4.eI' °awwr Wall Segment#5 Length ft " r3/A OK Wall Segment#8 Length : ft „ N/A„.., OK t i E4 25.75 R I i Floor 8 Roof Dead Load: 30.#/R Self Weight Deed Load: j20 8/8 OK TO PROCEED WITH DESIGN " r. Nominal Shear Capacity: V C5EL, Anchor Bolts/Neils(ls Required%full-height sheathinx.s.g `92% Minimum sill plate thickness. 2 i(, , . opening ratio: ff,RM.47% 1/2"dia.Anchor bolt capacity: ,,,m;1040'0,',',2%:: C00 95 5/8"dia.Anchor bolt capacity: ; x,1466# q(Service level unit shear): ' "105'#/fl led common nail capacity: 228.# 1 ! „ Total no.of 1/2"die.Anchor bolls required: ,:,;0 For Desions Governed by Wind Total no.of 5/8"die.Anchor bolts required: 5a 2 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: { All Panel Edges: ', 6 D'C. i/2"dia.Anchor bolt spacing: ."72 O.0 4 a Intermediate Framing Members: "'12 G 0. 6/8"dia.Anchor bolt spacing: '72 c.0 unmraxwwuraaatN 114441,11GOMegW8 xxr Wall Sheathing On: ONE Ib'NEr,P,ACEIPB,MEI16d common nail spacing: §4,"O,C _ , FOAM PORCC For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall -885# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: *:- -640#'„ All Panel Edges: SEE ABOVE tl O Note:negative number signifies no hold-down required intermediate Framing Members 12 O C Hold-down required at ends on new foundation: •Simpson HDU2,-5DB2 5 w/SSTB24 f: Wag Sheathing On: ONE FACE, +. Hold-down required at ends on existing foundation.5/8-Inch threaded lad embedded 18IncIses+rISimpson HDU6.8052 8,1 Floor-to-Floor strap required at ends: SI0lpedh 0522WRht1-inch eod length_,;,�, 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wail: 1 .,, *px.,�. 8"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each and of wall: 11. 1 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 UounGl SUPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2706'.# Seismic Wind %full-helphl sheathing , h/3, h/2 2h/3 55/6 h ................. ..........,.........._._...,..._.._.._..._._0.53............_..........._............., Wind Force(1)or Seismic Force(2): ', 1-, Edge nailing v Edge nailing v 10% 1.00 0.89 0.53 0.43 0,36 Maximum H/W Wall Segment ratio: :;.7,..;•:i"•"5.5":1 6 In. 240#h1 8 In. 335#10 ,,,,,. 20% 1.00 0.71 mm„ 0.58 0.45._...,._000.38 ..--.......-05054 in..____.._....._W..____..... ..._.in ... Maximum Allowable Shear per sheathed face: °;*-7�118#/R 4 in. 350 Wilt- 4 In. 480 ern 30% 1.00 0.74 0.59 0.49 0.42 _._.._..._.._...... _..__.5..#/ft 5500___._.�....._._._..,_.�...... _.........._......_...._..-.._._.._.� .-.-..._......__.710005. ...8_._......._ 3......... Faces of wait with APA-Rated sheathing: - 1- 3 In. #!Ih TV 3 in, 630#m 40% 1.00 ,,,,,, ,0.77 ,,,,,.� ,„0;83 0.53 0.45 ...._._. ..._.In......_..........__.... 5055__.-5555_.. " ..._. ._.._.._. ..._.0._5.............0.5..._.._ 2 In. 585�/ft 2 In. 620#Jn-.__..... 56�%�� 1.011 O.IfO 0.87� 0.57 0.50 ._.__....__.__..0......................_..._...100._..._.......,.._0_. .. 0................_..0.._._._...........0.._6.._.. Verify: Sheathed both feces Sheathed both faces 60% 1;00 0.83 0.71 0.83 0.58 ......,...._.-...7._..._....--. ...-.._.....-..-.......O899..........0......,,, 1)H/W Ratiotsegment without opening at each end of shear wall? V Bin, 480#/ft 8 in. 670#/11 70% 1.00 *11.87 0,77 „O,B90,83 2)Top andb tt all segments within a elevations? ?,V 4 in 700#/N 4 in 980*ft 80% 1.00 0.91 0.83 0.77 D,71 ._..... ......._........"._._._................�''"................'i 5055557) _.... ..._.__..,.....-_.._.,...,.. .,..,..-..._._._....-........-......._.-....-................._ .__.. ....._......-......__........ 3)Top bottom of entire wall have uniform _::`.V' 3 In. 900#ill '000 3 fin.�7280*ft � 90% 1.00 0.95 0.91 0.87 0.83 5 In. 1840 _....._... __.^__._..._.............__..-...._._....._._._____...___..�_.............__._._...... 4)Lateral force does not exceed maximum allowable shear? ;,,;;"€Y,::. --�- � 2 In. 1170 ft./11 2 In. 1840#Itf 5500 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet ,'• V 1... ........_.• ........_.,......_.__._..._...._ow6aALLNKuwKnrw..............._....W._..........--.........,.,........._.,..._.�.._._...1. Overall Wail Height 6 ft Maximum Opening Clear Height . -:3.75'ft Overall Wall Wdth __.32.67'.ft H/W Ratio .-_.. Waf Segment#1 Length 2.c 6.5:ft1 23.. OK- Wall Segment#2 Length t-21 rt ,• ;Q38i't„ OK,,,„, Well Segment#3 Length .ftNtA OK sgrr:nrxepfyac'APOC,At -,ri---N110146,41a Wall Segment#4 Length ...,:iftN1A do" OIC G Wall Segment#5 Lengthft �1))/A OK Wall Segment#8 Length ft tiik,:mt .,.0)< ...._,..,5f.:Ha. .it. ...x." ,dmati A m xx i s,...» EL: `27.$$ft I Floor&Roof Deed Load: 30#/8 5e k Self Weight Dead Load: ?,120,ttm tl s\we 'ewr6o OK TO PROCEED WITH DESIGN i i. Nominal Shear Capacity: V vC0LLi Anchor Botts/Nails Required i. d '. %full-height sheathing 84%- Minimum sill plate thickness: 2 it t opening ratio: #7% 1/2"dia.Anchor bolt capacity: 1040# 1 Co &E1` 5/8"dia.Anchor bolt capacity: 1488#......'