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ms-vaa\--i- oa-1-4 ws.q (As� RECEIVED JUN 222017 CITY OF TIGARD Ca Icu lation Packet BUILDING DIVISION River Terrace - Tuckunder Plan 60 Tigard, Oregon March 6, 2017 Client : Polygon Northwest Company k PROpF /41: OREGON ‘4"* GON V1* 1/4 M33/6/2017 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 7140 SW Queen Lane Beaverton, OR 97008 (971) 645-0901 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D (4144,4ktr=")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 2015,10:46PM liv. a Iso, ,rfAe m*-" ps}9:9 tom: . e 450#6p . .� "'�F ,y � �;�,`,���„' x 1 „``,•"a��r'�„ R � ER 'C�sSR1?I,t�1 t 18...- "I$"#'l1$_. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 v: .„.,,,,,.„r ,0 Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 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(0.405)L(0.27)S(0.675) + + + + + r .!',,I,,..;:.:.=!7:;:::::.'"'" r S ,.° ra 4 • • 2-2x10 A • Span=S.0 ft j .. r Ued 70iiij ? $1 s ,017157.?111 -�}� M � "; Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 fl F at ES!GN UMMARY t 3 ._.. Desi•n OK Maximum Bending Stress Ratio = 0.857: 1 Maximum Shear Stress Ratio = 0.504 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 976.26 psi fv:Actual = 104.37 psi FB:Allowable = 1,138.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.030 in Ratio= 1989 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.050 in Ratio= 1205 Max Upward Total Deflection 0.000 in Ratio= 0<240 ti,z SMI.:41",1,j, ..4415#r #Pl'LoadAdr tbtrsat prfS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CI_ M it Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.398 0.234 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 891.00 0.70 37.95 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.598 0.351 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.11 591.67 990.00 1.17 63.25 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.287 0.169 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1237.50 0.70 37.95 225.00 +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 +13+0.750Lr+0.750L+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 0.430 0.253 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.90 532.51 1237.50 1.05 56.93 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.857 0.504 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.48 976.26 1138.50 1.93 104.37 207.00 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM W ,s .g � gy . .3. ,.., 848400 e D1)3*ODPROsIIOCUME71P A.1115.°4.6, -.0 � 1. m , v',' . 8NE400:,iNC1983-2614Siifltt6.14,11$Ve 6.1411113 Lic.# eOli :KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M lb Fb V fv Fv iD+0.60W4l 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.224 0.132 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1584.00 0.70 37.95 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.224 0.132 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1584.00 0.70 37.95 288.00 +D+0.750Lr40.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.336 0.198 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.90 532.51 1584.00 1.05 56.93 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.616 0.362 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.48 976.26 1584.00 1.93 104.37 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.616 0.362 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.48 97626 1584.00 1.93 104.37 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.134 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 213.00 1584.00 0.42 22.77 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.134 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 213.00 1584.00 0.42 22.77 288.00 Overall Maximum Deflections, a$ ,....., ,_., 0. i. Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+11 1 0.0498 2.518 0.0000 0.000 Vertical Reactions ,1,.•':: : :•.:,'„,,,',4„, 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 +041 1.013 1.013 +D+L+H 1.688 1.688 +D+Lr+H 1.013 1.013 +D+S+H 2.700 2.700 +D+0.750Lr+0.750L+H 1.519 1.519 +D+0.750L+0.750S+H 2.784 2.784 +D+0.60W+11 1.013 1.013 +D+0.70E+H 1.013 1.013 +D+0.750Lr+0.750L+0.450W+H 1.519 1.519 +0+0.750L+0.750S+0.450W41 2.784 2.784 +D+0.750L+0.750S+0.5250E+11 2.784 2.784 +0.60D+0.60W+0.60H 0.608 0.608 +0.60D+0.70E+0.60H 0.608 0.608 D Only 1.013 1.013 Lr Only L Only 0.675 0.675 S Only 1.688 1.688 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 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 '$ ,' 3 g w 4 x z z,� r Fk J 3 1MP:RW�C i kt't60.e" VTIMY 47,.. .. 'A , s a rl,f a ..r.l lio, 47a �'u. . u _ 'fi 4ti to fi 14113. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:header at front of master bath Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrII 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0,405)L(0.27)S(0.675) i i $ i i • • • • • 2-2x6 i i • Span=3.0 ft ••. 'A lli ! dS " „ .-xi ,;,61C,'R Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 fl 3ttidN tildiARY Desi•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 , i° a4 s l f oro,,,&Stresses for4ad.C , ,4. o pts 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=3.0 ft 1 0.343 0.239 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1053.00 0.43 38.70 162.00 +D+1_+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.515 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 0247 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 +D+S4j 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 10320 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 +D+0.750L+0.750S++1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.739 0.514 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1345.50 1.17 106.42 207.00 Vista (971)Structural645-0901 Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 I,writ e,10,:iiiiii S Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ;,...„ dennis@vistastructural.com ""�`:"""' Printed:20 JAN 2015,10:46PM VqodB• a .Fie isers n OOCLjt�-1lEHERCA 1111Sr0 ee6 eatn . ._ ,_ ,k,. i... t : ...��;`,..� ,-.x, , , . , ....,.;B+1ERCALC,x,1963-2014$uildS 1411118 VeS 1411118,°.... Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:header at front of master bath Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M 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 0.193 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1872.00 0.43 38.70 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.193 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1872.00 0.43 38.70 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.290 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 542.23 1872.00 0.64 58.05 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.531 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1872.00 1.17 106.42 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.531 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1872.00 1.17 106.42 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.116 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 216.89 1872.00 0.26 23.22 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.116 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 216.89 1872.00 0.26 23.22 288.00 'i,4*I-Maximum Deflectivne v' Fw Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.750S+0.5250E41 1 0.0307 1.511 0.0000 0.000 Vertical Reactiotns 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 +0+0.750Lr+0.750L+1-1 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 +0+0.750Lr+0.750L+0.450W41 0.911 0.911 +0+0.750L+0.750S+0.450W41 1.671 1.671 +D+0.750L+0.750S+0.5250E+H 1.671 1.671 +0.60D+0.60W+0.60H 0.365 0.365 +0.60D+0.70E+0.60H 0.365 0.365 D Only 0.608 0.608 Lr Only L Only 0.405 0.405 S Only 1.013 1.013 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( . 7140 SW Queen Lane Engineer: DMH Project ID: 1150 '' :Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ' (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10.45PM �6i m'y, r �.. 2a .v.^i a,. 3'*`a i / " t.� ' T i ;vors1i I :ippel`lwmpa R s SOW.5 x.":: OI�J1I1 °rr 5 §" � �w .,,gym,-.-,,, Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Widthin Allow Stress Modification Factors Wood Species DouglasFir-Larch 4.50 � g Exact Depth 5.50 in Cf or Cv for Bending 0.0 Wood Grade No.2 " Cf or Cv for Compression 0.0 Fb-Tension 900.0 psi Fv 180.0 psi Area 24.75062.391 inA2 P Ix in"4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi y 41.766 in"4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes:rwr,g15 orrtvj 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 4k 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 Fil4iiit4ii*4 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 s altlt#1ijAWRO r i! oitl)<f1 ,1 ..... .Ku�. ..`�'� a Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 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 illW dennis@vistastructural.com ` »=w''`" y; ';',9-0.0t1',-•;;* �yv Printed:20 JAN 2015,1D:46PM '� �)� .. .v x, ,„ i .,,,,,„,,t , ,m 3 �' Y P i 4 °X . t1 W #6^ f E a9: Ba. 4*,-' gl a ,M�.*t.Ero,..,-,, r., Al o-.__:,..,, HV'-.'�d. �.,UtiCia4�., ,,. # ...� R.A ' Lic.#;14:.-i;;;;;;;- ;-:''''''''''''''''''''"'"'----''''''. KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house SketChelt< ,. ,.. Y Mac Loads 1 — � r ao c m -- 2 3-2x6 o.Rar , 4.50 in Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 'c Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 j 7140 SW Queen Lane dennis@vistastructural.com Printed:20 JAN 2015,10:46PM � ` y i kllfsesmi s111=4,4„,,,W.NERA1t1c> � ," � ' � ; �� 111 Lic„� .# KW« 0� 0523 �., ;�; f, . � < z (94 s , _ . 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 ASCE7-1 0 Fb-Compr 1850 psi Ebend-roc 1800 ksi Fc-Pill 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.08) + + + 1)(1.01)L(0.1)6(1.69) + D(0.405)L(0.27)5(0.675) + i i i ..�.s,....Y s...a...:...T ...zw. 4 ee.roes k�-4,.� .�srs,.,...Y�i ..a.tt F�"�5a..v. • 3.5z9 A • Span=6.50 ft , • A#,plies l_ afis _ 4 , I , o 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=1.690k@4.750f1 EtftitSlGr11`:tliil1VMARY ; ,�,y 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 tb: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+1-1 Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.653ft Location of maximum on span = 5.765 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.092 in Ratio= 852 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.159 in Ratio= 489 Max Upward Total Deflection 0.000 in Ratio= 0<240 =1taXit1UVIAtC•G x. 75L.4414 F 11130 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 +1)+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 7820 238.50 +04.+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.529 0.467 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.00 1,269.20 2400.00 2.60 123.83 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.268 0.236 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3000.00 1.64 78.20 331.25 +1J+S4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.714 0.633 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.76 1,970.31 2760.00 4.05 192.79 304.75 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) % J..) (971)645-0901 dennis@vistastructural.com Printed:20 JAN2015,1046P WOQt P-' e, i.-1,,,:,, t Fti CatiserstDennisiDOp -'t)ENERCA 111150=6 '. , � ' ._ _ er ` w ERCALC INC J9832014 "6.1411* Ver 'l411184 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 Cd C FN Ci Cr Cm C t CL M ib F'b 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 +0+0.750L+0.750S+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.735 0.651 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 2760.00 4.17 198.37 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.209 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3840.00 1.64 78.20 424.00 +D+0.70E+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.528 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 Overall7YlaxlmumDeflections Load Combination Span Max "-"Deft Location in Span Load Combination Max."+^Defl Location in Span +0+0.750L+0.7505+0.5250E+H 1 0.1593 3.321 0.0000 0.000 Vertical Reactions, g , :. 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+FI 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 +0+0.60W41 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+0.7505+0.450W41 4.366 4.225 +D+0.750L+0.7505+0.5250E+H 4.366 4.225 +0.60D+0.60W+0.60H 1.052 1.021 +0.60D+0.70E+0.60H 1.052 1.021 D Only 1.753 1.701 Lr Only L Only 0.994 0.958 S Only 2.490 2.407 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 44. (971)645-0901 dennis@vistastructural.com _.. _ Printed 20 JAN 2015,10:45PM ;A� c motif f l0r � e �� 6 .f` ° hers OiiElt :W 1 ` , xl]/Qui it>a �% �,s:_ �' .,,,,:i ., n i' .'.�.`. .,.,-_ ., M11 + 1A,AE, 1 -. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:headers at side windows at back of bonus room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling y 0(1.01)L(0.68)S(1.69)y y 1 1 ♦• • D(1 6) ♦ • • • • • • • • 2-2x8 • • Span=3.50 ft• . Prj;:iiii,WrifiT,CrEZUZ, - ,f gni 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) ..,.,. FI KT al,y,. ...x Design OK . �S#,.._St}�Y►Mi4RY x Maximum Bending Stress Ratio = 0.765 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 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 tb Fb V fv Fv +041 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+L4I 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 +1D+Lr41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.277 0.249 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1350.00 0.81 56.10 225.00 +0+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.743 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 j Beaverton,OR 97008Project Descr. Tuckunder Cottages(60 series) * (971)645-0901 , _,,_,„, dennis@vistastructural.com VII OFtt"' ,W Printed:20 JAN 2015,1046P Dr 8 nt, Fe C:users{Denfli j3OCUft -'SENERCA 11sa ec6 Lic.#:KW-06010523 ,,. •��.. . €Liccen Licensee Vista Struc ural Engineering,1LLC Description: 60A:headers at side windows at back of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r C m C t C L M fb Fb V fv Fv Length=3.50 ft 1 0.766 0.694 1.15 1200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1242.00 2.08 143.66 207.00 +0+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 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+0.7501r+0.7501+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.312 0.282 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.18 539.84 1728.00 1.18 81.22 288.00 +0+0.7501+0.7505+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.7501+0.750S+0.5250E4 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 1200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1728.00 2.08 143.66 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.130 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.130 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 )veiali MaxainumiDeflectians ! Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0238 1.584 0.0000 0.000 K ,i -.React10113 :, 4Support 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+1r+H 0.861 0.429 +D+S+H 2.069 0.911 +0+0.750Lr+0.750L+H 1.226 0.574 +0+0.7501+0.750S41 2.131 0.936 +D+0.60W+H 0.861 0.429 +D+0.70E+11 0.861 0.429 +D+0.75011+0.750L+0.450W+H 1.226 0.574 +D+0.7501+0.750S+0.450W+H 2.131 0.936 +D+0.750L+0.750S+0.5250E+H 2.131 0.936 +0.60D+0.60W+0.60H 0.517 0.257 +0.60D+0.70E+0.60H 0.517 0.257 D Only 0.861 0.429 Lr Only L Only 0.486 0.194 S Only 1.207 0.483 W Only E Only H Only t 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 2015,10:45PM 4gar �r., .,,''.. d'-€' - fir?"` - tti� �ttitVtt E,R- t1� wit- L1c.#:KW-06010523 Licensee:4.9001A. ista Structural Engineering,LLC Description: 60A:beam at right side of kitchen VOOPIWRTOrgeitia 1417;t3=4 ,1,'lit 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(0.1651 L(0.44) t i• D(0.08) * • A A 2.2.6 • • • • Span=3.50 ft W0441 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) lktIGIt I1. MMAR'' ,.,� Design OK ii MaximmuBending Stress Ratio = 0.71s 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 +0+L-FH 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 ittaim ®:t ..itai14430KOW6,01Wrig 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 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Protect De Tuckunder Cottages(60 series) 44 (971)645-0901 4' dennis@vistastructural.com Printed:20 JAN 2015,1046P WC/Ji!{ $It' ri1 1 c:w s �oOCUlE-z CA- 11 6 �r. ,,> . ,, , ... . '- <i F 1ERCALL, 1983'2014,1 46.14`11.18'Yeri61411.18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of kitchen Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M ib Pb V fv Fv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.7505+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 1300 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,PA aximum<Tfeflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+{+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.261 0.261 +D+H 0.435 0.435 +D+L+H 1.205 1205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750541 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 U/ j 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Desc: Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM Aiiiiiy s,3 ti P t I ^4 L ` SSr3IDCnfl6lg0�EKRGA '11 = P d 1 t i`',r�,,'» , g"i jaMM ,y✓ : ' ,r,>. -,,,;;;A----,;-,:--at" .,,E ou' 14161441:004.‘ "i Lic.#:KW-06010523 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-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.165)t.(0.44) 0(0..08) i i V * $ .. 2_2x6 A Span=3.50 ft Plitr l_Wads n% z P y ; 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) 4701GN-5"IIY Y ab4' I :68 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 or et&, tress' r*(iiii rf Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V iv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0287 0.182 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1053.00 0.32 29.46 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.715 0.453 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.05 836.67 1170.00 0.90 81.57 180.00 +D+1141 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +0+5+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista(971)Structural645-0901 Engineering,LLC Project Title: Plans 60A,B,D f r 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ��t. dennis@vistastructural.com '°"•a::"""'"-""` Printed:20 JAN 2015,10:46PM m,, ,„a Bam' C:Use nn D t,-1 » CA 141sn�1e . . �l �ENERGAG INC X9321!; 63 Vie r4 1 8 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC LC 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 FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0+0.750L+0.750S+0.5250E+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 `OyerallµMaximuin flellechons. Load Combination Span Max. -"Deft Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.261 0.261 +D+H 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +0+0.70E41 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 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008, j Project Descr. Tuckunder Cottages(60 series) 41 (971)645-0901 dennis@vistastructural.com 20 JAN 2015,10:45PM V. �€t 'f '--,s,,--,,,,,x4.. o,34 :PV rslf er i .9 a 1 1 1 } rax w. R. • ----.- , . 4rio t:N ,_01-6,,,N4-%:,v,4E r 'a y�� dilon u 7"tW Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening *t:-WE.7:~ate; ,,§;. ` nsn Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.165)L(0.44) 0 ) +$ • • AA Span=3.506 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) .ii;bard:ktiailigirOggia' VTAZZAK:5441 Desi.nOK Maximum Bending Stress Ratio = 0.715: 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195 Max Upward Total Deflection 0.000 in Ratio= 0<240 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb 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 +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 +13+5+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 0.225 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+0.750L44 1.300 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) �' ',out- (971)645-0901 s ' Bennis@vistastructural.com " „ ,,...,mFooted:20 JAN 2015,10:46PM C lUserslDennisiDOCUNI-11ENERCA 111150 ec6 ;1 V0013°Beam : -,- 963.2014,Ruk 6.1991!$v 6;1411 78 tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb 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 +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 0.161 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+0.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.5250E+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 18128 1872.00 0.19 17.67 288.00 Overall MaxiimumDeflections ,,i;" ,, Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions L F' s ': Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.261 0.261 +D41 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr+H 0.435 0.435 +D+5+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 0261 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 1 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) re (971)645-0901 d,' dennis@vistastructural.com .,....:., Prhted:3 FEB 2015.10:55AM ;r VAS ° A,S:&�'�^�,`RT�� IF 4� " ei slt3oloop(pymf,1 A 151* �. .r4'�� . a, , ., �' m,,...- t,„ r'„c�M, I 3a zr ^', `� yP �g .�td�, .. l; ., .. Ca"' 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-x( 1,600.0 ksi Fc-PrII 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i i Dto.11110.44) * * $ $ �$0.06) * i • A 4X10 • Span=6.50 ft 11P.4f, 4-#2111 a r, y Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0->>6.50 ft, Tributary Width=11.011 tt;X15t1ti4RY VW r 'Atit,,,, '''A Vreggilail Desi•n OK Maximum Bending Stress Ratio = 0.809 1 Maximum Shear Stress Ratio = 0.439 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 869.78 psi fv:Actual = 79.05 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.741 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio= 1620 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.075 in Ratio= 1041 Max Upward Total Deflection 0.000 in Ratio= 0<240 Ht 'itf ,t)taiT S $ $ai 1. F„en £2 n ,<... w.n Load Combination Max Stress Ratios s Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M lb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.320 0.175 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 972.00 0.61 28.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.805 0.439 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.62 869.78 1080.00 1.71 79.05 180.00 +04r+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.230 0.126 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1350.00 0.61 28.27 225.00 +D+S41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.250 0.137 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1242.00 0.61 28.27 207.00 +0+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.541 0.295 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1350.00 1.43 66.36 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 t Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) l (971)645-0901 aV Bennis@vistastructural.com "`"'~ Printed:3 FEB 2015.10:55AM ryq*Beam -.:--v,!4,,,,,,,, pte g.iusersiner1ni iDOCUME-1IENERCA 11150ec£ ' � si,c,Nc..iss3-zuis,�aa�1s a.1�v 15 tic:_= Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M tb Pb V fv Fv 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 +0+0.750L1+0.750L+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +0+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 OveraliMaximum,'Deflecfions g Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0749 3.274 0.0000 0.000 Vertical:ReactionsT",„,i--',„ „ ;; Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.226 2.226 Overall MINimum 0.478 0.478 +D+H 0.796 0.796 +D+L+H 2.226 2.226 +D+Lr+H 0.796 0.796 +D+541 0.796 0.796 +D+0.750Lr+0.750L+H 1.869 1.869 +D+0.750L+0.750S+H 1.869 1.869 +D+0.60W+H 0.796 0.796 +D+0.70E+H 0.796 0.796 +0+0.750Lr+0.750L+0.450W+1-1 1.869 1.869 +D+0.750L+0.750S+0.450W+H 1.869 1.869 +D+0.750L+0.750S+0.5250E+H 1.869 1.869 +0.60D+0.60W+0.601-1 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 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM gy lirr : e ao ft S`� ec6. 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-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(0.165)L(0.44) 0(0.08) i V V V i • • L C f. �.rw W�_ S' a..