..':, • 7 ..... q(Service level unit shear): 981#ft 16d common nal capacity: ;2226# Total no.of 1/2"dia.Anchor bolts required: •Si 1. / :: i For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 2; t 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: / l All Panel Edges: 6 0.C, 1/1"dia.Anchor bolt spacing: } "' ""•�• } Intermediate Framing Members: "i 12 O.C. 6/5"dia.Anchor bolt spacing: 72 'O C, iuvurrrox+vroeaaow t."WI.0xmusaa4r»,f Wall Sheathing On: ONE FACE •s• 16d common nail spacing: , ="28"O.C. . r�4 rm.* iE For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: '; Segmental Shear Wall Job: Plan 60A,8,0 Client: Polygon Northwest Company Area of house: Line 3,Floor 2 p .FAr t.WtLl1i,w Lateral Force 1580# 11 Number of Panels In Shear Wall Line 1 sEISaPQwIND rORC - o- J f_� Wind Force(1)or Seismic Force(2): 1 1,� /�/ i/0/0Maximum HNV Pier rat o: 315:1 f0 / /// +Spa 0.733: HItEAMINR REQUIRED RY DEHKiN 01// i 1 / Overall Wall Height 9.5 ft ��/ � � Minimum Allowable Panel Width 2.7,14286 ':ft 0+, /0- Total Panel Width In Shear Wall Line 9.5 ft Oj Aspect Ratio OK? 'YES. 00 l Uniform Wall Self Weight ,142.5'#/ft 0/ , Panel Shear .:`'166.#/ft 01 S9` Plus shear from panel above •'':0'#/ft �� a? Total Panel Shear .,1866#/ft 0 Total Length of Shear Wall Line _....., 9.50 ft r. Required bottom plate size: 2x Bottom Plate'; FOLD-Down giauj'REQtaREQ BY DESIGN twAPPLICABLE) Required sheathing: •7/16-inch ARA-Rated*ed 6&12'': ".--.,. Panel 1 Wdth9.50 ft "" F. Panel 1 Roof&Floor Dead Load 0#/ft M, 15010)e_00 1 '337.ft-# Tension force: 1545'# v. . ._,. Add Tension force from panel directly above: '0# __--�-- r Total tension force: 1545# At ANCf4DRAti0 HQI.D-OOWN� REQUIRED HYDESIGN! Max 1/2"dia.Anchor Bolts Spacing Required(If at foundation): 75"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 107"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 48"OC Maximum tension force: 1545# Hold-down required at ends of segmental wall(new foundation): Simpson HDU2-SDS2,5 W/851624 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded"rod embedded:10 inches w/Simpson HMS-SDS25 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 tweet.mom. f Number of Panels in Shear Wall Line 1 9EtatAlC. so FURS_,.,-„,,,�+. ., . Wind Force(1)or Seismic Force(2): 1I ,� Maximum HAW Pler ratio: //f /,/ �//� ////JJ��fI/� Soa ttr� :1 6MHATNUVCi RHiIUMF.I�aY 9R816M �r .��'. ..,.._,...... Overall Well Height 9.5E ft 01477/ ",04 Minimum Allowable Panel Width :2.714286.ft Total Panel Width in Shear Wall Line 9,5 ft Aspect Ratio OK? YES Uniform Wall Self Weight e c1415:#/ft Panel Shear342#/ft Plus shear from panel above 0:#/ft ) Total Panel Shear 342;#/ft Total Length of Shear Wall Line • .9.50;ft Required bottom plate size: MaEfaEl.2x Bettgm plats; -. _..: NCt.C.COWN ORM REQUIRED Required sheathing: r„7/16-Inot,APPA-RatedWI8d©4?$.1`2 8'''Ce aN APPLICABLE) _M ^ Panel 1 Width 9.50 11 ` -----"'-'w-.4 Panel 1 Roof&Floor Dead Load E- 0 ft/ft M, 30865.5 ft-# 337:ft-# i Tension force: a 8214# .......:. ..»;:_ ,�.:::... ._-...� Add Tension force from panel directly above: 0# t Total tension force: 3214.# 4 h M MOAK MO lIQt.D.00Wt4.. ...._..... REQUIRED BY DESIGN Max 1/2”dia.Anchor Bolts Spacing Required(If at foundation): 36"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 spadng: 24"OC Maximum tension force: 3214# Hold-down required at ends of segmental wall(new foundation): ".. 81Mpeoti.HPU5-5D•S,25,V/ -,SS:824 ,,,.,;;.. . •:.:a Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded rodmb eedded=10 inchW/es SimpsonfiDU5SDS 5..< E. Floor-to-Floor strap required at ends of segmental wall(if applicable) •Simpson CMSTC16 with 20-In h'end length Force Transfer Method Job: Plan 60A,B,D 5 8 7 8 Client: Polygon Northwest Company .cf- + 1 Area of house: Line 5,2nd floor WINDISEISMIC FORCE Lateral Force 2724# Wind Force(1)or Seismic Force(2): 1 A O F Maximum H/W Pier ratio: 3,5y:1 Overall Wall Height 8 ft Overall Wall Width 16 ft Height 1-2 1ft 2 ----- Height 2-3 5'ft Height 3-4 2 ft Length 5-6 3 ft Length 6-7 10 ft FORCE Length 7-8 3 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 1362# STRA` OPENING OPENING O Shear at bottom of panel: 170#/ft WIDTHS OIC HEIGHTS OK ' / \ H/W RATIO,OF WALL PIERS OK B&G Horizontal: v= 454,0#/ft D&E Vertical: v= 454.0 ft/ft3 _a._ __ m_ Forces at points 2-6,2-7,3-6 and 3-7: 4540# i 1 1 � Forces zero out at points 2-5&2-8: vz•s m za= 1513.3#/ft vza a z e= 1513.3#/ft C E H A&C Horizontal: v= 1059.3#/ft t ! F&H Horizontal: v= 1059.3 4/ft I � Vertical Force @ Point 2-6: F= 605 4 4 Vertical Force @ Point 3-6: F= -1665.# 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 4540# I FORCE FORCE Strap required for horizontal force transfer: Simpson CMSTC16 : p End length required: 20 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-5DS2.5 w/SSTB24! , Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 innhes W/Simpson HOU5-SDS2 5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CSI8 with 11-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear 3 Segmental Shear Wall Job: Plan 80A,B,D Client: Polygon Northwest Company Area of house: Line A,Floor 1 Lateral Force 4312# I wnrt<wraar.ro Number of Panels in Sheer Wall Line 1 aaleMMnvlNo pbF't ,_--_, ..:, Wind Force(1)or Seismic Force(2): 1 le �Maximum H/W Pier ratio: x '3iS1 i�Soo ,0733 SWAHINGREQUIREOeYaEHOS eOverall Wall Height 6 ft //', '� /�Minimum Allowable Panel Width `2;571429 ft !/ /�Total Panel Width in Shear Wall Line 9'ft Aspect Ratio OK7 S'BS Uniform Wall Self Weight 135;#16 Panel Shear '479#/ft Plus shear from panel above 0.#/ft Total Panel Shear •:.'",h''',"1476'#111, Total Length of Shear Wall Line 6.00 ft Required bottom plate size: (2)2C* Ottoiiitti°; 94 f wi HOI.G400WH STRAP REQUIRED Required sheathing: 71�InrhAPA Rated vl d, 3 �2 STDES DESIGN APf'LIOABLat '^�" '_r Panel 1 Width 9,00 ft �;i, ��'"""�.,..,,,:� Panel 1 Roof&Floor Dead Load 245'#/ft f i- M, 76SSft-# Tension force: :' 348"1# .� _...::;:: ,,�........�.__...,,.._:,z.:. • is Add Tension force from panel directly above: 0# ; . Total tension force: 3461:# .. ' 1 . , ' ' . 4 ' '.. .. e . ANCHOR MO KILL-01(44 REQUtREoeYOEa'GN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 31"OC Max 5/8"dia.Anchor Bolts Spacing Required(If at foundation): 47"OC Max.16d nail spacing required at bottom plate: 2"OC Simpson A35 or LTP4 maximum spacing: 17"OC Maximum tension force: 4260# Hold-down required at ends of segmental wall(new foundation): Slmpsah:HDUrSDS2ab1/#46024 k „ , ,y.R ,:n- ' „ , :,? Hold-down required at ends of segmental wall(existing foundation): 7)6 Inch threaded roil embedded i5 inches w}, ittipsont Hd _SDS3 Floor-to-Floor strap required at ends of segmental wall(if applicable) % •Sitnpaoh GN15).016 wRh;2g 1r 8rld lengtri , Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 1 7116"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 4312.# Seismic Wind %fult•height sheathing h/3 h/2 2h/3 5h/6 h WindForce(1)or Seismic Force 2: 1I .._..........._.., ....,._.._...,,.......6.._._._......,...,.._...._.5.,_.. _,... O Edge nailing v Edge nailing v 10% 1.00 0.89 0.53 0.43 0 36 ............... ..,....._.,_,.,.,....__.__..._,_....._._t....,,..._,.,.0.45...,_....... 8-.. Maximum HNV Wall Segment ratio: 3,3;:1 6 In. 240#nt 6 In 335#/ft 20% '�� 1.00 0.71 0.58 0.45 0.38 1,111--"-..,, _"-"'_.._.__......_._..__.,,....... ......,.._._..,._ ....._.............._._............. .._._.__....�.,_... ._..._._...�__........0.5.._... ._...__.._...... Maximum Allowable Shear per sheathed face: 1215,-6411 4 In. 350 wrt 4 in. 490#/ft 30% 1.00 0.74 0.59 0.49 0.42 Faces of wall with APA-Rated sheathing: 1: ___.. ___...._.._._..._..........-_.. _........._..�.__.._.....__.._.__.__ .__...............____...._.___......._..._. ._,..,_ ._.._..._�._,...,_,_..,..___...�_._.... 0 „ 3„in.,,,M�_450#JR „,m 31._m,,, ,830M#IR - 40% 1.00 ,,,,,0.77 0.83 0.53 0.4b ...�..,.... ......................1111... ,........,..,,_...,...M ....,,,.._.._..-..,.._,,._,,... ..._..0..,7,....,,_..0.5.,...... 2 In. 585#IR 2 in. Firm 50%"�-�'1.00 0.80 0.87 0157 0.5o ...,,_. ._,..9......,,__....._.........1.0...._....,...._......._..-__3..._._...._._.-_....._...,....._,.0...._._..,...__.__...... Verify: Sheathed both faces Sheathed both faces 80% 1.00 0.83 0.71 0.63 0.58 1) ,_...�.�....._..._._.,..__........1 0....._..,_...__........0........._.........__.---.._._........_._.6..,....__.__,....__.. Full-width segment without opening at each end of shear wall? Y; 6 in, 480#/R 8 In. 870#/R 70% 1.00 0.87 0.77 0.89 0.63 ..................._.... ...,........_._...,.,., ..,...........,....,_.._�..,,,........._._ ......,..,_...,.._........._..,_......,....,_,_._...,........,......_,,,........-_,..m...........,.9..,..,..,..,.......,....,.... 2)H/W Ratio of all segments within limitations? Y.' 4 in. 700#/R _4 In. .,_. ,980#/R 80% 1.00 0,91 0.83 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? Y.. 10.0.0.._..._..,.,..__....__...._,___ .........._..................._..._..._._....._._,._.._......_._.... 09.,..........___97.,_.-m__._.,.... „� 3 in. 900#/ft 3 in 1260#/R 90% 1.00 11.95 0.91 0.87 • 0.63 .....__.._-...70 ,.,. .,.....,_.1111. .._,.............__. ..._.._. ....._..._..._.._1..__....,_,....... ...........1110...-...___.._....._..._.... 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#/ft 2 in. 1640#/R 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet 'w r. Y '..........°.•.:s'. Overall Wall Height 9 ft . -----_.w..-00.0.1.„._ .._,.._.,....�,...,..,avanNU.WALLwtbTN ,,._,._.....,.. ..............„.:.,..,.....„_..,._ Maximum Opening Clear Height 4 ft Overall Wall Wldih 30.5 ft H/W Ratio ' -_ _ _ _ __. ,-•._m_ _ ,• •• _., Wall Segment#1Length 16.5.2R 0:55 OK I Wall Segment#22 Length 11.25 ft 0.8D �OK Wail Segment#3 Length R NiA UK ' saraa>:nr s s sra Wall Segment#4 Length R .N/A OK ( '�{e=New.rcNaNa1 �r Wall Segment#5 Length R N/A OK • Wall Segment#6 Length ft ..,._. .,. .,...', OK ,.-.� _ 1 ••,..-- Wm-.-.