�,dYoa...e ...,� '8 • AA • • • Span=3.50ft . WPa en� � Service loads entered.Load Factors will be applied for calculation: h"4 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) GlirijilMAR f , , s �"� Desi.n OK Maximum Bending Stress Ratio = 0.715: 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D4.41 Load Combination +D+L+}{ 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 liWitx7W4liiiii45-Wi:. tit'1.i1 " ii***,: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr Cm C t CL M fb Fb V fv 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 +0+141 1.300 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 1300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) � ,. (971)645-0901 fx dennis@vistastructural.com """"'� Printed:20 JAN 2015,10:47PM # fi gent r File C: segs(Dennrsl©OCUtW-11BERCA7,11115t1ec6 ,,., f,�. -A .ii x.„.x -,).!:4.,".';',,,,',.•-.-•-•;:,•,v- d ,ENERCALC,INC..19 2014 Buld6`U4'al.18,9er .1411,13.. 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 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 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0+0.750L+0.7505+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 0.376 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 t ve 4:101aximuri Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +04+1-1 1 0.0351 1.763 0.0000 0.000 Vertical j Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr, Tuckunder Cottages(60 series) `-a ., (971)645-0901 dennis@vistastructural.com °r. Printed 20 JAN 2015,10:47PM C r :t r £:1tl;ier5lfJenr ; 1�CA 1111 • e r iM "it k 41 €. t v kali ?„ 3',mom** cxlottt'2Q? 9 lgIV orw:44,4 Q l r Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: B0A: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 D(0.075j L(0,2) • y 0(0,06) y • ';:q"7.%.:::''','': • A 2-2x6 A • • • Span=3.50 ft r ��Ti i dS i ': ,� w.�s Service loads entered.Load Factors will be applied for calculation: `..�M, � . �_ 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 Wat6N SNRY ex Design OK Maximum Bending Stress Ratio = 0.369: 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+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 fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.179 0.113 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1053.00 0.20 18.36 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.369 0.234 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.54 431.28 1170.00 0.46 42.05 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.129 0.082 125 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1462.50 0.20 18.36 225.00 +0+5+1-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 0.140 0.089 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1345.50 0.20 18.36 207.00 +0+0.750Lr+0.750L+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 0253 0.161 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1462.50 0.40 36.13 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D s.) 7140 SW Queen Lane Engineer: DMH Project ID: 1150 i Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) `„ 4� (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM (+?tU ,. .,,, - ,x-. __ A-4., 40.;. - .. ., . „ ," . EJ EReALcjici1983-2014,B itikVir i4-1X.98,: Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:beam at front of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V fv Fv Length=3.50 ft 1 0.275 0.175 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1345.50 0.40 36.13 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +1)+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 0.101 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 OverallMaoutnum Deflections. ..: . Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0181 1.763 0.0000 0.000 CI#1Cal°Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.163 0.163 +D+H 0.271 0271 +D+L+H 0.621 0.621 +D+Lr+FI 0.271 0.271 +D+S+H 0.271 0.271 +D+0.750Lr+0.750L+H 0.534 0.534 +D+0.750L+0.750S+H 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E+H 0271 0.271 +D+0.750Lr+0.750L+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.5250E+H 0.534 0.534 +0.600+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 'S (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM rr� rr s' 1 1 y1r 00 > ' " e 5erslUe�iFUSIfl[DCllA �£A 111 ' ., -,r�a'��, kc:w �. z..,. "�.....;�t �.. ,.� �f�n.s. . ��`r?,<� ..-. .r'%o..�. ,'-=r .���..�c-. .< .�1, ,��„� �!� �,d�. Y Patv 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 0(0.075)L(0.2) • • y 0(0.08) y • • • • • A 22x8 A • • Span=3.50 0 , l'Aiiii0440:47fri-M7RIF4117117Eza 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 ` SIGNSIIMM4RY '" Desi.n OK Maximum Bending Stress Ratio = 0.369: 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 4115 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.018 in Ratio= 2318 Max Upward Total Deflection 0.000 in Ratio= 0<240 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 +0+1-1 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 +0+141 1.300 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+Lr41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.129 0.082 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1462.50 0.20 18.36 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.089 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1345.50 0.20 18.36 207.00 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.253 0.161 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1462.50 0.40 36.13 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 rjBeaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Olif den nis@vistastructural.com ER N; ""'"" Printed:20 JAN 2015,10:47PM Wood Beam EEE2G7st Lx,1P7G 1983nn201�ADi�dA&147 Y�8 SJ 61451118 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 Cr Cm C t CL M tb 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+3 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.3603 8.36 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0000...02040000 .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 40+0.75015+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 1872.00 000...402000 .40 31608...003136 6.13 288.00 +4+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 0.198 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 { ieralf-Maximuiit Deflections , Load Combination Span Max.'"Defl Location in.Span Load Combination Max."+"Dell Location in Span +0+141 1 0.0181 1.763 0.0000 0.000 ..<- 1}1C 1��3EactioI s ... 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 +p+H 0.271 0.271 +13+14H 0.621 0.621 +D+Lr+H 0.271 0.271 +D+$+H 0271 0.271 +D+0.750Lr+0.750L+H 0.534 0.534 +0+0.750L+0.750S4 0.534 0.534 +D+O.60W+H 0.271 0.271 +D+0.70E+H 0.271 0.271 +1D+0.750Lr+0.750L+0.450W4l 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 Li 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 r 7140 SW Queen Lane Engineer: DMH Project ID: 1150 F Beaverton,OR 97008 Protect Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com ,,,�'• Printed:20 JAN 2015,10:47PM i' V , - 1 c _. gi `�O0 . 'it 511 inxll f :Igt it3l -0 '. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of front porch Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 052T L(0.14) * # 0(0.08) # # # # # • 4x8 1 i Span=7.0 rt 1 Ap jied toad ;l N Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=3.50 ft .... i . f.M«- Desi•n OK h.��fS1�11f�StlMlfilAY '�� .� r��g� 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 +13+L-FH Load Combination +-D+L Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 1963 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.083 in Ratio= 1008 Max Upward Total Deflection 0.000 in Ratio= 0<240 1 I rt4je l iNfo ss331.0 re474t r ,cad rr b tanC Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.302 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+1.+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 +1j+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 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.389 0.182 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1462.50 0.69 40.89 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 tVista 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 den nis@vistastructural.com Printed 20 JAN 2015,1047P Wtiod beam - -C_lusers,., .s100GulytE, kl?'1ER�A 11115itec6 , _.e' . ;6 . r.: ,; .. .� _ _ �ENERCALC,lNe.1983-2014 aolas.141118Ver614 xl,18 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 Cd C FN C i C r cm C t C L M lb Pb V iv Fv Length=7.0 ft 1 0.423 0.198 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1345.50 0.69 40.89 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.170 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1872.00 0.39 22.81 288.00 +D+0.70E+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.170 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1872.00 0.39 22.81 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +D+0.750L+0.7505+0.450W+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+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.102 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 190.57 1872.00 0.23 13.69 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.102 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 190.57 1872.00 0.23 13.69 288.00 ,Overall Maximum Deflections Load Combination Span Max. -'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+4+1-1 1 0.0833 3.526 0.0000 0.000 Vet#Icat,Reactlons ,� " ` S 3 ''. =- Support notation:Far left is#1 Values in KIPS , Load Combination Support 1 Support 2 Overall MAXimum 0.954 0.954 Overall MINimum 0.278 0.278 +D+H 0.464 0.464 +O+L+H 0.954 0.954 +D+Lr+H 0.464 0.464 +D+S+H 0.464 0.464 +D+0.750Lr+0.750L+H 0.831 0.831 +D+0.750L+0.750S+H 0.831 0.831 +0+0.60W+1-1 0.464 0.464 +D+0.70E+H 0.464 0.464 +D+0.750Lr+0.750L+0.450W+H 0.831 0.831 +D+0.750L+0.7505+0.450W+4-1 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 j11 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prince 20 JAN 2015,10:47PM € p � �taS1IX)CU ltE 1115a.1 `' „ r .e'''44'1 4.1 s'�' °''; . ,.',t" ',' `�' e: is 21l1 13ctur n ,flL m Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of dining room wobtArtFAcitavmpwwwwwii 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-Rd' 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + + D+B) + I . :..rte '� �� a ,� �5 Wk7 a� � z,�s s t '�x , e ..:Y,f:Sw..# ...s:.&'.tu�.bid e; d si...,.,a::St..n..,5aseS,.....sr+.. ,,.,.,. ..,z 1. 3cA^'^,N„c',...�,.»A .y»�u��F s„_'y. 2&.5.< , • 3.5x9 • Span=8.50ft IRPG1ti5 s �4 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) IiE3iGN 5C)MMAR'�� P VDesign OK b 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 V' *illar WStresse lt:4 ar iil f,-iii Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D41 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 +0+L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.661 0.436 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.25 1,587.31 2400.00 2.43 115.52 265.00 +04.r41 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 +0+S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Project Descr: Tuckunder Cottages(60 series) Beaverton,OR 97008 try ez ./ (971)645-0901 4110., dennis@vistastructural.com Printed:20 JAN 2015,1047P Wo0c .earnan = ENERCAICc Nc19832014'B uld114 It 18r i 1.1411.186,.. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.484 0.319 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 2760.00 2.04 97.16 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.151 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3840.00 0.88 42.07 424.00 +0+0.70E+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 0.151 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3840.00 0.88 42.07 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.090 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 346.86 3840.00 0.53 25.24 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.090 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 346.86 3840.00 0.53 25.24 424.00 Overall Maximum-:,Deflections„ ..,_ , Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2136 4.281 0.0000 0.000 Vertical Reactions * ': Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.941 2.941 Overall MINimum 0.643 0.643 +D+H 1.071 1.071 +121+1+H 2.941 2.941 +D+L.r+H 1.071 1.071 +D+S+H 1.071 1.071 +D+0.750Lr+0.750L+H 2.474 2.474 +0+0.750L+0.750S+1-1 2.474 2.474 +D+0.60W+H 1.071 1.071 +D+0.70E+H 1.071 1.071 +D+0.750Lr+0.750L+0.450W+H 2.474 2.474 +D+0.750L+0.750S+0.450W+H 2.474 2.474 +D+0.750L+0.7505+0.5250E+H 2.474 2.474 +0.60D+0.60W+0.60H 0.643 0.643 +0.600+0.70E+0.60H 0.643 0.643 D Only 1.071 1.071 Lr Only L Only 1.870 1.870 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) \z„,, m.........0,0) (971)645-0901 Wo dennis@vistastructural.com 41 ,,.<`' Printed: JAN 2015,10:47PM k�sersllrni Lic.# faisri :KW-06010523 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-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species :Truss Joist Fc-Perp 750 psi Wood Grade :Micro Lam 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 2-1.75x14 Span=7.0 ft i aii-OROAROCW1777471ii4 F f 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 =tiar 1VSi MMARY ° � tPk Design OK Maximum Bending Stress Ratio = 0.272 1 Maximum Shear Stress Ratio = 0.121 : 1 Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 fb:Actual = 813.43 psi fv:Actual = 39.69 psi FB:Allowable = 2,990.00 psi Fv:Allowable = 327.75 psi Load Combination +Di 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 . .. mF,t f ssei'ort t �C>mba a i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M MI 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+1+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.190 0.084 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.70 492.99 2600.00 0.79 24.05 285.00 +p+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.091 0.041 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 3250.00 0.47 14.43 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.264 0.117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.52 788.78 2990.00 1.26 38.48 327.75 +0+0.750Lr+0.750L4l 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+0.7505+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.272 0.121 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 2990.00 1.30 39.69 327.75 i 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 s' dennis@vistastructural.com Pin'tea 20 JAN 2015 10 47PM W©+�d Beam' ,_. ;` ag C: niacC, A NE1P47a�11, s F z x ENERC IC,1NC 1983-2flt4 Tua7;614111oier&141t1$-, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam in second floor system supporting right end of girder truss Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN C i Cr Cm C t CL M lb 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 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.071 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 4160.00 0.47 14.43 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.107 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.23 443.69 4160.00 0.71 21.65 456.00 +D+0.750L+0.750S+0.450W+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 0.196 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+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.196 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 4160.00 1.30 39.69 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 177.48 4160.00 0.28 8.66 456.00 +0.600+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 4160.00 028 8.66 456.00 -Qirerall`Maxl►numDetlectons. . Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.7505+0.5250E+H 1 0.0317 3.015 0.0000 0.000 Veittcal•Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.779 1.296 Overall MINimum 1.697 0.283 +D+H 2.829 0.471 +D+L+H 4.714 0.786 +D+Lr+H 2.829 0.471 +D+S+H 7.543 1.257 +D+0.750Lr+0.750L+H 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 +D+0.750Lr+0.750L+0.450W+H 4.243 0.707 +D+0.750L+0.750S+0.450W+H 7.779 1.296 +D+0.750L+0.750S+0.5250E+H 7.779 1.296 +0.60D+0.60W+0.60H 1.697 0.283 +0.60D+0.70E+0.60H 1.697 0.283 D Only 2.829 0.471 Lr Only L Only 1.886 0.314 S Only 4.714 0.786 W Only E Only H Only • 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 112 0 i; N..,., .f . ..._x.. . .,..... SCSUatel�s"I{3o,(aL11dE f C"ll MVO0, ,IT6A- , .• ff . ENm , „(408 # �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 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(0.35) • s` s � $ m as .,., .. ,,...m , •• • •• •• A 4x10 A Span=7.0 ft raApp1>Iedaaasa_ ,rrM M " ,, Service loads entered.Load Factors will be applied for calculation: ,... Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft `-.IESIG I SU11 AMRY t` a f Design OK Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x1 0 Section used for this span 4x10 fb:Actual = 728.94 psi fv:Actual = 62.69 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L-H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153 : Max Upward Total Deflection 0.000 in Ratio= 0<240 i I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv Fv +0+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+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 0.675 0.348 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.03 728.94 1080.00 1.35 62.69 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.147 0.076 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1350.00 0.37 17.10 225.00 +1J+S+3-I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.083 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1242.00 0.37 17.10 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.442 0.228 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1350.00 1.11 51.29 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.480 0.248 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1242.00 1.11 51.29 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t� (971)645-0901 1r', dermis@vistastructural.com �' Printed:20 JAN 2015,10:47Prd oou p a, l r ... ,... 4E ,vv ,,. > ,, 4,..,,,-42,,, < , -,. .. ENERCAI ;N 9 01,Butid18er614:111 H. + Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+0.60W4i 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 +O+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +O+O.750Lr+O.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 +O+0.750L+0.750S+0.450W+11 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 +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=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 1026 288.00 +O.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 1026 288.00 '. Overall= 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) allitir (971)645=0901 4,,,,1/40 a dennis@vistastructural.com ,..^' Printed:30 JAN 2015,3:41PM 0 F ;gr � i "s 3 a "F i' ,�itk .'AI4e(StT , _LPpgr1pgi,,2, `p tts "x 11V©C�i 1 f a .,-,1...:,,,,c, ,.; a <, r� z fta i4c,.98 5 1- is11 z' .fes„ ."���.. a�.:. -7,-,,, ,...i,,,..4, � z,i,,,, $.y°� t'��a,. 3-�'�.,.a���� Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-)o; 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)s + • 0(0.4125)L(0.275)S(0.6875) i ♦ 9 ? ��, )% ^•,-:..1'...':.:7::.7 € a ars "tom �`� of , p `L ,7 :i,'-%? �" �` .sac �i� 'G' ^ a •5r,a� ,.�,,:s� .�. ,x�.n 3 .�..ro,.. � ,. sr. ,>;.�s,_ .,a�,„. 7.. ,.� _ bb'. 1 ii A 5.5x22.5 Span=21.50ft r }a i` Y 3%; h g F 7- ' ,:+ 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) Desi•n OK Maximum Bending Stress Ratio = 0.75a 1 Maximum Shear Stress Ratio = 0.461 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb:Actual = 1,933.98 psi fv:Actual = 140.35 psi • FB:Allowable = 2,567.56 psi Fv:Allowable = 304.75 psi Load Combination +0+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H • Location of maximum on span = 10.750ft Location of maximum on span = 19.695 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.354 in Ratio= 729 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.666 in Ratio= 387 Max Upward Total Deflection 0.000 in Ratio= 0<240 I ��y�y�i�]�yy;yy j�/�*Ojai 1 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 Pb V lv Pv +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 +0+1+1-1 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.567 0.347 1.00 0.930 1.00 1.00 1.00 1.00 1.00 48.97 1,266.28 2232.66 7.58 91.89 265.00 +D+Lr+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.307 0.187 1.25 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 2790.82 5.12 62.07 331.25 +D+S+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.733 0.448 1.15 0.930 1.00 1.00 1.00 1.00 1.00 72.80 1,882.62 2567.56 11.27 136.62 304.75 +0+0.750Lr+0.750L+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.417 0.255 1.25 0.930 1.00 1.00 1.00 1.00 1.00 45.00 1,163.56 2790.82 6.97 84.44 331.25 +D+0.750L+0.750S+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 L Vista Structural Engineering,LLCProject Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 r Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 40. (971)645-0901 '4 dennis@vistastructural.com Prin'sd.30 JAN 2015,3.41PM u1/Oz.,d'B am file=Cw s1 isuDoc =1 A111150 ,,' ,....� ENERCALC,INC.1 2x15 dS.35.1.19 Vw..6.15.1.tt Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Pb V fv F v Length=21.50 ft 1 0.753 0.461 1.15 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 2567.56 11.58 140.35 304.75 +0+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 +0+0.70E*H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.239 0.146 1.60 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 3572.25 5.12 62.07 424.00 +D+0.750Lr+0.750L+0.450W+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.326 0.199 1.60 0.930 1.00 1.00 1.00 1.00 1.00 45.00 1,163.56 3572.25 6.97 84.44 424.00 +040.750L+0.750S+0.450W41 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.541 0.331 1.60 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 3572.25 11.58 140.35 424.00 +D+0.750L+0.750S+0.5250E+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.541 0.331 1.60 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 3572.25 11.58 140.35 424.00 +0.60D+0.60W+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 +0.60D+0.70E+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 Overs#i Maximum Deflections , Load Combination Span Max.'°Defl Location in Span Load Combination Max."+"Defl Location in Span 40+0.750L40.7505+0.5250E41 1 0.6661 10.828 0.0000 0.000 Vertical Reactions , . Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.915 13.915 Overall MINimum 2.956 2.956 +041 6.154 6.154 +D+L+H 9.111 9.111 +D+Lr+H 6.154 6.154 +D+S+H 13.545 13.545 +0+0.75011+0.750L41 8.372 8.372 40+0.750L40.75054 1 13.915 13.915 +040.60W41 6.154 6.154 +0+0.70E4 1 6.154 6.154 +0+0.750Lr+0.750L+0.450W41 8.372 8.372 +D+0.750L+0.750S+0.450W+H 13.915 13.915 +D+0.750L+0.750S+0.5250E+H 13.915 13.915 +0.60D+0.60W+0.60H 3.693 3.693 +0.600+0.70E+0.60H 3.693 3.693 D Only 6.154 6.154 Lr Only L Only 2.956 2.956 S Only 7.391 7.391 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 i 44 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) R t'' (971)645-0901 $� ' dennis@vistastructural.com '.-'.,,,,...... Prmied:20 JAN 2015,10:47PM 667ii1 t h 4146$0 na1D3C . 111 ,02: . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above garage door Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i • 0(0.09)L(0.06)S(0.15) 1 `.... F n , 'v` g' s z z , ; . ' :;..t:;rvz u` { ':. .. , r t, . •„ ,x^'3 MC t§»^Y`•, 6X12 • Span=16.50 ft ;\ v tiqua',: ,4- ,, ' °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=6.0 ft '45DESTi (,SttAMMMARr .;T:de' ' Desi•n OK Maximum Bending Stress Ratio = 0.80E 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 +1)+0.750L+0.750S++1 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 i yty���a Or ;Jr 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=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 50529 900.00 1.10 26.13 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.269 0.070 125 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1125.00 0.66 15.68 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.781 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.17 808.47 1035.00 1.76 41.82 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.404 0.105 125 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1125.00 0.99 23.52 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.806 0.208 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1035.00 1.82 43.12 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D jtot. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) r (971)645-0901 \ dermis@vistastructural.com N 15,10 Wood �$i111. & F41e-C,AUseryl{ nw)ocuhE-iiENERcFA113iSD4ecs i ,.as .. . ,, ,.. ..... c INC,:1983-2014 StAct6.14.1118,v 1118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA: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 Fb V iv Fv +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.316 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1440.00 0.99 23.52 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +0+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 Overall Iaximum:Deflections' Load Combination Span Max "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3722 8.310 0.0000 0.000 Vertical Reactions • Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.042 2.042 Overall MINimum 0.446 0.446 +D+H 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+H 1.980 1.980 +0+0.750Lr+0.750L+H 1.114 1.114 +D+0.750L+0.750S+H 2.042 2.042 +O+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 +1}+0.750L+0.750S+0.450W+H 2.042 2.042 +1)+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D fi 7140 SW Queen Lane Engineer. DMH Project ID: 1150 cs g 0)Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 Wi dennis@vistastructural.com ,J.,...,-,'" Printed'20 JAN 2015,10 47PM ,.% z - 'a =f e#0 V3 s e 'n i, s 7 5; c rma'. P t OODI rJ Pit WIRD ��SOR(I N k % -47-,47,4- a �rxcit1lic 2014 'titerIftt';_;° Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam through middle of crawl space cd .�. „ .._, /y..sma.�., k�_ g OC., .^�`,^ie. S''�',yCNS' ti 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(0.11ZL(0.44) + • • .. q z �s .t1`a' • • - � .,«ns..;u�`h. t.-fl,. T�.a�.�; .,..z ^',s..n.a�.,..�.. ,a�..r ;, ..5.'�L ,::n - a.'z ". AIIP Ilr • A ••• 4z6 • • • i . Span=6.50ft • :;74:04,70470,311f? oadjr : : .. ',„..aNimi Service loads entered.Load Factors will be applied for calculation; Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft ESIGIVKFIMMJRYV F Desi.n OK Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.480 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,136.81 psi fv:Actual = 86.38 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 780 i 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 x i7ssx•�k Wiz ia Wiy a a i .e;za�r 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 Ib Pb 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 +041+1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 0.29 17.28 225.00 +D+5+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.169 0.083 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1345.50 0.29 17.28 207.00 +0+0.750L1+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.622 0.307 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1462.50 1.17 69.11 225.00 +D+0.750L+0.750S+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 tot 7140 SW Queen Lane Engineer: DMH Project ID: 1150 % Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4�/ (971)645-0901 * .. 14 dennis@vistastructural.com Prinffid.20 JAN 2015,10:47 PM W000d Beam C.:1Cisersulwlnisrot3cut -lrENERCA 1t1150ec8 - .,_... .. ,.,. .' ; :,. . . :.,_ . - -,, _ . ENEft S-CAtG.fi083-2014.8u`a6-14.1118,V4:6- 11.18- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam through middle of crawl space Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M lb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +0+0.70E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 O ierall,�Mlazimum be lectioins` Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+1-1 1 0.1249 3.274 0.0000 0.000 Vertical actions 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+Lr+H 0.358 0.358 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 1.430 1.430 +D+0.750L+0.750S+H 1.430 1.430 +D+0.60W+H 0.358 0.358 +D+0.70E+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 0215 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 jProj7140 SW Queen Lane Engineer: DMH ect ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) s 5 (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM ' r t�� n `otn cvsers r � ,A.'1t1'1,u0..6 jbIf4G1�L+:l Il - `r v �' '.<, '�,,.F } i`��.., I� n: 0- EVC f '{. 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 Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 0.0 Fb Tension 900.0 psi Fv 180.0 psi Area 30.250 in"2 Cf or Gtr for Compression 0.0 Ix76.255 in"4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi h 76.255Wet Fc-Pa 1,350.0 psi Density 32.210 pcf inA4 Cm TUse Factor 1.0 Ct:Tempemperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15 3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(non-gib only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 kAp1tl 401 r E q, 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 UES$IJ SUMMARY ,°^.< " 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 u?:g4 _k ®. E tt,fs illKI nSPE s Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location ,iiMiii l7ltl3flyl i 1 , z. F ,,, Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top ©Base afoul 0 tl DdectIsits forLoad t mbttr E6ni . W "* T-I y�.... g Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ji7140 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 ©d f mn , , file C.1Usgrs1Dm1n 1DOCU iE1.1E A-t1150� , EF1ERCALC,INC 1983-2014;Build.&4:11'16,Ve-6.1411 18 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 MMa,Loads II L 6 x 6 0.0.., — 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( i 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ilifF )� (971)645-0901 dennis@vistastructural.com Prind:20 JAN 2015,10:47PM .fit �l r �. rf r ,w E it t7h+ ^" 11 � ' 1140 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss gp !:'.04:7, i-liSiM3r.- It 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 SoiVConcrete Friction Coeff. = 0.30 q1 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 greater# 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 kilgE NEEMBINEEM P Pedestal dimensions... X ,__ " � �' X ,. px:parallel to X-X Axis - in iv y � pz:parallel to Z-Z Axis = in Height in ifiltiteMillaitintem Rebar Centerline to Edge of Concrete. AC m at Bottom of footing = 3.0 in ,,,a '„,, II Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 °'` 222 2 �.. n �.� ' � 212 �ir£ es s3.eWr rat Reinforcing Bar Sia = # 4 It 44 2 sir z 2 i r i S �21 2 I' 2�i - 32 if Bandwidth Distribution Check (ACI 15.4.4.2) „s;.i2t.:,,:R222•:.i ,.ird:nan,„»r,:;�: ';x 1. ti µa ._ Direction Requiring Closer Separation n/a °°Looking m`2 #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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D p 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) # (971)645-0901 '4,,, dennis@vistastructural.com Printed:20 JAN 2015,10:47PM Ge'If:l' 4F©O 1.,, 3 File t..itlsers\pennislDOCUME-104ERCA 311150.ec6 -s. s"„Px a.z - V ,,,,, ,, ...,-,-:,;;:.-„,/,,,,;,,,,,,--- .. . „ : . , - ENERCALC,.INC 1983-2014:Bu ldfi1411,18,V 1411 8 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9565 Soil Bearing 1.913 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3173 Z Flexure(+X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.605+1.60H PASS 0.3173 Z Flexure(-X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(+Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 X Flexure(-Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(+X) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(-X) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(+Z) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(-Z) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3998 2-way Punching 65.686 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H , .Detatled"Results 7#--77:. 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 ,Q ertumntg Stabrl'itjr " " Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning S11din tabrlity All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure „ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 0.5775 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.60H 0.5775 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 +Z Bottom 0.216 Min Temp% 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+1.605+1.60H 1.733 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.733 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.595 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.605+0.50W+1.60H 1.595 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.205+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 i Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) Illit , s (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,1D:47PM t lea yes : a 1 ,, ' v ' te"` t 4:`' ill i5`S,©CUrd ". 1 J 6 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 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 47P Ge'( ' .. �.., ,. . CwrefsiDennisDOc NE-IENErcA-1t, CAtC,-ING.ts83-zo14,B,ast4.11 aAlecs.p4.-113 � Lie.#:KW06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Footing Flexure ; Flexure Axis Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side 7 Bot or Top? in"2 in"2 in"2 k-ft 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+1.60L+0.50S+1.60H 1.279 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.733 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.733 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.770 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.205+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 ,9ne WayShear ,:., Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 5.704 psi 5.704 psi 5.704 psi 5.704 psi 5.704 psi 82.158 psi 0.06942 OK +1.20D+0.50Lr+1.60L+1.60H 9.235 psi 9.235 psi 9.235 psi 9.235 psi 9.235 psi 82.158 psi 0.1124 OK +1.20D+1.60L+0.505+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+0.50S+1.60H 48.482 psi 164.317 psi 0.2951 OK +1.20D+1.60Lr+0.50L+1.60H 23.981 psi 164.317 psi 0.1459 OK +1.20D+1.60Lr+0.50W+1.60H 18.767 psi 164.317 psi 0.1142 OK +1.20D+0.50L+1.60S+1.60H 65.686 psi 164.317 psi 0.3998 OK +1.20D+1.60S+0.50W+1.60H 60.473 psi 164.317 psi 0.368 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.981 psi 164.317 psi 0.1459 OK +1.20D+0.50L+0.50S+W+1.60H 37.013 psi 164.317 psi 0.2253 OK +1.20D+0.50L+0.205+E+1.60H 29.194 psi 164.317 psi 0.1777 OK +0.90D+W+0.90H 14.076 psi 164.317 psi 0.08566 OK +0.90D+E+0.90H 14.076 psi 164.317 psi 0.08566 OK I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com Pry 20 JAN 2015,1Q:47PM tic.#: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 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 y Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep.= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil PressureNo Use Pedestal wt for stability,mom&shear : No " 3itIs-Qt'i X41_ Width parallel to X-X Axis = 2.750 ft Z Length parallel to Z-Z Axis = 2.750 ft Footing Thicknes = 10.0 in ' ;-. Iz, Y5 ys Pedestal dimensions... px:parallel to X-X Axis = in N R,&,,; ti pz:parallel to Z-Z Axis = in Height in �Z m Rebar Centerline to Edge of Concrete. l �, x 1 at Bottom of footing = 3.0 in ih° ' ' ... �s ii IRelnorcngl. ff �r X .� 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 :: r £ `:: Reinforcing Bar Sia = # 4 ter" ? 3 �'' £z iifili a tae�n # I. Bandwidth Distribution Check (ACI 15.4.4.2) """` Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a/ rilati 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 101' (971)645-0901 000 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM t Elle C1llsersiDenntsIDOCUNE-1 ENERCA"1111St ec6 3 . enel;a1 OOtitltp - .. . ` r , ;ems.. " .. . .""J'lERCAI.C,iris.1983-20114 Bdds.14:1118 Vers_14111s Lic.#.KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:Footings under ends 51!2"x 31 1/2"glulam beam above garage DESIGN SUMMARY ., ,. .1" <"w Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9805 Soil Bearing 1.961 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5760 Z Flexure(+X) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 Z Flexure(-X) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(+Z) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(-Z) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(+X) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(-X) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(+Z) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(-Z) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6165 2-way Punching 101.309 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Resultstz,; 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 Overtummg Stability,' Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Slidind1tebility -4.,,..;; Y All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 1.076 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.40D+1.60H 1.076 -Z Bottom 0.216 Min Temp% . 0.2182 4.488 -OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.515 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.515 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.976 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.976 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.108 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.108 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.9225 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.9225 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.586 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.586 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.401 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.401 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.40D+1.60H 1.076 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Vista Structural Engineering,LLC Project Title: 7140 SW Queen Lane Engineer. DMHPlans 60A,B,D Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ,. ,,. 4 (971)645-0901 Tri dennis@vistastructural.com Prin'ad:20 JAN 2015,10:47 PM F: ti ,f ee : � e E ¢ 7 11 6 . eeral 00 g 'ty � " ` �� .�" a t ?1 * 1$s� .448& Lic.# KW06010523 - 4_ -3 ..,: �,''� , . . . ,y Licensee:Vista Engineering,LLC Description: 60A:Footings under ends 5 1/2"x 31 112"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 r j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ' Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) t ' �i (971)643-0901 e dennis@vistastructural.com ,_ '' ,„,. Printed 20 JAN 2015,10 47P General F©ot�ngFite CuUsnniswocua ERCA t115O.�s. ,, . ... .> -.:, ., 4,. ,-..5,1,,;,;L > ,. a '.. ,.ENERCAL4n INC 1983.2014 Bu 6:141118,Ver.634-1138, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 5112"x 31 112"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? inA2 inA2 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 Way 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+1.60S+0.50W+1.60H 23.555 psi 23.555 psi 23.555 psi 23.555 psi 23.555 psi 82.158 psi 0.2867 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.867 psi 10.867 psi 10.867 psi 10.867 psi 10.867 psi 82.158 psi 0.1323 OK +1.20D+0.50L+0.50S+W+1.60H 15.399 psi 15.399 psi 15.399 psi 15.399 psi 15.399 psi 82.158 psi 0.1874 OK +1.20D+0.50L+0.205+E+1.60H 12.68 psi 12.68 psi 12.68 psi 12.68 psi 12.68 psi 82.158 psi 0.1543 OK +0.90D+W+0.90H 6.789 psi 6.789 psi 6.789 psi 6.789 psi 6.789 psi 82.158 psi 0.08263 OK +0.90D+E+0.90H 6.789 psi 6.789 psi 6.789 psi 6.789 psi 6.789 psi 82.158 psi 0.08263 OK Punching Shear• All units k Load Combination... Vu Phi*Vn Vu I 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+1.60S+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 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) _' (971)645-0901 , . dennis@vistastructural.com Prinkd 20,IAN 2015,10:47PM g g � v a-srl v i ; C lt100V#ri w• 1115Q ��E.'111A � lMAV t iii: ? R 9 g C1 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5112"x 191/2"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 rP Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depti= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of del)*= 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 = 1.667 ft Z Length parallel to Z-Z Axis = 1.667 ft Footing Thicknes = 10.0 in r b Pedestal dimensions... y �_ f X px:parallel to X-X Axis = in oo , ' i pz:parallel to Z-Z Axis = in m Height in Rebar Centerline to Edge of Concrete. i?� _ � r CD at Bottom of footing = 3.0 in _ Z8tfDCllg, Vill. Pz'' 11-8-i/16" IIW Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis r Nuber of Bars = 2.0 a t, " ,rte. t Reinforcing Bar Sizr = # 4 il'''l, " ;11 s•x, f L p i Bandwidth Distribution Check (ACI 15.4.4.2) ' m� t, � " �T ` V.- „ . "'_' Direction Requiring Closer Separation n/a { t '#r*tt`t...'. ' "' '�� Z-Z Simon Looking to*X #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 = 2.950 1.610 0.810 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft _ V-x = k V-z = k 1 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) ,. O (971)645-0901 o'` 1' dennis@vistastructural.com F. '`. Printed 20 JAN 2015,10.47PM .1-.-4 .,„..,.-' '...- ''''' '.''''''..2,,:::-:',;:, • • a CtUsersTennis1DtCME=-t1ENERCA 1115tec6 VLIl- .Taf� 0t ' .,-,.%,::, s _ ec cINC.1983.2014 Duid&y41118,Ve1441 8 , - 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+0.50S+1.60H PASS 0.1655 Z Flexure(-X) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 X Flexure(+Z) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1655 X Flexure(-Z) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+X) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-X) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.180 2-way Punching 29.574 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H ' betailed 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 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning S ding Stability u.., �' All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Side? Bot or Top? in^2 in"2 in"2 k-ft X-X,+1.40D+1.60H 0.5163 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.40D+1.60H. 0.5163 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8151 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8151 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,-F0.90D+W+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.40D+1.60H 0.5163 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( 7140 SW Queen Lane Engineer. DMH jr Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prated:20 JAN 2015,10:47PM it'VV zr 4 *{.' '' tit -`111 !k.:,..,„.;.:1 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 112"x 19 112"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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1y (971)645-0901 ''- dennis@vistastructural.com '''",,,,,,,,,,m' Printed:20 JAN 2015,10:47 PM +General Footming '., r cuC,INC 1983-20144 Buie 4 8,Vers. s Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage Footing Flexors 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+0.505+1.60H 0.8151 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8151 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0A425 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7051 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7051 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.424 psi 4.424 psi 4.424 psi 4.424 psi 4.424 psi 82.158 psi 0.05385 OK +1.20D+0.50Lr+1.60L+1.60H 6.552 psi 6.552 psi 6.552 psi 6.552 psi 6.552 psi 82.158 psi 0.07974 OK +1.20D+1.60L+0.50S+1.60H 6.985 psi 6.985 psi 6.985 psi 6.985 psi 6.985 psi 82.158 psi 0.08502 OK +1.20D+1.60Lr+0.50L+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+1.60Lr+0.50W+1.60H 3.792 psi 3.792 psi 3.792 psi 3.792 psi 3.792 psi 82.158 psi 0.04616 OK +1.20D+0.50L+1.60S+1.60H 6.043 psi 6.043 psi 6.043 psi 6.043 psi 6.043 psi 82.158 psi 0.07355 OK +1.20D+1.60S+0.50W+1.60H 5.18 psi 5.18 psi 5.18 psi 5.18 psi 5.18 psi 82.158 psi 0.06305 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+0.50L+0.50S+W+1.60H 5.088 psi 5.088 psi 5.088 psi 5.088 psi 5.088 psi 82.158 psi 0.06193 OK +1.20D+0.50L+0.20S+E+1.60H 4.828 psi 4.828 psi 4.828 psi 4.828 psi 4.828 psi 82.158 psi 0.05876 OK +0.90D+W+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK +0.90D+E+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 18.73 psi 164.317 psi 0.114 OK +1.20D+0.50Lr+1.60L+1.60H 27.737 psi 164.317 psi 0.1688 OK +1.20D+1.60L+0.50S+1.60H 29.574 psi 164.317 psi 0.18 OK +1.20D+1.60Lr+0.50L+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+1.60Lr+0.50W+1.60H 16.054 psi 164.317 psi 0.0977 OK +1.20D+0.50L+1.605+1.60H 25.583 psi 164.317 psi 0.1557 OK +1.20D+1.605+0.50W+1.60H 21.932 psi 164.317 psi 0.1335 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+0.50L+0.50S+W+1.60H 21.542 psi 164.317 psi 0.1311 OK +1.20D+0.50L+0.20S+E+1.60H 20.44 psi 164.317 psi 0.1244 OK +0.90D+W+0.90H 12.041 psi 164.317 psi 0.07328 OK +0.90D+E+0.90H 12.041 psi 164.317 psi 0.07328 OK 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 Prin1J3d:20 JAN 2015,10:47PM # g 1UN rr Al .` � fiS F e GVO,0s03604.---": - 11 W-4-^ *A Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath ! 1 0147 .,M '`r.,-. i,..,;.. Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 +(0.195)L(0.13)s(0.325) i A 2-2x6 A Span-2.501 . =1814gf all " Y 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 > t# tblit Mli�i c01i Des(.n OK Maximum Bending Stress Ratio = 0.247: 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 tb:Actual = 332.39 psi N: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 +0+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 _O. . . a 7 N_ ,S rL atl0am4 0nsM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fir Pv +D+H 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.115 0.087 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1053.00 0.15 14.07 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.172 0.130 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.25 201.45 1170.00 026 23.45 180.00 +0+Lr+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+5+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.240 0.181 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.41 322.31 1345.50 0.41 37.52 207.00 +0+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+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 0.247 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 9 Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) re pilitiriiitit i/' (971)645-0901 dermis@vistastructuratcom ., ... .w�M,' Printed:20 JAN 2015,10:47PM Woo_.1,4,'eam :' eemiis1D0Cit1 .1 CA-11 ee8 Fate �lUs�s 11ENER 1150. ENERCALCC;INC19832014 Buit6.141118 V�6 541118 ' 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 C d C FN Ci Cr Cm C t CL M fb Fb V fv Pv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 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 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 0.0071 1.259 0.0000 0.000 Vertical Reaction'sr 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+I1 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+11 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+0.7505+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 it Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 z Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com . `` Printed:20 JAN 2015,10:47PM w y \ g ; ;, z ''`.,i` Js.Ys t u 0 ms's 4 aro t s` yPliti 151�(� 14#3 1,140AP: 1;<�x�yx,1 ,_; ,..aa.s,,�, ., ,. ,ai ..xb � ��',,,,.,,_ . _w'w�,_a wr. f�A .:�r� ,, �...yx-,. ,a ... 1,9,�, �U7404$,�. . 