- ................a� E4 2746.R � Floor&Roof Dead Load: 135#1R Self Weight Dead Load:: aro 135E#/R1 lir OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V vC5ELi gpchor Bolfs/Nalls Required %full-height sheathing 91% Minimum sill plate thickness: %' 2to �S opening ratio: 44% 1/2"dia.Anchor bolt capacity: 4646 9 . ' C. 0 93: 5/8"dia.Anchor bolt capacity: 4466 5 1 q(Service level unit shear): 153:#/11 16d common nail capacity: 226„41 y 1 q'('q/Cs) <'.164#/1t . j Total no.of 1/2"dia.Anchor boss required. I 5l ( § For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required. " -3; 1 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: '-"-"" 1 At Panel Edges: i,6z O C 112"dia,Anchor bolt spacing: a 72 D 0 4m"m"y intermediate Framing Members: ,• 12'. 0 C 518"dia.Anchor bolt spacing: ' 72 t 0. 1 apuF4/VasMac$EpN ueur..r.+rovumessfol Wail Sheathing On: ONE FACE 16d common nail spacing: ^17 AO,C. % FONC1. made fi For Designs Governed by Seismic Gross uplift force at ends o1 perforated shear wall 137211;; 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall Kx 1993 tt t At Panel Edges: SEE ABOVE'."O C Note:negative number signifies no hold-down required Intermediate Framing Members: "i•` t2;O C Hold-down required at ends on new foundation: Simpson HDIJ2-SDS2 SwISSTB24 Wall Sheathing On: ONE,rACE . •,,,„, Hold-down required at ends on existing foundation 5/e ltich threaded rorl embedded 101ndh#e#4 Simpio J-tDUU5+51552 5 Floor-to-Floor strap required at ends: Simpson 0522 with 7 loch endlength a'x"° a 'Note:For walls sheathed on both faces with edge nail spacing leas than Number of 2x4'6 required at each end of wall i `�"`<'"` `""`°' ' 6"OC,edge framing members shall be 30 or(2)2x nominal Number of 2x6's required at each end of wall: 1' Perforated Shear Wall Job: Plan 60(A,B,C) Client: Polygon Northwest Company Area of house: Line 2,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or 7alvanlzed box nails) Co Lateral Force 2040:# Seismic Wind %hp-height sheathing_ h/3 Mh/2"- T 2l/3 T,5h/6 h„ Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v 10% 1.00 0.89 0.53 0.43 0.36 Maximum H/W Wall Segment ratio: ., 3.5:1 <...,, __ 6 in. 240#/ft 6 In. 335#/ft 20% 1.00 0.71 0,58 0.45 0.38 Maximum Allowable Shear per sheathed face: 1218#/ft 4 in. 350#/ft 4 in. 490#/ft 30% 1.00 0.74 _ 0.59 0.49 0.42 Faces of wall with APA-Rated sheathing: 1 3 In 450##ft 3 In. 830#/ft 40% 1.00 i4Y 0.77 063 S53 0A5 ............._....-...2 In....................585...8./.................................... _.....__......._....._82.._.._.......-..._.... .._..._._....,..5%__....__...,..__..._00... .._...._._08....__..._.._..._...._6....._._....057.....,..�0...0._.... --- 2 In. 585#/ft 21n. 820 f#fl 50% 1.00 0.80 0.87 0.57 0.50 Verity: Sheathed both faces Sheathed both faces 80% 1.00 0.83 0.71 0.63 0.56 1)Full-width segment without opening at each end of shear wall? ,,,,D.Y': 6in. 480 Mt6 in. 670 ff./ft 1.00 0.87 0.77 0.69 0.63 2)11/W Ratio of all segments within limitations? :Y' 4 in. 700#/ft 4 In 980 IS/ft 80% 1.00 0.91 0.83 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? , V:: ....._.3 in 900#/ft 3 in. 1280 in 90% 1.00 0.95 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear? ;;?. Y( 2 In. 1170#/ft 2 In. 1640#/fl 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height Is less than or equal to 20 feet ,i V , Overall Wag Height .1. .,,,,,,,:,9,ft «,..p.� ..-.-,-Qvesw,4 wxLwem$ ... .._.. .».....,„„".,,..�r Maximum Opening Clear Height :17613: 6+. Overall Well Wldih 22:5ftHNV Ratio "e •-•-•. Wall Segment#1 Length 3 ft s 9 b0 Olt ' isp Wall Segment#2 Length ,9 ft g 1110 01< t Wall Segment#3 Length - .-8 N/A; OK I .:eor�er+rt utosaywrseO i �1 Wall Segment#4 Length !ft N/A OK 1 a t Wall Segment#5 Length ft N/A OK • 1 . , " r - Wall Segment#6 Length It fN/A `K .„ .. as . N .. „ Floor&Roof Dead Load: 120:#/ft Self Weight Dead Load: '12f#M 1 \j/ OK TO PROCEED WITH DESIGN11 Nominalfu-hSheer Capacity: V v56% Anchor Bolts/Nails Reaulrer( %full-height sheathing 5 6 Minimum sill plate thickness: `2 x 1 Ak':.-:: opening ratio: 87%:I 1/2"dia.Anchor bolt capacity: 1040 N I C, ;11!FI.E-iiiiii 5/8"Ma.Anchor bolt capacity: 1488# ; q(Service level unit shear): 170;#/ft 16d common nail capacity: :•--,;":-•:•;;,:4, ,..11t.,, ,,,,.,,,....,6 ' q'('q/Co) 264)##5 Total no,of 1/2"dia.Anchor boas required: ,.'2. for Design Governed by Wind Total no.of 5/8"dia.Anchor bolts required. 2j I AKI 7/18"APA-Rated Sheathing with Bd common or galvanized box nails al: At Panel Edges: = 8 O.0 . 1/2"dia.Anchor bolt spacing: 72 p.0 4--- Intermediate Framing Members p 1240 5/8"dia.Anchor bolt spacing: 72"0.O uPLIMOMPRESSION ',MCCNE Wall Sheathing On: OFACE r", ,o. 16d common nail spacing: 9P3.11,-0 G m,,,,,, acs. for Designs Governed by Seismic Gross uplift force at ends of perforated shear wall ,'2284 101., 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at Net uplift force at ends of perforated shear wet: o1,'•,!'11;,•111,1,36,4,1•:';' AN Panel Edges: SEE ABOVE L" ,,C Intermediate Framing Members 12_""b Hold-down required at ends on new foundation: Simpson HDU2 SDS2 5 w/SSTB24 Wall Sheathing On: ONE FACE . Hold-down required at ends on existing foundation 5/8-inch threaded too embedded 1nc hes WI Simpson HDUS.$DS'2 6 Simp Floor-to-Floor strap required at ends: son CS18 Wth`11 Inch cad1"0Oi, , _„ ,...«r ,.., *Note:For walla sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: "•3. 