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 • • i D(0.195)L(0.13)S(0.325) t t t V + •• • • • _:i� �r • • • 2-2x6 i Span=3.0 ft . A1i311@1a i.0 g „ :wtriET: 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 f1 3. "SIG SU 11AA <yz ::ovvr[;4",----im Desi•n 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 Maxlmurt ,,..,...,, #ress+es t t• i i* Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CI_ M ib Fb V fv Pv 4041 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+}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 0.248 0.173 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.37 290.08 1170.00 0.34 31.06 180.00 +0+Lr41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.119 0.083 1.25 1300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1462.50 0.20 18.63 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.345 0.240 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.59 464.13 1345.50 0.55 49.69 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.179 0.124 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.07 1462.50 0.31 27.95 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.356 0.248 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.60 478.64 1345.50 0.56 51.24 207.00 3 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 " Project Descr. Tuckunder Cottages(60 series) Beaverton,OR 97008 (971)645-0901 `� dennis@vistastructural.com RCA 111154ec6 ENERCALC-IN 98320014 i - EN 48 Verfl4411'18 .,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of laundry room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M lb Fb V iv Fv +D+0.60W+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 0.093 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1872.00 0.20 18.63 288.00 +0+0.70E+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 0.093 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 +0+0.750L+0.7505+0.450W4l 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 +1J+0.750L+0.750S+0.5250E+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 0.256 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 Oirerall Maximum Deflections ::k.i: .. .. , Load Combination Span Max." Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0148 1.511 0.0000 0.000 Vertical Reactions .N 4 g 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+FI 0.293 0.293 +D+L+H 0.488 0.488 +D+Lr+H 0.293 0.293 +D+S+H 0.780 0.780 +0+0.750Lr+0.750L+H 0.439 0.439 +0+0.750L+0.750S+1-1 0.804 0.804 +D+0.60W+H 0.293 0.293 +D+0.70E+H 0.293 0.293 +D+0.750Lr+0.750L+0.450W41 0.439 0.439 +D+0.750L+0.750S+0.450W+H 0.804 0.804 4+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 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 Prinffict 20 JAN 2015,1D:47PM +y "4 y s ex Fde10�ni1:iitDU1 5ff ec6 r, rRl '....s "°° ��i+4 K '._.:'„kms` a"' ..«"d,s..w£3.,.r�-r .:'' >.. ;x:<:„`"��^,„" &-w ,,w,,fit.1140*. 04141 . *lti ",,,; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLL Description: 60B&D:Header at left side of bedroom#4 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.195)L(0.13)S(0.325) + i 'amu. affiat �a a b. "•° � � ws A 2-2x8 • Span=5.50 ft " '' ' 'I£ P 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 f>=a tie ARY 3... ':._..�.`� Desi.n 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r C m C t C L M fb Fb V fv Pv +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 0.249 0.128 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1350.00 0.42 28.88 225.00 +D+S41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.723 0.372 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.97 897.79 1242.00 1.12 77.02 207.00 +D+0.750Lr+0.750L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.374 0.193 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.11 505.01 1350.00 0.63 43.33 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.745 0.384 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.03 925.84 1242.00 1.15 79.43 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 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 WO�IiBa. ixl ,fits a e,s000 [�dC.4W1IENERCA 111150ec6 .»z. . .., �; , _. =_..�.,� A 'a a,: ,.� - ; �; �'�,s., . ,��, FNERCRt4,INC 1983=2p1�Bqkt3'tJi11.18,9li. l4ii.1B Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of bedroom#4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V fv Fv +0+0.60W++1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.195 0.100 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +1J+0.70E4f 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 1200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +D+0.750Lr+0.750L+0.450W+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.292 0.150 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.11 505.01 1728.00 0.63 43.33 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.536 0.276 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.03 925.84 1728.00 1.15 79.43 288.00 +D+0.750L+0.750S+0.5250E+H 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 +0.60D+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 1200 1.00 1.00 1.00 1.00 1.00 0.44 202.00 1728.00 0.25 17.33 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.117 0.060 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.44 202.00 1728.00 0.25 17.33 288.00 Overall Maximum Deflections A . .i l',. Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0729 2.770 0.0000 0.000 erhCal @aCtilOns 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+H 0.536 0.536 +D+0.750Lr+0.750L+0.450W+H 0.804 0.804 +D+0.750L+0.7505+0.450W4I 1.475 1.475 +D+0.750L+0.750S+0.5250E+1 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 r iiii,Ij 7140 SW Queen Lane Engineer. DMH Project ID: 1150 10 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 • dennis@vistastructural.com ' Printed:20 JAN 2015,10:47PM r 1161: 1 .�: ` A 3 F i., , i1st00CUi4 , 0 1wrs ti � ,r:�,z.�,.� ,. �� k .� '� $.� r..a xs Ms^ a a§ :"sxr�,s�� '�«.�� 5;�'�v ,:, ,..,, ,�'tt+frr�c�* �>�����. ��1n9$'5.; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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)S(0.325) + + * + • •••i • • • • SYS' vl • • • • • A 2-2x8A • • • • • • Span=4.5011 A IlgWififEIr 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 2t.'b iG#S1 MMNABY2' `" qf Desi•n OK Maximum Bending Stress Ratio = 0.499: 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 619.78 psi 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 -0+0.750L+0.750S+H Location of maximum on span = 2.250ft Location of maximum on span = 3.909 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • • Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 2729 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.033 in Ratio= 1654 •• Max Upward Total Deflection 0.000 in Ratio= 0<240 r �imurn F 56Ises fv 'm i t ! 14, 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=4.50 ft 1 0.232 0.138 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 972.00 0.32 22.31 162.00 +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 40+1.1+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.167 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 +1J+5+f{ 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 0.4M 0.287 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.32 601.00 1242.00 0.86 59.49 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.250 0.149 1.25 1200 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+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.499 0.296 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1242.00 0.89 61.35 207.00 (0. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer: DMHProject ID: 1150 Beaverton,OR 97008Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com ;:.:. Printed:20 JAN 2015,10.47PM iA t1C?tl -i'-' fl-- f=ile PU3serslr)ennalDOCUME-11Et+tERCA 111150-06 , ,_. , q.,'_� .._1. ,, r ..x , ,i-; ,I...� ..ENE.CAL ZINC."1983-2014Bptid&14.tti8Ver6:14:11.18_ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M fb Pb V fv Fv +0+0.60W+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.130 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 +0+0.750Lr+0.750L+0.450W+4-I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.196 0.116 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 338.06 1728.00 0.49 33.46 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.359 0.213 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1728.00 0.89 61.35 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.359 0.213 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1728.00 0.89 61.35 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.078 0.046 1.60 1200 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 13522 1728.00 0.19 13.38 288.00 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 0.0326 2.266 0.0000 0.000 Vertical'Reacttons+, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.207 1.207 Overall MINimum 0.263 0.263 +D+H 0.439 0.439 +D+L+H 0.731 0.731 +D+Lr+H 0.439 0.439 +D+5+H 1.170 1.170 +D+0.750Lr+0.750L+H 0.658 0.658 +0+0.750L+0.750S+H 1.207 1.207 +D+0.60W+H 0.439 0.439 +D+0.70E+H 0.439 0.439 +0+0.750Lr+0.750L+0.450W+H 0.658 0.658 +D+0.750L+0.750S+0.450W+1-1 1.207 1.207 +0+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 0293 S Only 0.731 0.731 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prin' .20 JAN 2015,10:47PM iirgx 11P; t g > r iF 0:00P000 ', 04,1 "1ENEr3£fa It I fX 9 a(B , , :; F ii' . . ISt& 10, t o`;`.Rv, ortpoI UIt**k ra'ati igXo:* wifg Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of kitchen Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling IXo.195)0013)9)0.315) yi i V i yV Dro.165 5(0.44) + V• i V 5(0.08) i i 11 f• T , 4 Y t3 '; .o'er. brv. • • • • 2-h8 • • Span=3.50ft • • u ®7"""::7:"76iiWK451 MRWATATAWANSIPM 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) I1E�sl'�. • Ii/MNL4Rl� f'i t Design OK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56 psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 • Max Downward Total Deflection 0.025 in Ratio= 1689 Max Upward Total Deflection 0.000 in Ratio= 0<240 • 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 +1D+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 +0+Lr+4-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +0+341 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 +1J+0.7501J+0.750L41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 o. 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) , `tliF ` (971)645-0901 y^ dennis@vistastructural.com \114' .tl ` -,,,^•', Prin*d:20 JAN 2015,10:47PM W©O{ E3@' ' CA,U l A-1t11 Et RCALC WC 1983-2014,Bukd-.14.1118 ver,"&14 18 .1.; 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 EN C i Cr Cm C t CL M fb 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 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 40+0.750Lr+0.750L+0.450W+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 pverali lilaxlmu`m'Deflectin ns . y Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Vertical Reactions. g 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 40+0.750Lr+0.750L+1 1.527 1.527 +D+0.750L+0.750S+11 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +0+0.750Lr+0.750L+0.450W41 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 . +0.60D+0.60W+0.60H 0.467 0.467 • +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ff Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 ��. dennis@vistastructural.com ,.. ,. Printed:20.iii 2015,19::47PM �'�'1' s 3 rte' ' x g �.," e. r 19 Z�* R14* .. 1*I4,5 Y'� _ :, ,�,r'�E�.''�"��a�,YT_._,..���u .�t�: ,..&.iia,, J/�9.5�.Y;�„�?��i .,i�:aa*.-.4- .�."'�' .._ A_,.u . ,a1� Y�.Y, Y,. .� ,.e '�"' 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 1,600.0ksi Fc-PrII 1,350.0 psi Eminbend-)a 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L(0.13)8(0.325) $ V V V V � + D(0.185)L(0.441 + V V w ) yVV V A 22r8 Span=3508 ' t " *a Service loads entered.Load Factors will be applied for calculation: Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) 'iftE ti S(/i+iai .';:' RI 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.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+t.+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 :Wiiiiii70 "< 401€5#OrLt3zldrt)5mh Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M lb Fb V fv Fv +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 +0+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +0+S4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +D+0.750Lr+0.750L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 L Vista Structural Engineering,LLC Project Title: Plans 60A,B,D £ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 ✓ dennis@vistastructural.com "" � Printed:20 JAN 2015,10,47PM �.,.. f .. _, ;.. h', ' -'FI/ALC"INC 1983 1 1QOCU 6.l4 ENERCA 111150e18 111roAc! Beam .,,T,. . . -, .1I 18.Ver61411.18:_' tic.#;KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of powder room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN 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+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft I 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 1200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +0+0.750Lr+0.750L+0.450W+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +0+0.750L+0.750S+0.450W41 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 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 :8vera Nlaxtmum Deflections t , Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Verrica1 Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Overall MINimum 0.467 0.467 +O+H 0.779 0.779 +0441 1.776 1.776 +D+Lr+H 0.779 0.779 +D+S+1i 1.347 1.347 +0+0.750Lr+0.750L41 1.527 1.527 +D+0.750L+0.750S+11 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+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 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) k :,411 (971)645-0901 dennis@vistastructural.com Pit 20 JAN 2015,1e47PM _. 404 f ;t .€ 4•.. .� sew r ",' "` r „, 40 r M Misers on,-,,vUtr wlit { '11 3-06, n`� yy a gg p�{ Q � 9 ,z�...< ,�,a,. 14;1'Y ` 3 •2 �^,µ,.r` - ',;: ,; �`�,<.1� a f5 �'.k'IN -�z„ K 40$,x:. z.1,14.., Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B8D:beam at right side of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-NI 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.2100 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L(0.13)S(0.325) +' * * ♦ I' •• D(0.165)L(0.44) U(0.5 • (1.43) • D(0.06) + V • i ••• 7 • • gas ,-,^" F s: ,y,, s� a • • • • A 1 3.5x9 • Span=6.50 ft • liViriWiaiWilft L, linfeal 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) Rbkt GN 5{7MM1 kY P7 '? 01 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+L4+1 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 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 Pi/ 40441 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.322 0.254 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 2160.00 1.27 60.53 238.50 +1J+L4H 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 +Ddt.r{ 4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.232 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3000.00 1.27 60.53 331.25 40+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.409 0.326 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.44 1,128.61 2760.00 2.09 99.45 304.75 +D40.750Lr+0.750L4H 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 I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 I 4V Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) o:= 5, . (971)645-0901 + 'e dennis@vistastructural.com •y u,,,:- Printed:20 JAN 2015,10:47PM Wood Beam 'r` s. -.a' ENEF> .c INC 1198-2014;;Bu 16.14111 18 Var6:7 1118' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V fv Fv Length=6.50 ft 1 0.494 0.385 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.84 1,483.41 3000.00 2.68 127.44 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.654 0.514 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 2760.00 3.29 156.62 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.181 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3840.00 1.27 60.53 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.181 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3840.00 1.27 60.53 424.00 +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 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.470 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 3840.00 3.29 156.62 424.00 +D+0.750L+0.7505+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.470 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 • OveraD'1Naximum 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 0.1399 3.297 0.0000 0.000 Vertical ReactionspSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.976 3.742 Overall MINimum 0.931 0.884 +D+H 1.551 1.473 +O+LL+H 3.727 3.442 +D+Lr+H 1.551 1.473 +D+S+H 2.608 2.530 +D+0.750Lr+0.750L+H 3.183 2.950 +D+0.750L+0.750S+1-1 3.976 3.742 +D+0.60W+H 1.551 1.473 +D+0.70E+H 1.551 1.473 +D+0.750Lr+0.750L+0.450W+H 3.183 2.950 +D+0.750L+0.750S+0.450W+H 3.976 3.742 +D+0.750L+0.7505+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 EngineeDMH Project ID: 1150 Beaverton,OR 97008 Project Dr:escr. Tuckunder Cottages(60 series) ,,,,,,zot,) (971)645-0901 W. dennis@vistastructural.com Printed:20 JAN 2015,10:4rPM .v ..c,�`� i i r.€ `''r bLy r =: �, r u,,' �,: 4s k r� L' 1#sAP0ooQDC1�1 iEtsiER£A rt.*. C6``;",. E'c';IIII'K ,1 ,x« `. '' V€ f'✓ �.'e i .� '.� : r� 1 � N 4o1't>> it t:�r'Y 1. ��t41t d Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of great room above bumpout .�+0 ta4 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( 3)6(0.325) • • • D(0.04�0(0.05) • DV0.165 L(0.�636 L(1.43) D(0 08) • $ V V V •5 F£ 1 • • • • • 2-2x12 • • • • Span=4.50 R • TIES 4*4 3 it k: 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 fl 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.O0psi 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 •• • • • 1.4"1 Ilr,4.0 Rri*.0 sses fore, , 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 #+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.377 0.221 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 810.00 0.81 35.82 162.00 +0+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.865 0.499 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.10 778.21 900.00 2.02 89.88 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.271 0.159 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1125.00 0.81 35.82 225.00 +0+541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.469 0.279 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.56 485.15 1035.00 1.30 57.71 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 "-` Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ffiO4 _ _(971)645-0901 i" dennis@vistastructural.com Printed:20 JAN 2015,10:47PM IA/t o 1 Beam ,. C vUsereaenni DOCUt 1lENERCA 11i13ne 6. ,<., , ,,." :, $*, . ` ? ,,, ENERCAte 1140.1983-2014 B''&141118 Vec&14.1'18 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of great room above bumpout Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C I C r C m C t C L M lb Pb 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 +1J+0.60W+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.212 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1440.00 0.81 35.82 288.00 +D+0.70E+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 +0+0.750L+0.7505+0.450W41 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+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 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 0.0247 2.234 0.0000 0.000 Vertical Reactions , ..w'.,, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.201 2.644 Overall MINimum 0.753 0.642 +D+H 1.255 1.070 +D+L+H 3.005 2.325 +D+Lr+H 1.255 1.070 , +D+5+1-i 2.099 1.913 +D+0.750Lr+0.750L+H 2.568 2.011 +D+0.750L+0.750S+H 3.201 2.644 +D+0.60W+H 1.255 1.070 +0+0.70E44 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 isitVista Structural Engineering,LLC..,j Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008till Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM -, * 7 k x .. •,,,i,,,..0-41; .`. s� 11 u1Cl)l�1 i`4411:neCdLLc:# aKW-06010523 i� it - x ' 'i , Licensee:Vista Structural Engineering, 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->3( 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 2(0.155)L(0.13)0)0.325) • • • 0(0.165 1(0.44) • i• 0(0.06) V V V V V • • • , ,Z1';`. F.F. • • A 2066 A • span=3.0 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, 5. 0.0250 ksf, Tributary Width=13.0ft,(roof load) wFS/G StiM'MAFI' ' ,. . `�,, ,A 1. 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+-L41 Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection •• Max Downward Transient Deflection 0.016 in Ratio= 2292 • Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.031 in Ratio= 1172 • Max Upward Total Deflection 0.000 in Ratio= 0<240 • y amu.. 7 "-"'414 -. i P �� f5f trP s t e'� ti b , Load Combination Max Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M 113 Pb V iv Pv +p+}1 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 +0+1+1-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 0.773 0.538 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.14 904.78 1170.00 1.07 96.86 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.271 0.188 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1462.50 0.47 42.40 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.510 0.355 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.86 686.10 1345.50 0.81 73.45 207.00 +0+0.750Lr+0.750L4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LProjVista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH k Beaverton,OR 97008 ect Descr. Tuckunder Cottages(60 series) Project ID: 1150 4 t''' (971)645-0901 fr 110 1 dennis@vistastructural.com Prin'�d.20 JAN 2015,10:47PM Wai5ii Elearit; -4 , ;,: ENERtiCeALOG INC.1983-2014,B ugd:64 4SE11NE184 CVA;1611f11510fe3c86 x:, 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 tb Fb V fv Fv Length=3.0 ft 1 0.532 0.370 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.98 777.59 1462.50 0.92 83.25 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.740 0.515 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1345.50 1.17 106.54 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 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 +4J+0.70E-41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.212 0.147 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1872.00 0.47 42.40 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.415 0.289 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 777.59 1872.00 0.92 83.25 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.532 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1872.00 1.17 106.54 288.00 +0+0.750L+0.750S+0.5250E4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.532 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1872.00 1.17 106.54 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.127 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 0.28 25.44 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.127 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 028 25.44 288.00 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 ,,Nertica1 ieaCtions w 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+0.5250E41 1.672 1.672 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0.399 0.399 D Only 0.666 0.666 Lr Only L Only 0.855 0.855 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: Desr. Tuckunder CottagesProject ID: 1150 Beaverton,OR 97008 I c60 series)( (971)645L0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM A `•. '` M*Ni Na. d' Wr ` �3 0 K 4" Aw .. '{iv$ . 51 1 .✓ ttwz.' es c e. u0 ' Z w z � 10, 1 -�k tirf$ Lic.#:KW-06010523 icensee: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-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(0.1315(0.325) $ V V V * DID.,6540.44) 0(0.03) * V V V V • • } P: • Z<&. 'a ami 'ha,✓..k".,./lir.':s.n"'��G`'z-,;.%. ••A A 2-2x9 Span=3.508 . Ar'r8#. 4 ` E> SEF 3 17T 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) gDESJGN UMMA Y N 7 P:5: 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+{.+H Load Combination +-D+L•44 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 •• • • v�5."»i .L17 * 1 �2^^a Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r 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 1200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 972.00 0.51 35.27 162.00 +D+L+}t 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 +041+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +0+0.750Lr+0.750L+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 4 1 Project Descr: Tuckunder Cottages(60 series) t,4 (971)645-0901 to. i dennis@vistastructural.com Printed:20 JAN 2015,10.47 PM C1!ls4 s1Dennis1DOCUt 11ENERCA1t1150ec6: tooth$$shit ' ,.v , . . cAL [,r �14BuudIii 18 Ver.6.t 11.98 Lic.