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 2' Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 1771 I PMOL WW1 ft,se Number of Panels in Shear Wall Line 1 aatsAecwgtOrp t— —'� Wind Force(1)or Seismic Force(2): 1 leor r,�r 1 Maximum H/W Pier ratio: ,3,5.:1 '�� ,J/ i Sos .9.733: s1iaAR1NM0 RHQURRaETSYDfia16N %'// J J./�'//tilOverall Wall Height :9 ft /// �/// ///�- MlNmum Allowable Panel Width ,2.57A4�9ft � ��. �+'Totem Panel Wab in Shear Well Line 29',ft j/,/ l��//i I. Aspect Ratio OK? Y..., ! ' Uniform Wall Self Weight r 1&5.#/ft f . Panel Shear i=11,5k#/ft Plus shear from panel above •Nit F Total Panel Shear ....353#/ft Total Length of Shear Wall Line "9.00 ft Required bottom plate size: `,`,(2).2x Bottom Plate' HQ1.ROOWN STRAP RHQUtRH0 III BYDEIRDN RP APPLICABLE) Required sheathing: .,',.!7454.19WAl'A-Bated w/8d 4 8,12' Panel 1 Width 9.00'ft • "^•...,,, Panel 1 Roof&Floor Dead Load 0#/ft ' I i M, 15100':ft-# M, 2719{ft4 Tension force: '1378:;# ...,..,..w:__.. _..,._..-..-.......�.:::.�.. . ............_ Add Tension force from panel directly above: 1545'# Total tension force: '2921;# , . .. ANCHO RAND HQLD.DOWNi REQUIRED BY DESIGN s I Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 63"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 91"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 41"OC Maximum tension force: 2921# Hold-down required at ends of segmental wall(new foundation): Simpson HDU2-SDS2,5 w/SSTB24 _ Hold-down required at ends of segmental wall(existing foundation): 5/6-inch rod embedded 10Inches w!511mpson HDU5-SDS2.5 Floor-to-Floor strap required at ends of segmental wall(if applicable] Simpson CMSTO16 h1th 20-(1ich;end length Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 Lateral Force 2926 if 'f wMeec win t f Number of Panels In Shear Wall Line 1 SEtattIGYANo FORGE-----•— ,p • Wnd Force(1)or Seismic Force(2): 1 ,,,f ' 'r / i>! Maximum HIW Pier redo: 3,5':1 /� r//////////iv/�4��iSos O 733 sNEATNaiO Rfr4UutEp aY Q•(i616N /� 'J/ • i ''Overall Wall Height 911 4,0 ♦///(e 0 Minimum Allowable Panel Width 2 5714zgift r/ i,' Total Panel Wdth In Shear Well Line 9 5'.ft Y� r Aspect Ratio OK? Sts Jj � Uniform Well Self Weight 1351#/R ��JJJ///��''' � Panel Shear 306#/ft IjI Plus shear from panel above ; ,"' #M �f%l, Total Panel Shear 850,Pt tt�f Oj Total Length of Shear Wall Line ! 9 00!ft 'a Required bottom plate size (2)71Bo[tarn•+T*I 1101.0 DO N STRAP REQUIRED . whatnot(IF APPLICABLE) �' Required sheathing: �,.�17/�&inc1t�:4�A;'f4ated.�v�3d[�j,£��'17�� Panel 1 Wdth .:',9.00 ft Panel 1 Roof&Floor Dead Load -'0'.#/ft M, '24948 ft-# .. .... . M, 2719ft-# ...... Tension force: ;2470;# 1 __FT--.1 ii Add Tension force from panel directly above: 3214# Total tension force: 5884.# k ANGHOR ANO HOLD-0OVrft 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 18d nails"OC Simpson A35 or LTP4 maximum spacing: 25"OC Maximum tension force: 5684# ,', Hold-down required at ends of segmental wall(new foundation): ,S(f/tpadn'HD 18-SDS$.vv/SS1 28'ai d 4k 9hd')/hst8 Hold-down required at ends of segmental wall(existing foundation) Consult.SimpsdnMMan)ta1,, r.,, v : Floor-to-Floor strap required at ends of segmental wall(If applicable) ,um.,,,,,,,,,, I Sl/iIpso/CMST14ivltI3Q-1 if/Id ler12t0, �s _, ,,, Force Transfer Method Job: Plan 60A,B,D 6 0 7 8 Client: Polygon Northwest Company k 1 Area of house: Line 5,1st floor WIND/SEISMIC FORCE Lateral Force 5307# Wind Force(1)or Seismic Force(2): 1 A 0 F Maximum H/W Pier ratio: 3.5 :1 Overall Wall Height 9 ft I Overall Wall Width 16 ft Height 1-2 2 ft - Height 2-3 5 ft Height 3-4 2 ft Length 5-6 3 ft Length 6-7 10 ft FORCE Length 7-8 3 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 2985# STRAP B G 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: ' 2487.7#/ft V2-7102-8' 2487,7#/ft C 6 H A&C Horizontal: v= ' 1603.2#/ft F&H Horizontal: v= 1603.2#/ft Vertical Force @ Point 2-6: F= 1714# 4 Vertical Force @ Point 3-6: F= -2709 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 7463# FORCE FORCE Strap required for horizontal force transfer: Simpson CMST12 End length required: 39 inches Sufficient Panel Length for required end length/ YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/:SSTB24 1. , , Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpsoh HDU5.SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CMSTCI6 With 20-Inch end length ;" Number of 16d nails required @ 16"o.c.at bottom plate for shear 6 Segmental Shear Wall Job: Plan 60A,B,0 Client: Polygon Northwest Company Area of house: Line A&B,Floor BSMT Lateral Force 1771.# I ' '^Nat.VROtt&v T Number of Panels in Shear Wall Line 1 SElBMIOWINQ-.,•,« ,m Wind Force(1)or Seismic Force(2): 1 1t�/,�✓ ///,,�/�•�{ f/ f/ter/,p• +, Maximum H/W Pier ratio: 3 5�I jt/ r;// + i i'/' ij os ..0,F.1:.]:-•,_,:..,,,:,;;:8aan+ava MOORED ar DEMON i{� +/////,/�+ +/////�//�///+" Overall Wall Height 8 2�26$114.TlPanel WidthIhWllLine 0t.