#'.KW-06010523 LicenseeCVis#au Engineering,LLC Description: 60B&D:beam at front left of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V iv Fv Length=3.50 ft 1 0.452 0.307 125 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +0+0.750Lr+0.750L+0.450W+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +0+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 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+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.600+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 Overall Ma umum Deflections . Load Combination Span Max "Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 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 1.953 1.953 Overall MINimum 0.467 0.467 +D+1-1 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 +43+0.70E41 0.779 0.779 +0+0.750Lr+0.750L+0.450W-*H 1.527 1.527 +0+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 f , 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) . (971)645-0901 o dennis@vistastructural.com . .. PrFffidJAN 2011Q'4RM . 1 .�.. � EL .wYc ,s�ire � y ;, a x. y � �4J� v " a" r � �s LALTAt �1� $i?tII Lic.#:KW-06010523 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-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(o.o3)L(0.02)5(0.05) • • i V * V i • V i D(0.075�L(0.2) + i • • • • i V IXig) V V • • • • F• .,�` ex` .# .Y `. ' �r £ '.'a ``„ �'4 .z <»m�Cw „az.,� ..e>YL 1,F.n,.C R ...At.. ^Y Y3tjS f v�''x'.'.K&fr�. •• • 2-2x8 • • • • • • • • Span N1ii Fes_._ , ,. 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) DES1 SA#,MMAIRY;nir:', Iittialliwisrao4Design OK Maximum Bending Stress Ratio = 0.535: 1 Maximum Shear Stress Ratio = 0.294: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 577.88 psi fv:Actual = 53.01 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H • Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 2939 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.038 in Ratio= 1596 Max Upward Total Deflection 0.000 in Ratio= 0 <240 8Wl1)UI'tl!EOi £5 c:-/1, S 6 "I t a itiji1S Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.272 0.149 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 972.00 0.35 24.21 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.535 0.294 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.27 577.88 1080.00 0.77 53.01 180.00 +0+11+1 t200 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+S+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 0.270 0.149 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.73 335.32 1242.00 0.45 30.76 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=5.0 ft 1 0.370 0.204 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.09 499.41 1350.00 0.66 45.81 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D t 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) t k (971)645-0901 ''° >"'" dennis@vistastructural.com Pnn'sd:20 JAN 2015,10.47 PM IW.1Wood Beam , .w pfsltlendis , Ea kt 11m 3 ode �.^ 1p(3GUA1E"7EN 4, a `EitgciiL ,INL",19832014,.130 0.141tikverai tti8 ,,. Lic #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M tb Fb V iv Fv +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.445 0.245 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1242.00 0.74 50.72 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.153 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.58 263.97 1728.00 0.35 24.21 288.00 +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+0.7505+0.450W+1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.320 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+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 1200 1.00 1.00 1.00 1.00 1.00 0.35 158.38 1728.00 0.21 14.53 288.00 Overall Maximum Deflections;;:' ,,;;:it---::.:. Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0376 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.013 1.013 Overall MINimum 0.125 0.125 +D+H 0.463 0.463 +D+L+H 1.013 1.013 +D+Lr+H 0.463 0.463 +D+S+H 0.588 0.588 +D+0.750Lr+0.750L+H 0.875 0.875 +D+0.750L+0.750S+H 0.969 0.969 +D+0.60W+H 0.463 0.463 +D+0.70E+H 0.463 0.463 +D+0.750Lr+0.750L+0.450W+H 0.875 0.875 +0+0.750L+0.750S+0.450W43 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 iitioBeaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 �� dennis@vistastructural.com ,,,,.. Printed:20 JAN 2015,10:47PM y ,�R.l"� «. M i,i„- 2 j:0m. "� �. ,s,a u;..'=.,, �.0 , 0,, ` y04 . 0r „:'- ?r.:$. Lic.#•KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 V 05.09 u • .06)0(0.,S) i • • • +i a *•• V * V $ P:� - • • A 2 A • • • Span=3.50 ft WilraLfl3l ::;411:7% g�H .N. „ ` M� + 'i.., Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=3.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft,(roof load) DES/Gin(JMMAf2Y x Design OK Maximum Bending Stress Ratio = 0.41& 1 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 561.88 psi fv:Actual = 54.78 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+1-1 Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 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 N laxirnutn i Sfrercifor Loailt►inahons Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb Pb V iv Pv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.248 0.157 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1053.00 0.28 25.47 162.00 40+1+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 0.410 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+Lr41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.179 0.113 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1462.50 0.28 25.47 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.330 0.209 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.56 443.43 1345.50 0.48 43.23 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.291 0.184 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.54 42521 1462.50 0.46 41.46 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) �► �/tt (971)645-0901 ^'fi' W. dennis@vistastructural.com '''''''',,,...-...m^' Printed.20 JAN 2015,10:47PM >le=CAUsers1DennsIDDCIA,C 7111 1ERCA-.113150e05 Qoa 3eam ' ENERCALC�'INC 1983=2014 Bulds:141118.Ver&141118, 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 C i Cr Cm C t CL M tb Fb V iv Fv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.418 0.265 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1345.50 0.60 54.78 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1872.00 0.28 25.47 288.00 10+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 +0+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +D+0.750L+0.7505+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 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.084 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.72 1872.00 0.17 15.28 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.084 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.72 1872.00 0.17 15.28 288.00 `Overaii.Mammum Deffectians a. ,,,;'','I';,,... ,,:n. 4 Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0236 1.763 0.0000 0.000 Vertical Reactions,.„ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.809 0.809 Overall MINimum 0.226 0.226 +D+H 0.376 0.376 +D+L+H 0.691 0.691 +D+Lr+H 0.376 0.376 +D+,S+H 0.639 0.639 +D+0.750Lr+0.750L+H 0.613 0.613 +D+0.750L+0.750S+H 0.809 0.809 +D+0.60W+H 0.376 0.376 +D+0.70E+11 0.376 0.376 +D+0.750Lr+0.750L+0.450W+H 0.613 0.613 +D+0.750L+0.750S+0.450W+H 0.809 0.809 +0+0.750L+0.750S+0.5250E+H 0.809 0.809 +0.60D+0.60W+0.60H 0.226 0.226 +0.60D+0.70E+0.60H 0.226 0.226 D Only 0.376 0.376 Is Only L Only 0.315 0.315 S Only 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 j dennis@vistastructural.com Prin!ed:20 JAN 2015,10:47P6A P s. �, h� 0 sy lsiiita xU, o a ',111,,...,5040.51 . v a ftlxir' „itofi Lic.#:KW-06010523y Licensee:Vista Structural Engineering,LLC Description: 6013:beam at left side of front porch Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • • D(0.0525)L(0.035)S(0.0875) i i i i + 1 '. ..-_s..w...... � _.. ...S° .R e-s . 1 • • • • 4x10 l Span=15.250 ft • �`"'fr' Service loads entered.Load Factors will be applied for calculation: ,�11�eti Lt}atls: a.F .> ....�.�.. . .. �.�',.,..�_.. :moi Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=3.50 ft �?I=r�1tf�M)ftfil�� o-..,�... Desi ri 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 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 +D+L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.566 0.155 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.54 611.56 1080.00 0.60 27.98 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.272 0.075 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.94 1350.00 0.36 16.79 225.00 +D+S4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.788 0.216 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.07 978.50 1242.00 0.97 44.77 207.00 +0+0.7501r+0.750L41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.408 0.112 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.29 550.40 1350.00 0.54 25.18 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.812 0.223 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1242.00 1.00 46.17 207.00 [I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150r Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) , ' (971)645-0901 F dennis@vistastructural.com ' ,,;,,„.r^ Printed:20 JAN 2015,10:47PM FIe=C:1liserspennis1DOCtJl E-1tENERCA 1t1150ec6 Lict} f `Seam .v EN RCALO,l► 1983-2014 46.14, 1aaVer6441118 #: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 Ci Cr Cm C t CL M tb F'b V fv Fv +D+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.319 0.087 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.29 550.40 1728.00 0.54 25.18 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.584 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1728.00 1.00 46.17 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.584 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1728.00 1.00 46.17 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.127 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.92 220.16 1728.00 0.22 10.07 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.127 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.92 220.16 1728.00 0.22 10.07 288.00 Overact Maximum>Deflectiots Load Combination Span Max. "Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4785 7.681 0.0000 0.000 Vertical lteactiorls Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.101 1.101 Overall MINimum 0.240 0.240 +D41 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 +O+0.750L+0.750S+H 1.101 1.101 +D+0.60W+H 0.400 0.400 +D40.70E41 0.400 0.400 +D+0.750Lr+0.750L+0.450W+H 0.600 0.600 +D+0.750L+0.750S+0.450W+H 1.101 1.101 +D+0.750L+0.750S+0.5250E+H 1.101 1.101 +0.600+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 t Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1A4, 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prar'ted:20 JAN 2015,10.47PM 4'1 '' " 1 _x �1 � x t - C 1t 15p. , .,1•,,,,,,,,e,,0,-t s� ,x -'3�..v„, �' 3- .,s 1.E.,»:x 0Fr�. „A. 5ti-.... .. �."i..5`.��. ..,,_ '� TM �,,,'�y„�f�,-,mos • �,*.(� .. .�� ,.,^ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of dining room '1747e6IXIM:s.:::ftWerIAINFINAI",Ailiklr.:04 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)L(0.13)950.325) • + + + * + + + 0)0.165)U0.44( * + • D(0.D8) • + + + + + • • • • • • • • • 3.5x10.5 •• • • • Span=8.501t • :if 7741idiiiiiiiW F ;fir • ff 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) !-DES1GNSUMi41ARY 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 ft):Actual = 1,715.83 psi fv:Actual = 140.53 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 920 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.218 in Ratio= 468 Max Upward Total Deflection 0.000 in Ratio= 0<240 • $X1if�i11;1 t. '4.'s (�.„e �- 1,. dSOt1g1tll-H ---- Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=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 +0+141 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 +0+Lr+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.252 0.187 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3000.00 1.52 61.86 331.25 +0+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 j' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ' Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) kilt, (971)645-0901 - Pr dermis@vistastructural.com ' - Printed'20 JAN 2015,10.47PM Woad'Beam ._. , , F 11 C,NC 1 83201 3eU 11'18 V-1t3'150 18 ... 11.18,VerS 411:18'.; Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at left side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M It) Pb V iv Fv Length=8.50 ft 1 0.492 0.365 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,475.70 3000.00 2.96 120.86 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.683 0.507 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 2760.00 3.79 154.50 304.75 +0+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.197 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3840.00 1.52 61.86 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.197 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3840.00 1.52 61.86 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.384 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,475.70 3840.00 2.96 120.86 424.00 +1J+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.491 0.364 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 3840.00 3.79 154.50 424.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.491 0.364 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 3840.00 3.79 154.50 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.43 453.19 3840.00 0.91 37.12 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.43 453.19 3840.00 0.91 37.12 424.00 Overall Maximum,Deflections m„ ti , . K .. ... Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750S+0.5250E+11 1 0.2176 4.281 0.0000 0.000 Vertical Reactior15 4 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 +04i 1.905 1.905 +D+L+H 4.327 4.327 +D+Lr+H 1.905 1.905 +D+S+H 3.286 3.286 +D+0.750Lr+0.750L+H 3.722 3.722 +D+0.750L+0.750S+H 4.758 4.758 +0+0.60W+H 1.905 1.905 +D+0.70E+H 1.905 1.905 +D+0.750Lr+0.750L+0.450W41 3.722 3.722 +D+0.750L+0.750S+0.450W+H 4.758 4.758 +D+0.750L+0.750S+0.5250E+H 4.758 4.758 +0.60D+0.60W+0.60H 1.143 1.143 +0.60D+0.70E+0.60H 1.143 1.143 D Only 1.905 1.905 Lr Only L Only 2.423 2.423 S Only 1.381 1.381 W Only E Only H Only 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 2015,10:47 PM r r . s,, s.3r" ,., ' * , f .` sl " ,,...7 ISIRPMPAI 1I§? 9 MP Pali.a . , .it,.. .. Yx.,-,:.��a�.,, ..s ,91;9 o-. : ,,fk4 H-ram� .ay i r ,.� St 's 1.-, PF'.<. ,i 'tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Flush beam above light side of stair opening in first and second floor systems Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.135)L(0.36) • • ar f z r x �r : s w 'S L 4 • • • A• 4X10 A Span=7.Oft • `.. PPI L;G `s, ;> s4 H, a PK 1W115 Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft goES(G1S M- RY_.r : ._�M � ,...._ � Desi•n 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 fv:Actual = 62.69 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination -'04.41 Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft j Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153 • Max Upward Total Deflection 0.000 in Ratio= 0<240 • i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r C m C t C L M fb Pb 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 +0+141 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.675 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+S4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.083 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1242.00 0.37 17.10 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.442 0.228 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1350.00 1.11 51.29 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.480 0.248 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1242.00 1.11 51.29 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) :"1). (971)645-0901 :y dennis@vistastructural.com Printed:20 JAN 2015,10:47PM vvOOt Beam , ..F f. ,, :'ENERC.A1.0 JNG,'l9 34,au 4:1118 .14 1,1188 ? Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Flush beam above right side of stair opening in first and second floor systems Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M lb Fb V fv Fv +0+0.60W+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +4D+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.069 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 10.26 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.069 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 10.26 288.00 Overall Maximum:Deflections ,` Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Defl Location in Span +O+L+H 1 0.0728 3.526 0.0000 0.000 Vel ical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 Overall MINimum 0.284 0.284 +D+H 0.473 0.473 +D+L+H 1.733 1.733 +D+LT+H 0.473 0.473 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+H 1.418 1.418 +O+0.750L+0.750S+1 1.418 1.418 +D+0.60W+H 0.473 0.473 +D+0.70E+H 0.473 0.473 +D+0.750Lr+0.750L+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.450W4i 1.418 1.418 +D+0.750L+0.750S+0.5250E+H 1.418 1.418 +0.60D+0.60W+0.60H 0.284 0.284 +0.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1.260 1260 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane project Descr. Tineer: DMH uckunder Cottages(60 series) Project ID: 1150 I Beaverton,OR 97008 ' (971)645-0901 ;, dennis@vistastructural.com Printed:30 JAN 2015,4:07PM W> 4, 8g 1 off-AAA . - 0. t 4 { A ° .; '44.---/,13A-15-41 yE C''- `e r, .,� .� a ,; M ��''. ., .,K }� � P r x til 1N aA, ' ,�511 :� z,-:?� e ��..�.,r:.«�_ a,;. .«�,._,,-tom .�' ,a.'�.; ���,+r„'�,,, � ,�.�.... . . ,,. ,a„ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam supporting rear wall of main floor t 7 14* --7 71<,. .mom Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Pill 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(0.09)L(0.15)S(0.075) i i * * * D(0.16) i i i i i kJI :- ---- �� ... :.. •--,...-.:,„,...:,.• •., Ls`tl t ---..,.e..--,,,-4-: -. ��' A, i. „ Ali. <:%,,,,/,;;;'' • s i 410- 5.5x16.5 A • • • • • • • Span=21.50 ft,; 0Jt <444Erat ry 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) "ifitt1d1t1NlfiVA,..{.,. . ri-I , ,.:. Desi.n OK Maximum Bending Stress Ratio = 0.507: 1 Maximum Shear Stress Ratio = 0.247 : 1 Section used for this span 5.5x16.5 Section used for this span 5.5x16.5 fb:Actual = 1,167.74 psi fv:Actual = 65.41 psi FB:Allowable = 2,302.99 psi Fv:Allowable = 265.00 psi Load Combination +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 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 F'b V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.362 0.176 0.90 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 2072.69 2.55 42.07 238.50 +0+141 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.507 0.247 1.00 0.960 1.00 1.00 1.00 1.00 1.00 24.29 1,167.74 2302.99 3.96 65.41 265.00 +D+Lr+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.261 0.127 1.25 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 2878.74 2.55 42.07 331.25 +D+S+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.362 0.176 1.15 0.960 1.00 1.00 1.00 1.00 1.00 19.95 959.37 2648.44 3.25 53.74 304.75 +D+0.750Lr+0.750L+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.369 0.180 1.25 0.960 1.00 1.00 1.00 1.00 1.00 22.12 1,063.55 2878.74 3.60 59.58 331.25 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com Pointed:30 JAN 2015,4:07PM Wood Beamc.-AC INC 1n 2oet ,AENERc aw,.15 6 � .r�, ,.,..,.. v� , ... „�,o..�� �. . _� . ;, ,,,,,';!,7,' 4 ; �o- Licensee�Vista 3tru turas 2016 Engin e�.15.7."l� -' tic.#:KW-06010523 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 Cm C i Cr Cm C t CL M fb Pb V fv Pv +D+0.750L+0.750S41 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.461 0.224 1.15 0.960 1.00 1.00 1.00 1.00 1.00 25.37 1,219.84 2648.44 4.13 68.33 304.75 +D+0.60W+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.204 0.099 1.60 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 3684.79 2.55 42.07 424.00 +D+0.70E+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.204 0.099 1.60 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 3684.79 2.55 42.07 424.00 +D+0.750Lr+0.750L+0.450W+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.289 0.141 1.60 0.960 1.00 1.00 1.00 1.00 1.00 22.12 1,063.55 3684.79 3.60 59.58 424.00 +D+0.750L+0.750S+0.450W+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.331 0.161 1.60 0.960 1.00 1.00 1.00 1.00 1.00 25.37 1,219.84 3684.79 4.13 68.33 424.00 +D+0.750L+0.750S+0.5250E4 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.331 0.161 1.60 0.960 1.00 1.00 1.00 1.00 1.00 25.37 1,219.84 3684.79 4.13 68.33 424.00 +0.60D+0.60W+0.60H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.122 0.060 1.60 0.960 1.00 1.00 1.00 1.00 1.00 9.37 450.59 3684.79 1.53 25.24 424.00 +0.60D+0.70E+0.60H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.122 0.060 1.60 0.960 1.00 1.00 1.00 1.00 1.00 9.37 450.59 3684.79 1.53 25.24 424.00 dial)l Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +O+0.750L+0.750S+0.5250E41 1 0.5729 10.828 0.0000 0.000 1/erticai 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 +D+0.750Lr+0.750L+H 4.115 4.115 +D+0.750L+0.750S+H 4.720 4.720 +D+0.60W+H 2.906 2.906 +D+0.70E+H 2.906 2.906 +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+0.7505+0.5250E41 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 7140 SW Queen Lane.LEngineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 W dennis@vistastructural.com Printed:20 JAN 2015,10:48PM 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-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(0.09)L(0.06)S(0.15) i i i $ i .�R� 410 1 • 6x12 • Span=16.50 ft i Service loads entered.Load Factors will be applied for calculation! Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.011 DESIGM,SUMM RY M 'z,f f, Design OK Maximum Bending Stress Ratio = 0.806. 1 Maximum Shear Stress Ratio = 0.208: 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73 psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 877 Max Upward Transient Deflection 0.000 in Ratio= 0<360 •• • Max Downward Total Deflection 0.372 in Ratio= 531 Max Upward Total Deflection 0.000 in Ratio= 0<240 i i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CI_ M fb Pb V fv Pv +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+4-1 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 0.561 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 +0+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.269 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1125.00 0.66 15.68 225.00 +0+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.781 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.17 808.47 1035.00 1.76 41.82 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.404 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1125.00 0.99 23.52 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.806 0.208 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1035.00 1.82 43.12 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 A ' 4 Project Descr: Tuckunder Cottages(60 r Beaverton,OR 97008 1 9 series) � 416 1 e (971)645-0901 iiip7,,,t.fr ., dennis@vistastructural.com '"" °'"'� Printed:20 JAN 2015,10:48PM -lUsersil�ennis\DOCUAE--91ENERC7t t11150ec6 aa,„,_„_-,:_.,,,,,,- -,_,--,L___ealn ,4 ENERRCCALC'1NC_;19832014 Bu d6:141t 18 Ver.&1411,18 Lic.#:KW-06010623 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header above garage door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M lb Pb V fv Pv +D+0.60W+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.316 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1440.00 0.99 23.52 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 l:Overall"Maxi ium Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span +0+0.750L+0.7505+0.5250E41 1 0.3722 8.310 0.0000 0.000 Veljical Reaction ' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.042 2.042 Overall MINimum 0.446 0.446 +D+H 0.743 0.743 +D+t+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+0.60W+H 0.743 0.743 +0+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+0.5250E41 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) w (971)645-0901 ,,,tost; dennis@vistastructural.com Printed:20 JAN 2015,10:48PM sS �q f ' ` , ); it 'ila ifs s 4- '+ Y e " e - lktig, Anfo 0 yT 3 � ,, ?' kF /GFS 'Z"*F „w.,,,R-., ,r N Q ,�, fiv �!