�if� Aspect Ratio OK? YeS ,/'I�/"" i Uniform Wall Self Weight �2f1#M Panel Shear 84#/ft '.00l Plus shear from panel above 7"� + Total Panel Shear .84#/ft /ftt Total Length of Shear Wall Line 21.00 ft Required bottom plate size: „2x 9otttlm P)lte HOti.0.WWN STRAP RBQWRHD Required sheathing: BYDEE3GNDFAP . E) ll � rI16-Inoh�4F?�ifaEedwJBd{t8 8,i� "' ggg Panel 1 Width 9,00'ft Panel 1 Roof&Floor Dead Load 330#/ft M, B68'ft-# e M, : SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. StrOrtg"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) (in) Anchor Bolts (lbs) (lbs) • SSW24x10 Steel s 24 117.25 i 3.5 • N/A 2_1" 100 15808 lb Actual Shear& Drift Distribution: Actual Allowable Actual/ I Actual Drift Model i Shear Shear Allow Drift Limit I (lbs) (lbs) Shear I (in) (in) SSW24x10 j 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 et) 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: WORM SUMW281,64a1 pee Ow ectreelegt ttt. Sea taleieme pne. SSWHSR ,r mbee reg*ed "'ma . steer 4°0- rr—I- ssvota—, ,r S towing ZswnsaSWAS . , 3 ,J Stew re. fwhen metered 1 1 SA X # < a`C1ttArtt. � ¢ i i ,w # i moi 9i 4 W Mit? Curb or Stemwall Section View Footing Plan Section at Stemwall SSWAB and SSWHSR Extension Application Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model W de S i Anchor Bolt Strength Model W de S Anchor Bolt Strength 1 SSW24x10 1 27 9 1 18.25 I SSWAB1 i Standard I 1 SSW24x10 24 8 I 18.25 SSWAB1 Standard r 1 ttt ( 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. stsong„'i. www.strongtie.com 09 STEEL STRONG-WALL®SHEAR ANCHORAGE Foundation shear reinforcement t to resist shear forces from Stra l-WalF panels located at the edge of concrete it shown in Ore table below, The S91112 and SSWt5 used in wind appecatiOns do not require shear rehrlarteme4omen the panel design shear tone is tees than the anchorage allowable street bad shown in the table below. UMW- _ mai f6i4maah 1Aiaknmp 91501tMerafiesSi*LoafYr . !now kpok SMu . =CeoWSUmwaf sen r Car6lSeemwag , s ;hks) Reinforcement IMilt 3"' RelefasemaM "Width 1 rMlNmomCerb75bmwstl 1 CMiniumt� _ • _ . therat3ae: ._.Cnckeo thapadme. I traded_.. SSYel2— 9 —(----R7,3 Tie 6 Nonerusukrd 1— — I 1370 I 000 , fee5 1 ties { 551655. 12 (1)03Tie 6 None required i — l 1765 1 1260 1 2015 1 1440 SSW; 14 (1}r3Hairpin fir (1)#311a'apin 1 6 551621 15 (1)8388808 8'... .. ti1#3Kik* 3 S HtirpinrelelwcenentaufiksesEna>innKtl , ge - { �taarab7eShear toad dlheSteel SU011343 5'panel 1 LSSWZ4— 17 (2j 03 Wairph4S_— at (2i#3 Nairpita I 6 -------._.__-- J 1.,sheer anchorage darrons me=to Act 310-05 and aesnme minimum fs.:2560;si orm:rete. 2.snow eeddorcemem is not reordeee Mr peels MOM!on a wood Moe,inenor Monahan anintatimo 3: Seismic O rateger3 C�f Oet 7l and g dpi rings in SCC 5 mar sue warn enc'wrole a a4606005, nens. v.isw'o near oantoreenent dnetgns corrode to A51316415 Section 0.3.34. 4.ting rzktdes Satz rk Pa*Category 4 and 5. 5.Where td51 a nr eern cerb?shalaatl wtdtn Is 6'what stondardolrenote SSWAe is reed. 5.-Use(1)#3tit for SSW12 and 551615 when the Sled Sirong-Wel"panel desifishear lose exceeds the 0100001 anchorage tamable Shear lend.. 7.Tee 503101ered design professional mal sway akereee shear entnarage. ti.,e _�............._........,.._to Min. ._.......,........._y.,} -.e.,.,_,._,,..,..._......._.m»..._.Lr.......---__-'__.,.....�....,y f s ra ,:.✓� j 1 i t .tea t $SWAB #3 Hatpin rich IA end 145014 doing 051655 13 50 rlett he and scone grade 40 mbar t055erae plurnetem.Oneelap grade a0 oaring concrete (Me,1 ovules wan 5,55 Spaeag. mum(Meo.,t placenrent Hairpin Shear Reinforcement Tie Shear Reinforcement SSWAS 03 Hairpin(03 he Sirniter);. .,.^.See table for required quantity. S W CtR 1 '°_�>:__ r--1 W Sp�9 4. , .14*. atw -. ENINESEMENE a Hairpin installation (Garage curbstrewrn,atter reefing types similar) • Page 3 of 3 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project1D: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2015,11:59AM £�s �f .vs / a � � 5 m; Cr�t�2A��CnIE . ��s-. � .. "mss . xr S 3 6, rs� 1ti41 t��„_.. �.:. �.�.��, ��, o�.�-t"ra a, �..... ZINC., � a,�., , Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) 1,1014W707.3, ,,JirkiMIZIOPIONVAI 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 • (oossot> o z20 t A • • 4x8 4x8 Span=1.Oft Span=8.Oft1'" `N Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.040 ksf, Tributary Width=5.50 f1 Design OK; Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.314 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 834.32 psi N:Actual = 56.60 psi FB:Allowable = 994.50 psi Fv:Allowable = 180.00 psi Load Combination +D+L+F► Load Combination +D+L+H Location of maximum on span = 4.067ft Location of maximum on span = 1.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 867>=360 Max Upward Transient Deflection -0.042 in Ratio= 564>=360 Max Downward Total Deflection 0.138 in Ratio= 693>=240. Max Upward Total Deflection -0.053 in Ratio= 450>=240. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 +0+1+1-I 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 +0+5.41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 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 2519,11:59AM t $©Oe ,, g .. , .M #YI_ :.. . .: . . r,ia,ENERcALG INC":1 2006 8u d6.16415,Ver6.16-4.15 ;, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Fb V tv Pv Length=8.0 ft 2 0.146 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1143.68 0.19 11.32 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.035 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+0.7501_+0.750S4l 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 4528 207.00 Length z 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+0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 159120 0.19 11.32 288.00 +D-0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 159120 0.77 45.28 288.00 +D+0.750Lr+0.750L-0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 4528 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.750S-0.450W4l 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 +D+0.750L+0.7505-0.5250E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.60W+0.601-1 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 Overa1 d aki um Deflections w.. Load Combination Span Max.'"Deli Location in Span Load Combination Max."+"Deft Location in Span 1 0.0000 0.000 +D+1+H -0.0531 0.000 +D+L+H 2 0.1384 4.022 0.0000 0.000 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-FH 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 ,;? .- y Lic.#:KW-06010523 Vi Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18X10'deck) 1 F7@ y3 '% Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+H 1.392 1.083 +D+Lr+H 0.278 0.217 +D+S+H 0.278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +D+0.60W+H 0.278 0217 +D+0.70E+H 0.278 0217 +D+0.750Lr+0.750L+0.450W+H 1.114 0.866 +0+0.750L+0.7505+0.450W+H 1.114 0.866 +13+0.750L+0.750S+0.5250E41 1.114 0.866 +0.60D+0.60W+0.60H 0.167 0.130 +0.60D+0.70E+0.60H 0.167 0.130 D Only 0278 0217 if 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 Printd:10 MAY 2016,2:27PM W,, $�at11 fie D:1us010ennx1tlQW,NERCA 11tt50ea6 ,e n.�.. - ._... EN CALGiNC:1 2016,$' ,164.15 +e-6.164is:.= Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS CODE . Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.01 L(0.04) (0.01 L(0.04)0 i i i i i li i i • i * x ►t s x • 2-2x8 2-2x8 • Span=9.0 ft Span=1.O ft Applied Loads • ', _, Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 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 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 +Q+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. ------ -- - --- Maxamum Fore &Strtesse_s four LoadCambi>nations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Fb V fv Fv +D+El 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.207 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 950.13 0.14 9.62 162.00 Length=1.0 ft 2 0.002 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.01 228 950.13 0.00 9.62 162.00 +D+L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 2.16 985.00 1055.70 0.70 48.11 180.00 Length=1.0 ft 2 0.011 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 0.03 11.41 1055.70 0.02 48.11 180.00 +D+Lr+11 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 2016,227PM „ t ,q #te. V l i C„te i ,w, • i - k A C �pO„ 4,,t-Por,-F-1,4 ',vw z CA F 4 e1641 .3$,. Lic #•:KW-06010523 . Licensee.Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Fb V fv Fv Length=9.0 ft 1 0.149 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1319.63 0.14 9.62 225.00 Length=1.0 ft 2 0.002 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1319.63 0.00 9.62 225.00 +D+S41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1214.06 0.14 9.62 207.00 Length=1.0 ft 2 0.002 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1214.06 0.00 9.62 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.597 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1319.63 0.56 38.49 225.00 Length=1.0 ft 2 0.007 0.171 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1319.63 0.02 38.49 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.649 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1214.06 0.56 38.49 207.00 Length=1.0 ft 2 0.008 0.186 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1214.06 0.02 38.49 207.00 +D+0.60W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.60W41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 228 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 4D-0.70E41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.750Lr+0.750L40.450W41 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0+0.750Lr+0.750L-0.450W4 4 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+0.7505+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.7505-0.450W4l 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 40+0.750L+0.750S+0.5250E41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-0.5250E41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0.60D40.