-�::.. du;�x a, F,Y� Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam through middle of crawl space Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling iv + o(0.11j L(0.44) • am.z..a.. .. . . _.__.,. u.� .a • • •• 4z8 A • • Span=6.50 ft 11407.0144: , r r Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 fl DESIG14 St111+l1 Y <FI kx r ` Desi•n OK Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.480: 1 Section used for this span 4x8 Section used for this span 4x8 • fb:Actual = 1,136.81 psi fv:Actual = 86.38 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+{_+H Load Combination +D+L+H • Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 780 Max Upward Transient Deflection.. 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.125 in Ratio= 624 Max Upward Total Deflection 0.000 in Ratio= 0<240 I aXR * tW4 edn. :14.4nA Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CI_ M fb Pb V fv Fv +D+}{ 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.216 0.107 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1053.00 0.29 17.28 162.00 +04?+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.972 0.480 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.90 1,136.81 1170.00 1.46 86.38 180.00 +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 +4J+S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.169 0.083 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1345.50 0.29 17.28 207.00 +D+0.750Lr+0.750L+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 j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,t0:48PM F8e G:1liSG5t[3�InalflOCllh 1SE CA-111,1SO 6 fti6oi Beard „.,.a,„-.ENERCk1_C;.1NC 19932074 Eutd-&1411.18,51er.6:14:11.18,' 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 FN Ci Cr Cm C t CL M fb Fb V fv Fv +O+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.70E+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.7505+0.450W4 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 Ov+eraUMaxi iiiir Deflectio>ts Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1249 3.274 0.0000 0.000 Vertical l200011S; • Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 0.215 0.215 +D+H 0.358 0.358 +D+L+H 1.788 1.788 +D+Lr+H 0.358 0.358 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+H 1.430 1.430 +D+0.750L+0.750S+H 1.430 1.430 40+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+0.7505+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 1 j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 n ` lirr dennis@vistastructural.com -N„t : Printed:20 JAN 2015,10:48PM .. L - ,.14,114:43: T KwfiC g , A i , „ ' ,',..,, £11.40 93O2i4 4l4fl , 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 1 + D(0.075)L(0y..05)S(0.125) l • • $ � 4- t.L' f 4. •• • • A2-2x8A • • Span=6.50 ft PWW.,Lp3i tillinft WitiViikinla Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft . :1V4' Desi•n OK Maximum Bending Stress Ratio = 0.400: 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 497.35 psi fv:Actual = 37.79 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+11 Load Combination +D+O.750L+O.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 sr . t, Fierce tit- ,_ ,I S>"u aiii iOa$1i14 A 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+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.186 0.085 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 972.00 0.20 13.74 162.00 +0+1.41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.279 0.127 1.00 1200 1.00 1.00 1.00 1.00 1.00 0.66 301.43 1080.00 0.33 22.90 180.00 +D+Lr+H 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+1f 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.388 0.177 1.15 1200 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 0201 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+0.750S41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.400 0.183 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1242.00 0.55 37.79 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) Ike (971)645-0901 "fir ' - dennis@vistastructural.com ^^"""' Printed:20 JAN 2015,10:48PM Elle s�11ms1DOClNE114.4, ERCA-1111Se6w'�d:,.8- 11' : ENERCAI.C,iNC 1983-2014 BU8d6.1411:18'Ver61411.13 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 Ci Cr Cm C t CL M fb Fb V fv Fv +D+O.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 1200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1728.00 0.20 13.74 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.105 0.048 1.60 1200 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+0.450W4I 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 +1J+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.288 0.131 1.60 1200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1728.00 0.55 37.79 288.00 +D+0.750L+0.750S+0.5250E+11 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.288 0.131 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1728.00 0.55 37.79 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.063 0.029 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.24 108.51 1728.00 0.12 8.25 288.00 +0.60D+0.70E+0.60H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.063 0.029 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.24 108.51 1728.00 0.12 825 288.00 -,Overall Maximum°.Deflections ;, Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0547 3.274 0.0000 0.000 UertiCai, actiOils ,n Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.146 0.146 +D+H 0.244 0.244 +D+L+H 0.406 0.406 +D+Lr+H 0244 0244 +D+S+H 0.650 0.650 +0+0.750Lr+0.750L+11 0.366 0.366 +0+0.750L+0.750S+11 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 17140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,1.48PM �a@�,,,,00 .ft ww. ,tib,. 4iI „< ,,.,...; .ilit. 4 V ,.i 11 14 !� a �t 1"` ! 1 ,.., 6 :... ,.�..,:� FE .w Licensee:Vista Structural Engineering,LLC L1c.#:KW-06010523 Description: Plan 60:Footings supporting crawl space posts R' 7 Elle. Celjt -44:,„,, 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 SoiVConcrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depti= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 1.50 ft Z Length parallel to Z-Z Axis = 1.50 ft Footing Thicknes = 10.0 in -Ui,- Pedestal dimensions... X , px:parallel to X-X Axis = in pz:parallel to Z Z Axis = in Height in VN0PRebar Centerline to Edge of Concrete. , m at Bottom of footing = 3.0 in E` p rc 'tenfang,r amw � r ,* 1'�• w Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 1 lit a� :n z3zF Bars parallel to Z-Z Axis ' _ , t�i � : Number of Bars = 2.0 i. , 4 z" i;4 arg L, j ;: lig: Reinforcing Bar Sizt = # 4 : i t ; j : {41{.' L9,1! r lh 'Elf a i t ti tin. r1 Bandwidth Distribution Check (ACI 15.4.4.2) :� art ;: ill -- y , i-.. Direction Requiring Closer Separation n/a �� t I `•• = ' 1 I ,, . — #Bars required within zone n/a #Bars required on each side of zone n/a 540,411P,„':Lads= .' , . ;„.c1 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 :k,,,,,,‘„,,....,......o7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Protect Descr. Tuckunder Cottages(60 series) (971)645-0901 A/ dennis@vistastructural.com Pnnbd:20 JAN 2015,10:48PM 5 , File ClUserslt�ennisDOClAE-1SENERCA 1111�ec6 elAgbaa ppo 111 st eRRcnLC 1Nc a' 2014,eu�a.s,14.118 ver6,14 818 ;.. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts DESIGN Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7940 Soil Bearing 1.588 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1148 Z Flexure(+X) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 Z Flexure(-X) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.6011 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 i-: 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 br`ertumrng Stability. Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Shtlmg Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Side? Bot or Top? in"2 4n"2 in"2 k-ft X-X,+1.40D+1.60H - 0.1155 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.60H 0.1155 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6270 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.505+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 ructural.com j Printed:20 JAN 2015,10:48PM 4 ' ,+:A-ic e P-, r 7 y "- >. y 1Use�3lrlyM3 IENER g ( Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Z-Z,+1.40D+1.60H 0.1155 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK 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) z jI (971)645-0901 dennis@vistastructural.com Panted:20 JAN 2015,10 48P " nisIDOCUAE-tiB ERCA 7S1t es, ,eneraa` ooilE7 �, 1t sersillQn g ,, „ -„rte,.. ..._ ... , . ENF#iGAL NC.596 20h u�tt81?kYI B,>ler i1lt918;-`' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Footing Flexure. . Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Flexure Axis&Load Combination k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Status Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0 90D+E+0 90H0 07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK One Wiy ear r j u 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+0.505+1.60H 4.644 psi 4.644 psi 4.644 psi 4.644 psi 4.644 psi 82.158 psi 0.05653 OK +1.20D+1.60Lr+0.50L+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+1.60Lr+0.50W+1.60H 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 82.158 psi 0.008926 OK +1.20D+0.50L+1.60S+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+1.60S+0.50W+1.60H 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 82.158 psi 0.008926 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.50S+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.205+E+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +0.90D+W+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK +0.90D+E+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK Punching Shear ., All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 3.96 psi 164.317 psi 0.0241 OK +1.20D+0.50Lr+1.60L+1.60H 21.497 psi 164.317 psi 0.1308 OK +1.20D+1.60L+0.505+1.60H 21.497 psi 164.317 psi 0.1308 OK +1.20D+1.60Lr+0.50L+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+1.60Lr+0.50W+1.60H 3.394 psi 164.317 psi 0.02066 OK +1.20D+0.50L+1.60S+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+1.60S+0.50W+1.60H 3.394 psi 164.317 psi 0.02066 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+0.50L+0.50S+W+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+0.50L+0.20S+E+1.60H 9.051 psi 164.317 psi 0.05509 OK +0.90D+W+0.90H 2.546 psi 164.317 psi 0.01549 OK +0.90D+E+0.90H 2.546 psi 164.317 psi 0.01549 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 ° Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) - • 4 (971)645-0901 . dennis@vistastructural.com ' ....,..,,... Printed 20 JAN 2015,10:48PM f y :. Z4. 5r :?tfi' g ✓ h .o ? Fie `ri p K311t1150, `f 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 psffft Water height over heel = 0.0 ft Passive Pressure = 300.0 psffft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 216.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf j Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK tb/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 = - 893.2 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 65.9 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 j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 lr dennis@vistastructural.com " "� Printed:20 JAN 2015,10:48PM 'i4 iCik- 3id z 1 IUsers�nifflpppA ENEC -1150ec6 �-: � 'Y Tp1ga1, _,.. . rCLC Nais o43 aM 116,Y .14.1E18 . Lic.#: W-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 Width = 12.00 in Mu: Design = 506 1,901 ft-lb Key Actual 1-Way Shear = 1.69 20.28 psi Key Width Key Distanceepthfrom Toe = 2.00 ft= 0.00 in Allow 1-Way Shear82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 1,260.4 2.29 2,888.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.92 252.0 Added Lateral Load = 216.0 4.43 957.6 *Axial Live Load on Stem = 715.0 0.92 655.2 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.29 Surcharge Over Toe = Stem Weight(s) = 600.0 0.92 549.8 Earth @ Stem Transitions = Total = 875.5 O.T.M. = 2,461.3 Footing Weight = 416.6 1.67 694.3 Resisting/Overturning Ratio = 1.78 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 3,267.0 lbs Vert.Component = Total= 2,552.0 lbs R.M.= 4,384.1 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D r i i7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com ,.._, ,,�r Prince 20 JAN 2015,10:48PM � l,. .k. t 1 i ``. fix r � #031t r!1411X 1t� 115 iaggi ,.gcAtMi0iI4Zof~*TAY*r44;Wa 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 Axial Dead Load = 275.0 lbs BaelSoil at Ba Walll = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at of Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stern OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 2,589 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 4.75 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,754 psf OK fb/FB+fa/Fa = 0.441 Soil Pressure @ Heel = 129 psf OK Total Force @ Section lbs= 835.8 Allowable = 2,000 psf Moment....Actual ft-I= 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 fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 L 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) y` (971)645-0901 d Printed 20 JAN 2015,10 48P Canti)eveired Retaining Wail IDocut -x E 111150 sersii m >FN cA , „._, . t ac coNc 1sB3-204 euAmitlt1s,v4 a 1 1tla 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 = 12.00 in Mu: Design 879 514 ft-lb Key Key WidthActual 1-Way Shear = 10.55 10.54 psi Key DDepthpth istance from Toe = 2.00= 0.00 in Allow 1-Way Shear = 82.16 82.16 psi ft Toe Reinforcing = None Spec'd f c = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 655.4 2.21 1,447.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 1.33 366.7 Added Lateral Load = *Axial Live Load on Stem = 715.0 1.33 953.3 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions = Total = 659.5 O.T.M. = 1,503.7 Footing Weight = 343.8 1.38 472.7 ResistinglOvertuming Ratio = 2.05 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,589.2 lbs Vert.Component = Total= 1,874.2 lbs R.M.= 3,086.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ji 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 y F (a r ,z � 3ra r 0n4fi E3(d 051ER A 50:6c6 Yw.�.u�:-� x�,d�,p <�..4ur. � -�...,0, .<..��, r<-„��'+ r ^A44gtt44,<.,.., � 1 �,�����3i /: 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 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pit 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 Stern = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.69 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.5! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 3.26 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,757 psf OK th/FB+fa/Fa = 0.782 Soil Pressure @ Heel = 179 psf OK Total Force @ Section lbs= 355.8 Allowable = 2,000 psf Moment....Actual ft-1= 448.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,368 psf Moment Allowable ft-I= 2,465.0 II 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 fc psi= 0,000.0 ....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 ( 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 0 (971)645-0901 K dennis@vistastructural.com -^,.- Printed:20 JAN 2015,10:4CPM tataievered Retainln .Y-llall :. F .P.Au6ersUethiaDOCU £- ENERCA t11sa „ . .., . gym. ._ , . u __ etg,o, � ``ENEt 1i ;;INC.198 201#Bn"tds6:a.44118 Ver614.1 ,'t8 ' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,368 241 psf Total Footing Width = 2.00 Mu':Upward = 274 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Key Width = 12.00 in Mu: Design = 257 207 ft-lb Key Depthepth = 0.00 in Actual 1-Way Shear = 1.40 6.38 psi Key Distancefrom Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd 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. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D rtoo7140 SW Queen Lane Enineer Pro9ect Descr. DMH dcunder Cottages(60 series) Project ID: 1150 Beaverton,OR 97008 (971)645-0901 : dennis@vistastructural.com Printed:20 JAN 2015,10:48PM s 4 r a as " r G• i5 lelmDAV WAD '' ° ce .: �. A,I rg5 Rt ' a , frbW*Ti,n ... �#83�1kBi 1F &f ' 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. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 96.0 if Surcharge Over Heel = 0.0 psf p Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Sliding = 0.88 UNSTABLE! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.14 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,256 psf OK fb/FB+fa/Fa = 0.275 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 451.8 Allowable = 3,000 psf Moment....Actual ft-I= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK ShearAllowable 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 Caics 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 Vista40 StructuralSWQueen EngineerLaneing,LLC Project Title: Plans 60A,B,D 71Engineer: DMH Project ID: 1150 Beaverton,OR 97008 III lk. Project Descr: Tuckunder Cottages(60 series) '$V ` (971)645-0901 IP! dennis@vistastructural.com �,.,�,> Printed:20 JAN 2015,10:48PM D i➢ennis -11ENEREXs 1111 caiitllevei'ed Rett itiing,Wall ..... ' `,145:'... ,.a.... y Rc c:t 1983-�� iajtaevers as �..:• Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 3,041 0 psf Total Footing Width = 2.00 Mu':Upward = 343 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 326 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.81 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 411.7 O.T.M. = 784.1 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 1.65 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D x 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Desch Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com „:. Printed:20 JAN 2015,10:48PM tn - V't " 4 e' i1� 1 r�/' c. ' ` 04 .DeC.1gUsereS{1Cp��13t1i1tStJC{a71y �+1g��.Et+tEio,l ytlifes 7;,;,' , -9 ,, r:P:J. ,.%„ -.1,,,%a'.H�".c.. .`y ll:, %,,x .' ,u i F,:gCxg >mS i i ;t4f-TiUfu+ l�.fiwY.W2.04 q tlftfOo-,A:i a i,, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530.11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 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 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.89 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,397 psf OK fb/FB+fa/Fa = 0.034 Soil Pressure @ Heel = 696 psf OK Total Force @ Section lbs= 99.8 Allowable = 3,000 psf Moment....Actual ft-1= 82.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,963 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 978 psf Shear Actual psi= 1.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding i Lap splice if above in= 12.00 Lateral Sliding Force = 112.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK c 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 j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 , Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ti 04 (971)645-0901 y dennis@vistastructural.com Pnnn'sd:20 JAN 2015,1048P 1111etEC1c11111t1g 1M yy yrG,'trtcl=jaiia ,File C..�j �CRniS�D�c(�suutsyatlas,vers.aal.sa. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,963 978 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 83 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = 24.0 1.95 46.8 *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 112.2 O.T.M. = 131.1 Footing Weight = 150.0 0.67 100.0 Resisting/Overturning Ratio = 3.66 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. 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) '40.h. (971)645-0901 ldermis@vistastructural.com ' PriMad20 JAN 2015,,10:48PM Sd 2 -' �b hl ; sf e CU 4D0CU` "most: TT -. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530.11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 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 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.70 OK Wall Material Above"Ht" = Concrete Sliding = 1.96 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.49 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,239 psf OK th/FB+fa/Fa = 0.022 Soil Pressure @ Heel = 854 psf OK Total Force @ Section lbs= 75.8 Allowable = 2,000 psf Moment....Actual ft-l= 53.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,741 psf Moment Allowable ft-l= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 88.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista 7140 StructuralSWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D DMH Beaverton,OR 97008 PErongject inDeere: Project ID: 1150 scr. Tuckunder Cottages(60 series) '. (971)645-0901 _`j'_,, dennis@vistastructural.com "`r^ ...- Printed:20 JAN 2015,10 W ;Cantilevered Retaining Wall File ClltserslDwnits'OOCUkE-='4IENERCA-11j150 ec6 . .,,., ,,, . •, :.- .,;(n'`ENERMeilh7C 19832014Bad:B.14.11.18.Ver6,141t18 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 = 12.00 in Mu: Design = 54 19 ft-lb KeyActual 1-Way Shear = 0.00 1.42 psi Key Widthth Key Distanceepthfrom Toe = 2.00 ft= 0.00 in Allow 1-Way Shear82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 88.2 O.T.M. = 84.3 Footing Weight = 150.0 0.67 100.0 Resisting/Overturning Ratio = 5.70 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,395.0 lbs Vert.Component = Total= 680.0 lbs R.M.= 480.6 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D �` 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) * �! '10 (971)645-0901 ,s..„.........0.) Bennis@vistastructural-com -�- Printed:20 JAN 2015,10:48PM bmt, i, c E / i€ ups � ' a, lif 7�95� F vic4pleyz a t .o o , f, o. f Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 a. � mrirt ' General inf rnnm lttw , f_. :aNT iia* .. Material Properties AnalysislDesign Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Mm 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 "Sold I italic aii tirl' ,-,-., _,. <A '' 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 Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increaser foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) D]Ilmensiot`i&Relnforrltli' anti 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 in^2 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 in^2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 Applied @ Left Column D Lr L S W E H Axial Load Downward = -3.704 k Moment(+CW) = k-ft Shear(+)Q = 1.677 k Applied @ Right Column Axial Load Downward = 3.704 k Moment(+CW) = k-ft Shear(+X) = 1.677 k Overburden = 0.150 M 7a 4 24 6 r 4Vista 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) d� (971)645-0901 "' lire dennis@vistastructural.com Printed:20 JAN 2015,10:4EPkt Combined Footing ,t -- f , NeR tcstt 4.a,4dt£-,41118siAe�5141116 1i�s 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 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 Sari Bearing ..., Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One Way'Sheart , ,,,r .- Punching Shear _,.. Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 i. Vista Structural Engineering,LLC Project Title: 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 Prim 20 JAN 2015,10:48PM '., e y re,m �rkb M " � �+ "r � y�� � � �iaEERAit 1 4J� &,„ t i�3ai$si 4p _ 2. �a; rtIt 0 §.. 1** lii � , ,� Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LL C Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage H Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 x aii Material Properties AnaysislDesign Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 T[IA�D I li8#1{lP. -7 4 tax ,•11 Allowable Soil Bearing 3.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250.0 pcf Increases based on footing Depth.... (Uses entry for"Footing base depth below soil surface"for force) Allowable pressure increase per foot ksf when base of footing is below ft Coefficient of SoiVConcrete Friction 1.0 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) 4mx b1i i rot 4 e CtRFS '. 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 gars Btpxm Cols Bars 3 4 0.60 0.0 in^2 Footing Width = 1.50 ft Bottom Bars 5.0 5 1.550 0.0 inA2^ Footing Thickness = 15.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 5 1.550 0.0102 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 in^2 Applied @ Left Column D Lr L S W E H Axial Load Downward = -10.175 k Moment(BCW) = 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 ri '! • rte;,,. :. ...... . ........ �sn4'$' ` _ 111.... ; .., .,. .... 20 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) £ 4 (971)645-0901 4fdennis@vistastructural.com Prinsd:20 JAN 2015,10 43P Co.�m,b, >n�F ed Footing. ' ....�..,., .. ... ,. �, .. EE 1 CALCC INsCe'198a-014,Bru 7a j]4 t3 E#SR,CA 151150+ 6 Vec6: 1#18". 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 . , •,.,.;',,,n,,,,,,:„--z,_ . Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stability r Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One WayShear "` .- '' ° -:Punchin ,Shear 6 , 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 41 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 �� c y v - . 5 X, r r s C 1U$ers1S enn 5 9 0a a r ,.. ©.i4;.-,s, , . S ,,v., 4,6�s6i,�),4,?....4, .e....eA:,: izi <<, ".... ...,e.;;;. .:,rri s...: .A sun .r.4>.,. :.'- f-,-.`1,0'1 .,. `� S;a, ,;.r. --:N Lrc.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 1 , 4� Ind;, 10,;.T a fxniaJ Material Properties AnalysislDesign Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'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 when base of footingre 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 increaseo per foot ksf is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Distance Left of Column#1 = 18.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.0 ft Sq.Dim. = 6.0 6.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 0.50 ft Height = in Bottom Bars 5.0 4 1.0 0.0 in^^2 Total Footing Length = 22.50 ft Top Bars 5.0 4 1.0 0.0 in.2 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 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.0 in^2 Apphec!Loads g f ," , ' ff.. Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.90 0.450 1.125 6.862 k Moment(+CW) = 1.790 k k-ft Shear 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 iv1 t3-IT J 4'-IT A+ �.�.. e . 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) 9fi 1411- (971)645-0901 dennis@vistastructural.com "� Printed:20 JAN 2015,10:48PM ,.....,:%4' ----z- � FOC/tlil(� '1UseislDearnistopcu 1iENERCA-1t115Qec6 '` CALC.INC/983-2014,Built&741118,\/�6&141118.,z' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door 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 ,Soileanng Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Sfabllity Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One WayShear fiPunching 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) 4, (971)645-0901 dennis@vistastructural.com •-. Printed:5 FEB 2015,10:43AM a 'ae.w a°1. :w .� k r -'3s t'10�yle- 1 +a t u k £D6'•` .",< 6�`��� �' 4`` z� a., - 0.. A, ",S'S r�° m9•5 S�.A "' ,' OM,.: . -1W.. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 ErdelE0Wilill7„„W,07fie° 741 774,i-;. °:17.41 Material Properties Analysis/Design Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes Ec Rebar oncreteld 60 ksi Elastic Modulus 3122 ksi Man Steel Pedestal Bending Reinf(basht as ead ed onNo 'd') Concrete Density 145 pcf Mm 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 Pd11711t�� :,1 4:,..44111al At 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 SlidingResistance 250 Increases based on footing Depth.... Allowable pressure increase per foot 0 ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below 0 ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width... Allowable pressure increase per foot 0 ksf when maximum length or width is greater than 0 ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Distance Left of Column#1 = 1.50 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 4.667 ft Sq.Dim. = 8.0 8.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 1.50 ft Height = 1.0 1.0 in Bottom Bars 2.0 4 0.40 0.2303 inA2 Total FootingLength = 7.667 ft Top Bars 2.0 4 0.40 0.0 inA2 9 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 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 4.0 in Bottom Bars 2.0 4 0.40 0.2303 inA2 Rebar Center to Concrete Edge @ Bottom= 3.0 in Top Bars 2.0 4 0.40 0.0 inA2 A)iplias ,...:. . .. ., ,,.. l� . Mill 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 Y r. .. xa,, : . � :a-a a t, a=74 1'-6" 4'$1/16" 1•-6" 7'-8-1/16" Vista Structural Engineering,LLC Project Title: Plans 60A,B,D r L. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ,; '' t (971)645-0901 4.0 dennis@vistastructural.com ,,,,,...iii Prited:5 FEB 2015,10:43AM 7 Fid-C'UlserslDennisU?DCIf�IE-1 , ,,,„ 50, ,, i„ ,.. ,, , ..,,_ . ing , .,. _ Eata3 e,ttac.as63=ofs,B : fs , itis. t:_, Lic.#:KW-06610523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch DESIGNS1JMM4RY 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+1-1 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 +1.200+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#1 2.611 psi 164.317 psi +1.200+0.50L+1.60S+1.601-1 PASS 0.01589 2-way Punching-Col#2 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.601-1 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+1.605+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 Soli Beanng__...'-' lf 4 rt Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+L+H 1.69 k 0.000 ft 0.17 ksf 0.17 ksf 2.00 ksf 0.083 +D+Lr+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+S+H 2.11 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.103 +0+0.750Lr+0.750L+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.7505+1-1 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.60W+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.70E+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.750Lr+0,750L+0.450W+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.750S+0.450W41 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.750L+0.750S+0.5250E+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +0.60D+0.60W+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 +0.60D+0.70E+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +04I 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 +04.r+1-1 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 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 +0 600+0 70E+0 60H 0 00 0 00 999.000 0.00 0.00 999 000 t?ne�llVa.. punch.. -•Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.400+1.60H 82.16 psi 1.54 psi 1.54 psi 164.32 psi 0.87 psi 0.87 psi +1.20D+0.50Lr+1.60L+1.601-1 82.16 psi 2.48 psi 2.48 psi 164.32 psi 1.41 psi 1.41 psi +1.200+1.60L+0.505+1.60H 82.16 psi 3.39 psi 3.39 psi 164.32 psi 1.93 psi 1.93 psi +1.200+1.60Lr+0.50L+1.60H 82.16 psi 1.69 psi 1.69 psi 164.32 psi 0.95 psi 0.95 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 1.32 psi 1.32 psi 164.32 psi 0.75psi 0.75 psi +1.20D+0.50L+1.605+1.60H 82.16 psi 4.59 psi 4.59 psi 164.32 psi 2.61 psi 2.61 psi +1.200+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 j°' Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prbted:5 FEB 2015,10:43AM !a-'71744:130-444-- , ', y 4k � ,:sets ,,,„!.,,t:..,,0Nc.ffpk si1 ,, ea ,, 1 '. A! .. � ., ,: 404,, �� 0 ,4 em Lic.#:KW-06010523 Licensee :Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch .one 7109.�51 , ,. a,a .'-.s r PAe.F2� � .,r:.<.:;?'Ys. 1•s . , wry-`eM-4,4-41 .� a _.. 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 0.95psi 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+0.205+E+1.60H 82.16 psi 2.05 psi 2.05 psi 164.32 psi 1.16psi 1.16 psi +0.90D+W+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56psi 0.56 psi +0.90D+E+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56 psi 0.56 psi PL15-31 2-3-15 Roseburg J2 MAIN 10:06am a Forest Products Gnttpanl 1 of 1 CS Beam 4.11.26.1 lanBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 ...e..3..:». `Z_17 11 0 0 11 0 0 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 ranging members Live Dead 1 302#(189plf) 78#(49p1f) 2 863#(539p10 259#(162p1f) 3 302#(189plf) 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" 0999+ 5.07' Odd Spans L Control: Max Int React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Alpmductnamesoretademaksoftheir espediveowners KAMI L HENDERSON EWP MANAGER tom.. i ; copyright(C)2013 by Simpson Strong-Tie Company lee.All RIGHTS RESERVE. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicade design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON mus be revie+.ed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufarlurer's specifications. 503-858-9663 usGs Design Maps Detailed Report ASCE 7-10 Standard (45.42632°N, 122.85354°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and 1.3 (to obtain Sl). 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[13 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 S5 = 0.75 S5 = 1.00 SS _-> 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class= D and SS = 0.956 g, F. = 1.118 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period SI <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S, __> 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class= D and 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): SM1 = F„S1 = 1.575 x 0.425 = 0.669 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS - % SMS = % x 1.068 = 0.712 g Equation (11.4-4): S01 = % SM1 = % x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] T, = 16 seconds Figure 11.4-1: Design Response Spectrum T<T0:Sa`$ (O4+O.6T/TT) T8<T4T1:S,=StT T S p T t T2 1 ! i 41 f ! 1 # 1 y ! # � S # 7 i _ti # # ! c � A t 1 } i f i # 1 ! 1 f # ! i 1 r 'y :'., 's :sk=i: t$ Pint4 T(24) Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCE/ Response Spectrum The MC% Response Spectrum is deterinedby multiplying the design response spectrum above by 1.5. S,6 1 — / \ ) 743 �- 4 $ - . \ 5 1a aQ0.63 P !# Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7(4) PGA = 0.421 Equation (11.8-1): PGAM = FPGAPGA = 1.079 x 0.421 = 0.454 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA= 0.421 g, FP,„ = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[sl CRS = 0.895 From Figure 22-18[6] CR, = 0.871 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sos I or II III IV SOS < 0.167g A A A 0.167g 5 Sps < 0.33g B B C 0.33g 5 SD, < 0.50g C C D 0.50g <_ Sps D D D For Risk Category = I and SD, = 0.712 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sol I or II III IV Sol < 0.067g A A A 0.067g 5 Spy < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g So, D D D For Risk Category = I and Sol = 0.446 g, Seismic Design Category = D Note: When Sl is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://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 :I. Ta 0.2 (=0.1 x#STORIES) Ssi0 956c Si 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 l �il F,, `m g e l lig __.• g. rte, . , I SMsi lk - (=FaS:) le 1.0 (Importance Factor) 5M1iiigikaiiipi .,.., 1�6 uei (=FSS,) R 6.5 (Response Modification Factor) SDS ,D1 ... (Seismic Design Class) SOS 0 698 (= 2/3xSMs) SO1 i : X43 (=2/3xSo1) Vat ootid s ��lbs (=C,x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 15;psf 2ND FLOOR DEAD LOAD 10 psf FIRST FLOOR DEAD LOAD • .10 psf AREA(ft2) WEIGHT(lbs) HEIGHT(ft) Wxhxk C„x Fx(lbs) 2ND FLOOR 1188 •23760 :. 18 5 439560 78 7%. 3013` 1ST FLOOR 1188 118808'' 10 „.141,:134109,41I0141,:'.: . 0%-2 ' • 804: k=1.0 TOTAL WEIGHT,,,) 3504 FX C„V ptsc4 4.-ID 'St'AUC W)/JD przg,(Surz S: ,►... .� PRec'Cvli. .(vsF3 0, liC-/c/psi-2-VG.* TiTl. to.,(0 . ii r 1 - i w=/q Z-21°S- C CII y).1a,c- rz.Zps4 1zZ4- '.‹,.D,N,, 11 i 111111 0. 1 1 Q I is 1 i = .;."41%",�° /41-;to ts �06 ., cg ,-,, ,:..4..z", • • .. e . 1 • _ 1 _ „,, 1,3-4.04 )7 . - . �• . Con Ir . i ,; .0 --. . . ••• ., f"--- - Ili 111111 I Eimil.- /_ - =___ ..,. :. .: int E I zv Plan 60A r -0 SIDE ELEVATI N P 1/8”=1I-0" ENGLISH RE VAL 15LAt ) .4.,.. w - tu { • I I ..i.........,........„ . ':5.1 -.4;" :?, L C7 ' Plan 60A SIDE ELEVATION 11 1/$"=1'-0" ENGLISH REVIVAL A- c-c 1---10 p-a)U U-jD w f,,41 r -<su l4W D Lc4 W 6 '--Z- a,0.-,t, -i� - .gss.* E CR Ste) - a )s.LI lO,(o CG 12-Z._ El 8-q '1Z G urs t ‘1-4(11.7-S.d,tu "tc 1" 0 k/i).(W' c Tb 144 1 Q/ * - — •.Aiiiki e. n �M �� I l -(Q V,` a ■■ ■■ ' • R 1 t ti CO- ■■ ■■ l!�e�,= • E y5-M0-T1 ) ��4 %I J1i! t,..1 — g. k'�s Sec - _� IP II lit 1 inI - Plan 60D FRONT ELEVATION 114'-1'7 French Rel q-- A --b 6 c-ED c.3ti,1'D c(J E : \h11 (t,/Ptp.14 T-.),'-- 40-.D i _TOP OF ir _�Ii L—�J zo 2ND FIN. FLOOR ,-- a NC / - ...1 j P � � ° i�� - ,_ -s IC9 rot - 1ST FIN. C FLOOR / _ a` I I 1 n 1 m HBSMT FIN. —F1 DOR —,r Plan 60D REAR ELEVATION 1/8" = 1'-0" FRENCH REVIVAL 4s _ ---i-- ID T- —S) INP p7(cuR75 . .6.. � -i'maoTe_eC.in ) trl p\fi��� ��4. (co 04E-16 I .124 O;12x $�`iPsg 1QZ Z kYrrc 1.7T-\'' 7 I---' 100k4- L c.. . / 7 / ,.1 t-101--fc-. 1 .---- L'I2 13 Q M 1.2-` 1-i:.-cfk 1y.`14 t . 1. 0/4 — 4` _... 602 0 .• - t0 C ( = �, G1;14x 1�/,7(�5 i - ;i72; MOMI-113 - . - E . . 7 5 „.. .. -----„, 1o' 21 aw / , ,tz 122 - — Plan 60D SIDE ELEVATIO rZi 1/8"=1'-0" French Revival V4' 15-- 7 I 11. C7� ar t • • ., �� �_ - jar? am. 111 _ i � ;mac=.immommi, S- Dv, Plan 60D SIDE ELEVATION 1/8"=1'-0" French Revival Ui r n1 D /-oAV)46 FO LZ r., -- I C2 10,Ca Ste" t 111‘) ( flic'l ki/\11 7 1,01).1 (4' ''' FULL HEFAUX CHIMNEY \ AT PUBLIC ACAUES //4 i.' 12 51.>211111 4 :.�I�i I Eli.\ I rdr ■■■� iglu _. _ ■■■ ■■■ ■_ - q,S et: '.___ _11 wi �i...EW.� �, q.fl els- �qS III NI :Nl!!; 1IritNI o. IlikUh lit!_IJItel � L�. Man 60A FRONT ELEVATION 1/4 1'-0' ENCASH REVIVAL I1C,AJD Lr P D(A14 fz-.- �A C (rSC - -9"-10 {D U al' I,.-)(d b pp_OC 1 r'_ I__SSu W: -L tp_SF) IN y S 0 ,� ' Jpi , / f rT TOP OF_S PLATE II — co 1111 2ND FIN. 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Ill - STRUCTURAL - ENGR: DMH N.„.., 1 ,AL ._....e.,_.. ... : ' 'Z....., 2'.... cit.err'''''( .:- ' &x I 10 AS VC .. I 11.111 1— tie.--ri, k ' I• ' ..,_, :1-7 - .' FOi0Alk,S.7- ,14- / Iv,421- k-I.G, I --:: 2-01 i'-- (741Pet-C ;-7-111 z.-- 1-x-4-7,-i 5-V--- 14: /O? > .4--.7-7 77 -- 22- (4 C14 Sci, rsfikq-S. (94:115-* > 2mog--- . . . . . „ I I 1 I__ , Perforated Shear Wall Job: Plan 80(A,B,D) Client: Polygon Northwest Company Area of house: Rear wall of bedrooms 2/3 7/16"Panel wI Edge Fastener Spacing as noted with 12"Intermediate table 4.3.3.5(American Wood Council SDPWS) spacing(84 common or;elvanized box nails) Co Lateral Force 808# Seismic Wind %full-height sheathe h/3 h/2 2h/3 5h/6 h Wind Force(1)or Seismic Force(2): -. 1 Edge nailing v Edge nailing v 10% 1.00 0.69 6:83--"1:4.1"" 0.36 Maximum H/W Well Segment ratio: .'3:6;:1 ............... 8 In. 240#/R 8 in. 335#/ft 20% 1.00 0.71 0.58 0.45 0.38 Maximum Allowable Shear per sheathed face: _.,..1218:#110 4 In, 350#/ft 4 in. 480#/R 30% 1.00 0.74 0.59 0.48 0.42 Faces of wall with APA-Rated sheathing: _1.' ,3 In. 450#/ft 3 In. 630#/ft 40% 1.00 0.77 0.83 0.53 0.45 � '- 2 in. -��-3'S5�414RTin" 820#/ft 80% i'So 0.80 0.e7 o67- oso Verify: Sheathed both faces Sheathed both faces BO% 1.00 0.83 0.71 0.03 0.56 1)Full-width segment without opening at each and of shear wall? ::':,- .3' 6 In. 480 VI ,,, ,8 In..,...-....870#/fl 70% 1.00 0.87 0.77 0.89 0.83 2)H/W Ratio of all segments within lImnatIons7 ,..._ Y 4 In. 700#/R 4 In. 950#M 80% 1.00 0.91 0.83 0.77 0.71 3)Top and bottom of entire well have uniform elevations? Y! 3 In. 900#/R 3 In. 1260#10_ g0%^.,._,_,Ju9OT ______.0,g5 _-,091. -11T-..__063 shear? 4)Lateral force does not exceed maximum allowable s Y;; 2 In. 1170 aHft 2 in. 1840 INR 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height Is less than or equal to 20 feel ,,,ay,. ._, .,>. Overall Wall Height 8 ft ' -'--""--- ------i-iiiii-miiifielellelu4aw.t.warrr .......... ........._.. "';' Maximum Opening Clear Height 3.75-:11 Overall Wall Width 3Z R HIW Ratio v --- µ- Wall Segment#1 Length 3 R ;z 2 67 DK Wall Segment#2 Length 3 R2 67 OK , Wail Segment#3 Length 5.07 R '(41 OK - -,.„r eao�wr 1,s.ens �nrs Wall Segment#4 Length •R N/A OK pxaa"rucxetsl Wall Segment#5 Length - ft N/A OK ` '. Wall Segment#8 Length R N/A, , OK • -;!, EL {14578 , �� La ... ,,.., ytg� Floor 6 Roof Deed Load: 45.#/ft '" *\�Ikwwo Self Weight Dead Load: 1,2x;#/ft OK TO PROCEED WITH DESIGNilf Nominal Sheer Capacity V = CoEL, Anchor Bo/tsMa/Is Required ww %full-height sheathing 6396x Minimum sill plate thickness: 2 Nr; /7oN. opening ratio: 4796: 1/2"dia.Anchor boll capacity: 1040#` " Co +..; 6 8.. 5/8"dia.Anchor bolt capacity: 1486#. q(Seita level unit shear): 8$<#!ft 18d common nail capacity: , •„"„„226#.,n ,,,,,,, _ q'(eq/Ca) i!iaifaf57 U/R ..,.� [-- .... Total no.of 1/2"dia.Anchor bons required: vz 1. for DeslSns Governed Or Wind Total no.of 5/8"dia.Anchor bolls required: _ ;1?, 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 8 00 1/2"dia.Anchor bolt spacing: 284 O.0 + } Ati Intermediate Framing Members: -- 12"6)C 6/8"dia.Anchor bolt spacing: 264 D C. (uM,o'rex7e ods ma 1.1i4J nit awasf Wall Sheathing On: ,ONE.FACE x„ 1 16d common nail spacing: 71'O,C.".. - lI **ORM it for Deslans Governed by Seismic Gross uplift force at ends of perforated shear wall 892#,,j'. 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated sheer well ,"_w,,,)225#L: All Panel Edges: SEE°ABOVE O C y. intermediate Framing Members12''C C Hold-down required at ends on new foundation. Simpson HDU2-SDS2 5 WI SSTB24 Wall Sheathing On: ONE PACE, Hold-dawn required at ends on existing foundation:;5/8-lObl(ihreatled nod embedded 18 Indies WIS'(mpson DU5-SDS26 Floor-Io-Floor strap required at ends: :Simpson 0522 w1(A,7 m oh.0 ld lepgjh, ,:;! .Srs..,awo,,,,l,w%.. "Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 3' 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 208's required at each end of wall: : 2-i Perforated Shear Wall Job: Plan 60(A,B,C) Client: Polygon Northwest Company Area of house: Line A,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate reble 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force •,....'2706.# Seismic Wind %full-height sheathing. h/3 h/2 2h/3 5516 h _.....,0..__.,...,., ,.,.....,,, ....._.,,__...,,......,.0._.,.._. lMnd Force(1)or Seismic Force(2): ' f Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0,43 0.38 ...07__..._.............0....___...___._...__............ 8._._. Maximum HNV Well Segment ratio: r 3 6;:1 ,8 In. 240 Mt � 6 Inn.. n. 335#IR 20% 7.b0 0.71 0.58 0.45 0.38 .__..........._..... In _ _%_.,.._. ._.. _._.._.7..._,..._..._�....,_09......................_....._0.42._.... Maximum Allowable Shear per sheathed face: „„i218#/rt 4 in. 350#Ift 4 in. 480#/R 30% 1.00 0.74 0.59 0.49 0.42 3 ......................._._..._.3_.....,..__.,.._ ...__... .._____.._._.._....._....._........._. ...-_.._._._._ ._.......,._.__..... .__._..,W ._.,..._,... _.,... Faces of wall with APA-Rated sheathing: ,.,L.,., In. 450#Ift 3 in, 830#JR 40% , 1.00w. .,,. 0.77 ..._..�... 0.63 0.53 0.45 nil. "'S85lifft ""}"tri" 82157#11- 50% 1.00 o:ao 0.67 os7 0.50 Verify: 60......._..._.._...._._1.._.,_....__._......_.._............__......,...0._._._.. ..._..._.._0._..._. Sheathed both faces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.58 1) .,r._,_...__._.._..,...,....._.�....1_0 ._...... .._........__.,,..,,...77...._.. 0..,...,....,.. _.__._ Full-width segment without opening at each end of shear wall? V: 8 In. 480 fNR 8 In. 670#/ft 70% 1.00 0.87 0.77 0.89 0.63 ._....................4 700 4/..._........,.......,..._.,..In...,.,,.......980,___..._.... ._...............80..._...__... ._..,...._.........._..._..._.,__,..0.83__.,.....,0.....7.._.. .071...,.. 2)HIW Ratio of all segments within limitations? Y. 4 in. #Ifi 4 in. 980#/R 80% 1.00 0.91 0.83 0.77 0.77 .._..................... ......._,.,.,,.._........_ ......_.,,_....,........ ... 6_.._.,._ __,,.,_..___..........._....._...,,..,,......,_.._..._.._............. ..._....-...... .._0..,.__._. 3)Top and bottom of entire wall have uniform elevations? • ,.-Y- 3In. 900#%ft _ __'_ T,3(n. 1260#!R 90% 1.00 0.95 0.91 0.97 0.83 ....._................2... ...._...._..._.0,...... .._._�_ .....,�.__..._.T__.........._....._......1........-._......._._..._..1.0_.. Lateraltome does not exceed maximum allowable shear? Y 2 In. 1170#lit 2 In. 1040#Ift Mw 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.,9 ,,:.",„_.. „......_..._..___,...._.-0011nwuwu3-.usern..„._„„_,._,„._.._...._:.....__.._._.............. Maximum Opening Clear Height 3.75.R Overall Wan Width •32,87.ft H/W Ratio ,4_,,,W...... __ ..,_. ....,.,._....__._...._..,.,,.... __._.........................._........_....._........ Wall Segment#1 Length '. 6.5!0123 OK' i Wall Segment#2 Length 21'10 036 0K Well Segment#3 Length „R bl/q OK �; ,"..,,,'air"R Nig OK (tf 116.241104T TC.{ amafwaysWell Segment#4 Length Wall Segment#5 Length :ft /A OK a ? [g ....- Wall Segment#6 Length -11 „N/A O( 1 Floor&Roof Dead Load: 20:N/R W Self Weight Dead Load: i20'i WR it OK TO PROCEED WITH DESIGN 4 Nominal Shear Capacity: V vCo£4 tVlCho!Bolts/Nails Required 1 V {{ u full-height sheathing 47% Minimum sill plate thickness: 2 ri I� ' ara parting retic: #T 1/2"dia.Anchor bolt capacity: fO;G# € patw ca 3,91 5/8"dia,Anchor bolt capacity: 1;g 0 14 !I q(Service level unit shear): 98 4/5 16d common nail capacity: 17i:{`11 Total no.of 112"dia.Anchor bolts required. 9 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: _.,._'4 I 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: A8 Panel Edges: 8 O C 1/2"dia.Anchor bolt spacing: T2 A C 4'Intermediate Intermediate Framing Members: 1 12 O C 5//t"dia.Anchor bolt spacing: 7!00,0 urcwrpnuppeeesr+ unyrstors#csmKari Wall Sheathing On: *NE DACE-„„) 16d common nail spacing: 26 tfo C , FMCS ranrx: ii. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 805 0 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at Net uplift force at ends of perforated Shear wall: 710.,#_ All Panel Edges: SEE ABOVE"O.C. Note:negative number signifies no hole-down required Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDUS-0062 5 w/597524 Well Sheathing On: ONE FACE _' ', Hold-down required at ends on existing foundation: d/6-inch threaded red ao*edrfed 16 a o4 os 1f/)$Irppsoa HOUR-9092 5): Floor-to-Floor strap required at ends: Simpson CS22 with 7-1060 end,j6(3.li„x "Note:For wells sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 1. "%�%% ,...,,' 8"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: • '$ Perforated Shear Wali Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 2 7/10"Panel w/Edge Fastener Spacing as noted with 12"Intermediate Table 4.3.3.5(American Wood Council SOPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2706•.# Seismic lMnd .%fullheightsheathln h/3 h/2 2h/3 5h/6 h Wind Force(1)or Seismic Force(2): ,'1+ Edge nailing v Edge nailing v 10% 1.00 0.09 _.0,53 0.43 0.36 ...._...__..._.20.._ ... _....._...._.__38.__'_ Maximum HN1I Well Segment ratio: ^:3;8':1 ............_.0 In_,....,. 240#/ft 0 in. 335#/R 20% 1.00 0.71 0 58 0.45 0.38 ._..,. .........,,............... 4n 90#....._.__..... ......,_......-..30%_._._...._..1_.____._._.__..__......_.7___....__.. ..,_.049.._.__..0...2._._ Maximum Allowable Shear per sheathed face: "927;8:#/fl 4 In 350 IS/ft In„ 490#/R 30% 1.00 0.74 0.59 0.49 0.42 ._........................ ...._._4__.,../....._.._.._....._. ...,._.. 0#/11_._._.._.. ._......_.___...._%._.. _._..._,.1..0................._..___.�_...._____._.�,-..__....3......._._._..._........._....._.__.. Faces of wag with APA-Rated sheathing: , `,1., 23 in,M. 450#/R 3 in. 630#M __40% 1.00 0.77 0.83 0.53 0.45 In. 55r'�NII'�T....... 2 In. 820#/ft P0% -1.U0 0.800.8 0, 0.50 ...__ ...___. ..__ ..._..1.. -_...._........__,_.,_....................._..._.__....,__-_....,.,...._._.._........ Verify: Sheathed both laces Sheathed both faces 80% 1.0000 0.83 0.71 0.83 0.56 • 1)Full-width segment without opening at each and of shear well? Y 6 in. 480 if/ft 6 in. 870#Ift 70% 1.00 0.87 0.77 0.89 0.83 ._.._... ...-.............__..O...,...._..._...-._.._,,.__..0. 98_.,_....___... ..,..,,, -__._..-.......1...__. .,-_...._._._..-3.-...-�0.77_........._..7....,.. 2)Top Rollo bottom all segments within uniform ,, Y 4 In. 700#/ft 4 in. 980#Ifl 80% 1.00 0,91 0.63 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? Y .,?In. 900#/fl 3 In. 1260#1110%9 1.00 91 0.95 0. 0.67 0.83 4)Lateral force does not exceed maximum allowable shear? ,, ,,. "�" 8/fl 2 --� 1640 .. __.,.._._..mm Y- 2 In. 1170# �n 1840 Mt 100% 7,001.001.00 1.0000 1.00 5)Wall height is less than or equal to 20 feetY-' Overall Wag Height '8 R -.- .._..._. .""""."".._"a xxkewawOW-`- -4' Maximum Opening Clear Height 3.780 Overall Wall Width • 28;R H/W Ratio A, -------,•-- Wal Segment#1 Length 19 ft ) 842 OK s @;i„r �' t, r r Wall Segment#2 Length 8.750 119 OK .,�. `�Ior,.,g" : t, Wall Segment#3 Length R N/A OK " r eewre+r a.