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.600-0.60W+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 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 026 118.20 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 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 i 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 2116,227PM fie CfiJse�sUhnaislt)RIENERCA 1111 ec6 . ... .,.. tI�2CALC,1NC19832D18 Mite lb41 Ver618.4.95 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS ertical Reactions: Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.622 0.778 Overall MINimum 0.075 0.093 +D+H 0.124 0.156 +D+L+H 0.622 0.778 +D+Lr+H 0.124 0.156 +D+S+H 0.124 0.156 +D+0.750Lr+0.750L+H 0.498 0.622 +D+0.750L+0.750S+H 0.498 0.622 +D+0.60W+H 0.124 0.156 +D+0.70E+H 0.124 0.156 +D+0.750Lr+0.750L+0.450W+H 0.498 0.622 +D+0.750L+0.750S+0.450W+H 0.498 0.622 +D+0.750L+0.750S+0.5250E+H 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 � ..rWI'rgPl' ,SM",q 0 1 V t a'�'�4t791111 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS SKifiliatiOMW L„ .r«wzwvw A z. „j a ..,... . Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-roc 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-roc 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 i D(0.0154 L(0.06) ! -"' aid 'Nita € g »., - "� _ .ate r ,i,M >„nix,- y. r x a 7 • 2-2x6 Span=11.670 ft 1 Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 fl I ktiO tfAIWA.,, mfz a Desi•n OK Maximum Bending Stress Ratio = 0.885 1 Maximum Shear Stress Ratio = 0.205: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 tb:Actual 1,012.98psi fv:Actual = 36.88 psi FB:Allowable = 1,143.68psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L-41 Location of maximum on span = 5.835ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection - Max Downward Transient Deflection 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 4.1:11): :071q0APIPPIPAAJPAgg Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci C r C m C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.197 0.046 0.90 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1029.31 0.08 7.38 162.00 +D+L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.886 0.205 1.00 1.300 1.00 1.15 0.85 1.00 1.00 1.28 1,012.98 1143.68 0.41 36.88 180.00 +D+Lr+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.142 0.033 1.25 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1429.59 0.08 7.38 225.00 +D+S+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.154 0.036 1.15 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1315.23 0.08 7.38 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.567 0.131 1.25 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1429.59 0.32 29.50 225.00 +D+0.750L+0.750S41 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 e w00 Bealtl ... -`tNERCA1.0 INC.1 - tee 818 v s s411s Lic.#:KW-06010523 Licensee:,Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Pb V tv Pv +D+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 026 202.60 1829.88 0.08 7.38 288.00 +0-0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +0+0.70E41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.70E+1 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750Lr+0.750L-0.450W41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 40+0.750L+0.750S+0.450W41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S-0.450W41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0+0.750L+0.7505+0.5250E41 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-0.5250E41 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 Ov&YaIINMaximum Deflections : , Load Combination Span Max. -"Deft 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 +D41 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 +0+0.750Lr+0.750L41 0.350 0.350 +1J+0.750L+0.750S44 0.350 0.350 +0+0.60W+H 0.088 0.088 +D+0.70E+H 0.088 0.088 +13+0.750Lr+0.750L+0.450W41 0.350 0.350 +0+0.750L+0.750S+0.450W41 0.350 0.350 +0+0.750L+0.750S+0.5250E+H 0.350 0.350 +0.600+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 I: , ,., tom,: ROOF ISL ODL Ir... *REA ,M,. 0I DECK ILL I f-0:7 »: .z .., IDL 1;;Sli-,OM 101AREA Effective Seismic Wei ht,W Ws9, is i fr,✓ S, S, Fa 115 F 589 SMS .1;.073 SMI VA053. DESIGN SPECTRAL RESPONSE "ns r . £ SD l w, 7. <_:.... -, .tis... Importance Factor,IE 1.0 Response Modification Factor,R 6.5 Seismic Design Class: Period,T.(seconds) C, Weight,W(lbs) h,(ft) WXh„k C FX(lbs) 0.7E(lbs) Roof 0 0i;,!„ t t t o Deck - ' 4Vti. V011.. tp' .. 9 k=1.0 Total 198 . PROJ: DATE: i ..'.......".;!!,0011/). SIZ./704 t k7 I S T A DMH SOO E NSE I N E EC • 404 / •. - ---- --- ---- ` ,_ ~ ' ----_ • i • 1 • ...-----1_ . � ��\ �� 7 • • •---�- ---�- -- -' --------'--'- i -�� • • ` - '�-- ` - ' •'- - -r �--� - -- -�-�--l--�----' !--�� ' ' - --[--. -- �--'-- ' | ' | ' f' // ' � - - i�-: 1T !- - `� ___ PL15-32 2-3-15 Roseburg J2 MAIN 10:06am 9 I='arc l Pmdtacls C 3xnpatty 1 of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 /yn 11 0 0 , 11 0 0 / 22 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# -- 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Ali product names are trademarks of their respec ive owne s KAM I L H EN DERSON EWP MANAGER St1'011�Tle Copyright(C)2013 by Simpson Strong-Te 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