+,ezc. mwan. Wall Segment#4 LengthWall Segment#5 Length i ft N/A s dK a s pa s a ``��� 'E ' e Aer ttiemtaf 1410 Wall Segment#8 Length ft N/A:. ,.,;,,OK -¢ --to sig s !r"'1i�= Eli A 75;ft �p Floor&Roof Dead Load: 30 S .#/ft � /�,s Self Weight Dead Load: ..:120S#/0 �/�/ . 1 V OK TO PROCEED WITH DESIGN \Nktt�ixebIXM . Nominal Shear Capacity: V,,.vCoELL Anchor Bolts/Nalls Required %full-height sheathing %82% Minimum sill plate thickness: 1 ��Iate' opening ratio: g e 47% 1/2"die.Anchor bolt capacity: 0 /7"\\, / J Co ry§x b g5'. 5/8"dia.Anchor bolt capacity: ` ,148'5 a"A /fJ q(Service level unit shear): � 1g51#/fl 18d common nail capacity: ,, i2�"0?�«�"a�'t q'(=q/Co) 1,il#/R Total no.of 1/2"die.Anchor bolts required 4.7,;:::,,,,':;;;', For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 2 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: All t Intermediate Members: '12 "00. 6/8'dia.Anchor bolt spacing: i' t� .12"O.Cg rt , Int"..}01.4,0001#Wag Sheathing On: ONE'FACE ,7,,.,,,,. 16d common nail spacing: ,l:k.�24.d,O.C. I I rorxe Pte. C For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall '; 885 a;,, 7/18"APA-Rated Sheathing wah 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall ) ,,-540#'',,% A9 Panel Edges: SEE ABOVE O 0 Note:negative number signifies no hold-down required Intermediate Framing Members: --12 x O0 Hold-down required at ends on new foundation SIMpadn HDU2-8D825 wt SSTB24 49 ' Wall Sheathing On: ONE FACEe- Hold-down required at ends on existing foundation b/S-Inch threat)bd Yod embedded 1D(11bheu:W/Slmpson.l lDLI5-9D82,.8 Floor-to-Floor strap required at ends: Stmpad(t_CS22* 1-inch Bod,length,,,a" ,,*Y"„;ii„f 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 204's required at each end of wall: 1'. 8"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x8's required at each end of wall: 1d. Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 2 • W't-4-L WWII F,w ,(' Lateral Force 1580# f It Number of Panels in Shear Wall Line 1 sg15wICRN1ND MIke: Wmd Force(1)or Seismic Force(2): 1 '�. Maximum H/W Pier ratio: 315:1 i� i SD, . 0.258 ss mArnmfc s¢nutncn ay comsat.... +$' :Al Overall Wall Height 9.5 ft j e Minimum Allowable Panel Width '2.714286 ft � t Total Panel Width In Shear Wall Line 9.5'ft i! Segmental Shear Wall Job: Plan 60A,B,0 Client: Polygon Northwest Company Area of house: Line 4,Floor 2 Lateral Force .3249,# Number of Panels in Shear Wall Line 1 SEISMICMn'OPoRcs - - Wind Force(1)or Seismic Force(2): 1 Voli/V497. � „, f� f fiMaximumH/WPlerratio: , /////1 f i/flSoa 1733� rn RECigitiEO Bx€restaN e i �•� f or”,Overall Well Height ..S.ft ��� + Minimum Allowable Panel Width 714265ft afif� Total Panel Width in Shear Wall Line 9,5 ft fi ; . Aspect Ratio OK? r Yt;S afa Uniform Well Self Weight 142 5#/ft y Panel Shear 342#Jft 1� Plus shear from panel above 0#/fl 0{ Total Panel Shear 342,#/ft -If Total Length of Shear Walt Line 9 50'ft Required bottom plate size 2>t Br31t6mPirrfe; HO1.0.00'04 MAP REQUIRED 1I WORMER{IF APPLICABLE) Required sheathing: I,, ,9;+3POgigM0atedwf8d,1d;&12 Panel 1 Width :!!],*!, !,l4,50 ft Panel 1 Roof&Floor Dead Load 0#/ft '.. M, 30865.5 ft-# 1.:„.„.....:.. .. ...._... .. .._.... ._...._ _ti M, 33754 Tension force: 32.141# Add Tension force from panel directly above: 0'# Total tension force: 3214:# 11 1 t ' MCHOFS ANO 440LDOOW14.... REQUIRED ID'DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(If at foundation): 36"OC Max 5/6"dia.Anchor Bolts Spacing Required(if at foundation): 52"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 24"OC Maximum tension force: 3214# Hold-down required at ends of segmental wall(new foundation): 51p5pb 0).iDU5-5DS2.4#:,STB24 1 ; Hold-down required at ends of segmental wall(existing foundation) 5/8 inch threaded rod,embedded 10 inches W/Simpson HDUS-8082 5, ,,.,, Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson G0$:f0,O with,20-inch ofivikificVERIMMMUREED Force Transfer Method Job: Plan 60A,B,D 5 8 7 8 Client: Polygon Northwest Company ,o a. 1 Area of house: Line 5,2nd floor WIND/SEISMIC FORCE Lateral Force 2724# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5 :1 A D F Overall Wall Height "8 ft Overall Wall Width 16 ft I Height 1-2 1 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: 13621# a GCpENING OPENING Shear at bottom of panel: `170#/ft WIDTHS OKHEIGHTS OK HAV RATIO OP WALL PIERS Oft„ B&G Horizontal: v= 454.0#/ft D&E Vertical: v= 454.0#/ft Forces at points 2-6,2-7,3-6 and 3-7: 4540# l 1 Forces zero out at points 2-5&2-8: I V2-5 to 2-6= 1513,3#/ft v27102. = 1513.3#/ft C E H A&C Horizontal: v= 1059.3#/ft F&H Horizontal: v= 1059:3#/ft Vertical Force @ Point 2-6: F= 4:`605# 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: $ 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-S052.5 w/SSTB24 ,'. Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod erhbedded 10 Inches wl Simpson HDU5•SDS2 5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS18 with 11-Inchendlength 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'# f 4,nraBLrr0111.% Number of Panels in Shear Wall Line 1'. $ElaitM.rWINO PGRCF _r�;g - ;,,,„ . • Wind Force(1)or Seismic Force(2): 1 �i►J r Maximum H/V Pier ratio: 3 5 1 / 1 BMPrSfiNsi6 RE4 IMI a'C DEMO t // /, / ; /„ Soo 0783 j`J ,// /a/rte Overall Wall Height 9 ft �' i 1. Minimum Allowable Panel Width '2 571429 ft /' +/ Total Panel Width in Shear Wall Line 9 ft Aspect Ratio OK? .YES: Uniform Wall Self Weight Panel Shear 478#/ft Plus shear from panel above , 0,#/ft Total Panel Shear '1.479:#/11 Total Length of Shear Wall Line 9.00 ft Required bottom plate size: _(2),2x Bottom"Plete HOt.D.D0SI NSRAP Hcoto cO BY DESIGN fw APPi.IGHL£j -"""`--....,,, Required sheathing: . .41,01 hA�?*Ra:0*!1(3,0012, i. Panel 1 Width 9.00 ft �""'-^+. Panel 1 Roof&Floor Dead Load 245-#/ft . 1 M, $8308'1t# p t-. M, s '7655:ft-# Tension force: 3461# ---=--=-" ----.•-- -........r _--.. Add Tension force from panel directly above: 0# J Total tension force: 3481# . '.."';i:','::::;.,--:' _ .A.,..f., MA1ilORN$0 HOWDOWN REQUIRED BY DESIGN Max 12"die.Anchor Bolts Spacing Required(if at foundation): 31"OC Max 5/8"die.Anchor Bolts Spacing Required(if at foundation): 47"OC Max.16d nail spacing required at bottom plate: 2"OC Simpson A35 or LTP4 maximum spacing: 17"OC Maximum tension force: 4260# Hold-down required at ends of segmental wall(new foundation): Slhtpaoti HOU5'SDS2 `W/SSTB24< Hold-down required at ends of segmental well(existing foundation): / ioH „7/6 nchheadedrodembedde15fnchesw6mpr9,W,38 .05;,,...:'f,....`',,' Floor-to-Floor strap required et ends of segmental wall(if applicable) Simpaori CMSTCIO wltf.2U-ltit;h 841#length„ _. Perforated Shear Wall Job: Plan 60(A,B.D) Client: Polygon Northwest Company Area of house: Line B,Floor 1 7/16"Panel wl Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or aalvanlzed box nails) Co Lateral Force `4312# Seismic Wind %full-height sheathing 5/3 h12 2h/3 55/6 h ..0.1..1............1 ...,..,,...._.....__._.,....,_.............. Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v 10% 1.00 0;89 Fmm 0.53 0.43 mm 0,36 Maximum H/W Wall Segment ratio: 3.5•::1 6 in. 240#/ft 6 in, 335 f#ft 20% 1.00 0.71 0,56 0.45 0.38 ._.,_ .0.0.1.0.0..11..0_..........._.__.. ._..............0.........0.0.0_,_.,.......,..,._.,....,_...... .. _.,___.._...,._............... ,_...,,.,.,...._......_.,.,._..._...._....,_.....____....._,....,...,_.._.,..____._..............._.. Maximum Allowable Shear per sheathed face ;c' 1216'#/ft 4 in. 350*ft 4 In. 490#/ft 30% 1.00 .0.74 mm 0,59 0.49 �OA2 _._..__ _.._._... 15....,_........_..._ 3 n ._._0..__........__._. ..�...._....__._......_� Faces of wall with APA-Rated sheathing: • 1 3 m. 450#!ft In. 630*ft 40% 1.00 0.77 0.83 0.53 0.45 .._......,_..,,_.___,......................,.,......._._.,...._...,,_...."._ 50...,...._,...,,....,.11...11_.,...,..,,..,.,_......_0,.,.., _.._ 060,..._ 2 in. 58b#ift 2 In. 820#!R 50% 1.00 U.BO 0.67 0.57 0.60 ...,.._.,...._._60.......__....._,._...,..,.�.__,_._..._...,_..,.,..._..._... ,._,.,_,.._...._...._..._,.....1.0.....0..0.. Verify: Sheathed both faces Sheathed both faces 80% 7.00 0.83 0.71 0.83 0.58 _......_....._..,..,._...,_._._._.._-____,0,,.,, .......,...,,......0.77 1.1..0.....0,..,_..... 1)Full-width segment without opening at each end of shear wall? Y> 6 in„ 480 if/ft mm 8 t�„ 870#/ft � 70% 100 0,87 0.77 0.89 0.63 .1.....0.....11..,,,. ......11960,.._...,.._,....,.. .........................................,-,,.9,.,..,.,,,""..1..."1-1.0.,, 2)H/W Ratio of all segments within limitations? _ Y' 4 in. 700 tint 4 In. 980#/R 80% 1.00 0.97 0.83 0.77 0.71 ..01.....0.0...0....0.13 . _...�_, _.�,..,__........0..0.1.0.,._. 1260 611......0._._. "..._.�._.__��..0..01.00_.„_....... ,_.._,_.._.._._.....0...0.91...,....0....018 ,,....3 3)Top and bottom of entire wall have uniform elevations? ,Y 3 In. 900#!ft 3 In. #/ft 90% 1.00 0.95 0.91 0.87 0.63 2 In..._..__ .....__...._.,. .._,..,.�.....1.0_ ._.-0_._.,._. ..._.__....".._._..........._.._1.00,._........1_..................1.0_..... 4)Lateral force does not exceed maximum allowable shear? NY 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 Overall Well Height 9 ft -anauLwMLwmrrr - •+ Maximum Opening Clear Height 4 ftI Overall Wag Width 30.6 R NM'Ratb ..._�..,.,..... _....._...._.,_ _.._..........___.._„_._ „._...,. _.._......_..� Wall Segment#1 Length 16.5 R 1185 :bK c Wall Segment#2 Length •11.25 fl 0 80 OK 7 f Wall Segment#3 Length ft N/A. OK ;3 1 s-- „5 rwmerra r r z Wail Segment#4 Length ft N/A :00(4 ii ts°ar"�. Well Segment#5 Length ,ft :NIA OK Wall Segment#6 Length ft 1/A, ;OK 1 EL, l7,75.R .. .. .,_1.111.,, ...... Floor&Roofadd Load: 285#/ft \,rarsa� Selfelf WeighttDead Load:d: ��1ry8#/R OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V vCs£LI Anchor Bolts/Nails Required /°'" full-height sheathing 91% Minimum sill plate thickness: 2 X / ww«m)aoan opening ratio: 44% 1/2"die.Anchor bolt capacity: , 1040 6 f ° Co 0 96( 5/8"die.Anchor bolt capacity: '',:h•:-.4.4641#1R.,: . q(Service level unit shear): 155;#/5 16d common nail capacity: 228#„,j q'('q/Co) 164'#/fl Total no.of 1/2"die.Anchor boils required: For Desinns Governed by Wind Total no.of 5/8"dia.Anchor bogs required: 3 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: j All Panel Edges: 8.-0.0. 1/2"dia.Anchor bolt spacing: "p 72 0 0. ''---"s Intermediate Framing Members: 12'1DC 818"dia.Anchor bolt spacing: &V 7 'b,`tr'` eMlR6/O&6'taaagN u�1 NE FACE ? 16d common nail spacing: 17,OrC ; egreda. motor Wall Sheathing On: •Oti For Deslnns Governed by Seismic Gross uplift force at ends of perforated shear wall ,:`."14'92#cw. 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wag m„1393 M' All Panel Edges: SEE ABOVE>".O.C. Note:negative number signifies no hold-down required intermediate Framing Members: 12..0 G Hold-down required at ends on new foundation: 1-.Sbr)psOftHDU2•SDS2.5 wl SSTB24 Wall Sheathing On: ONE'FAC .,FS:', Hold-down required at ends on existing foundation: 1./8-m oh threaded rod embedded 10 lndhec;WI 5iropeon F DIJS-SC752 84 Floor-to-Floor strap required at ends: Slmpaon,CS22 with 7-Inch end length "Note:For walls sheathed on both faces with edge nail spacing less then Number of 2x4's required at each end of wall: 1 ... n .,.. +u 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required al each end of wall: r 1 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line 2,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force •20401# Seismic Wind %full-heI ht aheathIn� h13 h/2 2h/3 5h/6 h _.._.__..... ...._......._.._........_...___,._._...._._..._.......___..,._..__._..._.......... Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v 1047 1.00 0.89 0.53 0.43 0.38 ........._..._._._._m ......1.0......._...__ __._.,..._._...._._._......,....._._._._.....__...._.._._._ Maximum HMI Wall Segment ratio: 3:ST:1 - 6 In. 240#/ft 6 In. 335#/ft ..... ..__ _........._._._.._._..._..____._.._..__...._59_.__.... .__._._._......_._. Maximum Allowable Shear per sheathed face: ...=IC:�ZBiNR 4 m. 350#Ift 4 In. 490 8/R 30% 1.00 0.74 0.59 0.49 0.42 ,.,,. x ._.._.........................._. _...50........._......_,..._...._..__........._._....___._30 -....___-...__.0____.._..____...._.1...0._...----..._...___0_..__._.._.._.._...__...0............__.. .5.__.._..05....... Faces of wall with APA-Rated sheathing: T 3 in. 450#/M1 3 In. 630#!R 40% 1.00 0.77 0.83 0.53 0.45 __...._ 2.................._.... ..........................__........._...2_.._......_......__..__...I_........._.... .._.__......, _..... 1_.„ ......._._._._..08....__.............._.... _....._..._5_......__._...5._.... In. 585 iNft 2 In. 820#/R 50% 1.00 0.80 0.67 0.57 0.50 ____._.._...60 ...____.1__.0_...._._......_...____.........__...,.......0._.__.._.,..__.6......._......_........__ Verify: Sheathed both faces Sheathed both faces 80% 1.00 0.83 0.71 0.63 0.58 ___..._._.._._._....__....._._......_00......_.....__.._._..0.._..�_....._.____._.7..._..........069...._.._.....,...._ 1)Full-width segment without opening al each end of shear well? Y: 6 In. 460#/R 6 In. 670#/ft 70% 1.00 0.87 0.77 0.89 0.63 ._.....__.__ ...... 700_,....__.._...,_........__..4n......._.._..980..__.._.__.. _..._..._,_....._..-._...._._._.,�...._._..._._.._._...._........_............._._.._...,...._.._.__._......._ 2)HNV Ratio of all segments within Iimttatlons7 "Y ..,,,.,.. 4 in. #/M1 4 In,,__..._ 980 ff/ft _.. ��� 80% 1.00 0.91 0.83 0;77.,._, 0.71 3)Top and bottom of entire wall have uniform elevations? Y 3 in. _ 900#IM1 3 In. 1280#/rt 90% 1.00 0,95 0.91 0.87 0.83 _._._.._,...__..2 In. ............................_.._.2..,.........._._. .._.__._....._.. ...........____00% ._,_.._. ._......._._...__._.._.._...._....._.....1.._0.._.._...,1..0_......._.. 00........ 4)Lateral force does not exceed maximum allowable shear? ;,. y. 2 In. 1170#/R 2 In. 1640#!ft 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet ., Y „`°.,:, Overall Wall Height 9 ft ^^•^-^^•^^ om a.0 WMLwa>rk ��------» Maximum Opening Clear Height .. 1 6 ft OverallWag WIdth 22.11 H/W Ratio _ .._...._._._____.........___.. .._...._.. ._...,...._._...._.. .....-_.............._...,............_....-...._.,.._...._......... ..... Wall Segment#1 Length •3ft 300; OKi ' I Wall Segment#2 Length 9-S ft 091 , ;0}(, - '. E Wall Segment#3 Length R N/,q OK - Nrt--"' �.aacaumr'ra4.ars. Wall Segment#4 Length R N/A! 01< , ta�ear�.r.eOrrss.ei �kr Wall Segment#5 Length 'ft NJAx m O,K• Wall Segment#6 Length =ft . N/Aa .<,,,.r,OK ,-,. ^,,..�..., ..... _. _,., ._.... BLi '''., 0'.4P44.0 - - - 1 Floor 8 Roof Dead Load: 120#/R Self Dead Load: ;'"( #/R \� ,,,///'''��� i . OK TOO PROCEED WITH DESIGN Nominal Shear Capacity: V v 5% Minimum sill plate thickness: ? 2 it opening ratio: 67% 1/2"dia.Anchor bolt capacity: 104011 ,,, 1 Ak Ca 6 87 5/8"dia.Anchor bolt capacity: ,1488# q(Service level unit shear): 170#/9 16d common nail capacity: ,.],i,,,,,',;,,,;',226 it .'g-:: q'('q/oo) •? 25 #18 .. ...... .. Total no.of 1/2"dia.Anchor bolts required: -'..i2 For Destons Governed by Wind Total no.of 5/8"dia.Anchor bolts required: •;12' i 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at - i I A0 Panel Edges: a 6 O.0, 112"dia.Anchor bolt spacing: X72 042 �- I# } Intermediate Framing Members: 12't 0. 5/8"dia.Anchor bolt spacing: 72'$0 dnvtw orrcos aaION tima=rrcoatec ti OAM ?OR Wall Sheathing On: ONE FA ..CE ,-i.,..,' 164 common nail spacing: ^„•AAM," 0. ti r a li For Deslans Governed by Seismic Gross uplift force at ends of perforated shear wall r-22041#Fx 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wait: ,,,?1136 6 AU Panel Edges: SEE:ABOVE-{5 intermediate Framing Members '` 12r 0': Hold-down required at ends on new foundation: 3lmpeon MOUE 5692 5Wl SSTB24, Wail Sheathing On: ONE PACE ,_.,, Hold-down required at ends on existing foundation 5/8arnch threaded rOd embedded .0 i'nohee.WI Slmpano t4Dt7S-60S 6 Floor-to-Floor strap required at ends: Slmpbel081n8 With"1 958 eM�lenpin ,�„• •,. ^ *Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: f23. 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 • ,A,,,,,....„,,.. - f Lateral Force 1771# Number of Panels In Shear Wall Line 1 9E1SMIGWIND rORcs---- �` Wind Force(1)or Seismic Force(2): 1 J / if i i Maximum H/W Pier ratio: I. 3;5:1 / ! :0/ { Sos 0.733 RKEAMING REQUIRED BY DESIGN i i / A/ s Overall Wall Haight 9 ft /� ii Minimum Allowable Panel Width 2:571429,'.ft it '♦J Total Panel Wdth in Shear Wall Line 9.5 ft i /� Aspect Ratio OK? YES � :; Uniform Wall Self Weight 135#/ft / Panel Shear 186'#/ft j Plus shear from panel above ''1$6'.#/ft s Total Panel Shear • 353#19 4^ Total Length of Shear Wall Line 9.00.ft r;, Required bottom plate size: 12)2x Bottom Plate RQI.O•OQWN ETRAP MOORED BY DESIGN Pr APPLICABLE) In.-"'"^ Required sheathing: 7/164nchAPA-Rated w/8d41).4&12 —W M,.. w— Panel 1 Width 9.00 ft Panel 1 Roof&Floor Dead Load 0#/ft M. ', 15100ift-# ...... __. , M, '2719 94 Tension force: :,1376# q Acid Tension force from panel directly above: 1545# 1 Total tension force: 2921# ANCHOR ARO HOLD-DOWN REQUIRED BY DESIGN 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-SDSZ,S w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2I5 Floor-to-Floor strap required at ends of segmental wall(If applicable) Simpson CMSTC16 with 20-inch end lengthl' L Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 Lateral Force 2926:it l 1,..4,1m...mom,. Number of Panels in Shear Wall Line 1 SCISMICI'MND..•« - : Wind Force(1)or Seismic Force(2): 1_ 1yI P A Maximum HAN Pier ratio: 3t6 1 'I 4 r ://,/:• r SHEATIONO RECUMED SV Ci{SMN A� 1 r S� X733; Irl'' e i Overall Well Height 6f i* r r Minimum Allowable Panel Width :a**SI ft eft . t �• Total Panel Width In Shear Wall Line 0.5 ft l,� t Aspect Ratio OK? A' S j� � Uniform Wall Self Weight „€ 135?#m ',;°(/ Panel Shear 308'#/ft rf Plus shear from panel aboveZS/ft , l T Total Panel Shear 660#/5 ,%' Total Length of Shear Wali Line 9 00:ft Required bottom plate size: 2)21(8o$ofitpldtei± HOt.D.00WR STRAP REQUIRED Srise/KM(IFAPPIICABLE) II Required sheathing: Mit;i'�4b�IncF',�f#atadwl6�4 3&12; ..1 -----'"---'--•-.-. ] Panel 1 Width 9.00 ft ti Panel 1 Roof&Floor Dead Load ='0!#11‘ x M, 4464:ft# .-_ . ....-_ M, 2)1& -� ft-# __. ; -�,P ..F... __�. Tension force: 47g# ------ ----- -- - -r.; AddAdd Tension force from panel directly above: 3214;# Total tension force: .._..5684:# 1 k ANO PIOLPOOWti REQUIREDBYOESKNi iiREW-, ,'`, EFIARMI 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 16d nails"OC z' Simpson A35 or LTP4 maximum spacing: 25"OC Maximum tension force: 5684# Hold-down required at ends of segmental wall(new foundation): SlhlpadtttHDQ$SDS ,tk/S$1'$2dlatlff4)(d(1d,)fO'st$ 0„` _ Hold-down required at ends of segmental wall(existing foundation): consult Simpson Manual t,N aa.,. ., ,merit,_ ,.. Floor-to-Floor strap required at ends of segmental wall(If applicable) SlmpaohCMS1`14 ttR°3DIhtl(f8t1d et1 tt , _.-..-... Force Transfer Method Job: Plan 60A,B,D 5 8 7 B Client: Polygon Northwest Company »u e 1 Area of house: Line 5,1st floor WIND/SEISMIC Lateral Force 5307# FORCE : Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5i,:1 A D F i Overall Wall Height 9 ft 1 Overall Wall Width 16 ft Height 1-2 2 ft 2 -- Height 2-3 5 ft Height 3-4 2 ft Length 5-6 3 ft Length 6-7 10 ft FORCE Length 7-8 3 ft TRANSFER Vertical reactions at bottom corners: 2985# STRA" B WINDOW/DOOR WINDOW/DOOR 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 3 Forces at points 2-6,2-7,3-6 and 3-7: 7463# Forces zero out at points 2-5&2-8: V2-5 to 2-6= 2487.7#/ft V2-7 to 2-e= 2487.7#/ft C E 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 aQ Point 3-6: F= -2709# 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 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDUS-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CMSTC16 with 20-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear ` 6 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A&B,Floor BSMT Lateral Force 1771'.# T PANEL YAM ft Iv I Number of Panels In Shear Wall Line 1 SWAM/NINC • « Wind Force(1)or Seismic Force(2): • 1 l,E� /' e E,!.i.ØNIIA e i (`� �/��IV. I�/.a/!,� 1.22,8)3714ft Uniform Wall Self Weight 120#/rt jar Panel Shear 83w#/It 11e Plus shear from panel above a#/ftf� .11 Total Panel Shear Alcfht 4:#/ft #t "' Total Length of Shear Wall Line 21.00 rt I Required bottom plate size „u„2,Yr 80 tei#11p1etdi. HOLD•CQM4 ECRM REWIRES) BY Required sheathing: 7/:ff tnChAP Ratedw/,8d $'8 12 Ca APPLICABLE)SIGN BP 1111 Penel1 Width • 9,00 ft - 1:I Panel 1 Roof&Floor Dead Load ••330 ft/ft M. o1;ftaF t Mr 8065:84 Tension force': 333:# i Add Tension force from panel directly above: 3214 8 Total tension force: 2981:# *Note:Negative tension force signifies ., , :, no hold-down required A MORA A!!p MO-00M REQUIRED-BYOESION Max 12”die.Anchor Bolts Spacing Required(If at foundation): 148"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 212"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC s ..,.. Simpson A35 or LTP4 maximum spacing: 95"OC Maximum tension force: 2881# Hold-down required at ends of segmental wall(new foundation) Slhip9dfhH 7U2-SD,S W/SST824 Hold-down required at ends of segmental wall(existing foundation) 5)5 Inch threaded rad embedded 1 b Inches W/Sfmpaon HCYU.t-Sb 2 5 uu,x„ Floor-to-Floor strap required at ends of segmental wall(if applicable ) Slrhdbbtl GMt;TG16 Witt 20 Ihch bH5 Ibhrti1 __... , -a SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Strong-Tie www.strongtie.com Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *2009 International Bldg Code *Wind *3000 psi concrete *Alternate Basic or Basic Load combination *ASD Design Shear=2556 lbs Selected Strong-Wall®Panel Solution: •• • • I End Total Axial Actual Model Type W H j T Sill Anchor Load Uplift (in) (in) I (in) i Anchor Bolts (lbs) (lbs) •SSW24x10 1 Steel 24 117.25 3.5 N/A 2-1" ! 100 15808 lb Actual Shear& Drift Distribution: Actual Allowable Actual/ Actual Drift Model Shear Shear Allow Drift Limit (lbs) (lbs) Shear (in) (in) SSW24x10 2556 < 4205 OK 0.61 0.33 0.67 1-SSW24x10 is OK. Notes: Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc.at 1-800-999-5099. Page 1 of 3 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Ti www.strongtie.com GO 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: sw Ow wichozgx We. See totworig page. SSWHSR terldwoenvat UAL $r't 3 f� k w SStKA6 — Se 6**long page, 91 1"- ......_. f 'BIER'C$�f- , _.,fir ��...3 r , : : # l 'aiY[ t .tea':.µt ) -- {» 4 v` ��!y{y�)/�y{(�� y i SSW , ^ � fie 9 _II: i'—a r li= €.-1 1 _ j Y.r'VYt ..hA�Y11CY4 -- .4- L.W 144 _ Curb or Stemwall Section View footing Plan Section at Sunman SSWAB and SSWHSR Extension Application Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model w de S Anchor Bolt Strength Model W ' de , S Anchor Bolt Strength 1 i 1 SSW24x10 I 27 9 18.25 I; SSWAB1 1 Standard i 1 SSW24x10 24 8 18.25 SSWAB1 Standard I 1 ; III 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. Strong-Tie www.strongtie.com STEEL STRONG—WALL®SHEAR ANCHORAGE Foundation shear reinforcement to resist shear tortes from Strang-Wath panes located at the edge of concrete is shown in the fable below, The SSW12 and 5,5W15 used in wind appleations do cot require shear ee9rlor:email when the panel design sneer tate is fess than the anchorage allowable steer bad shown in the table below. ,90$1910 WINO` _ 4erLY' lOainasq;: 1, 6nora *SD mow abteSaar twit* • . tOedd the) Cmbllt n-ail near 6aiWSimuwad RNWoramat - Width rtardaee end .Width �s l"1A}N CaxblSMar j 6'AltiikntpmCtrbj !81 -t {err) j OM tdneraekadCraetmd j ,Oaeraramd traded SSWI2 9 _. . ill ( 6 none t 7370 �- 980 1605 1146 -.. SSWks t YL p)43Tw 6 Nom requleed — 1 1765 l 1260 2ot5 f4T SSWSS H (t)r33tairpin ar itir3Hairpin 6 mai 15 plr3ttamdri F 8' ;1)►3Ha?pAt 6 Hahpiureirdorteneetah ttnaaimum atlawable shear toad cattle Steel$treoO-We0'panel $$W24 17 42)e3 H eprte .._.S' (2)r3 Hairpem-.«..._--.5 -----_--_--- ---.— I.Shear=borne designs eachsm to ACl31805.one assume minimum 4.2500 psi concrete, 2.Sheet'reinfortement is mi teq'uited lot panels entree oe a wood hoot nester terrndatiee applen= jyaret insta6a#r ierese meat a1LWe eret.or Dneadasaa genet applications, 3.Semis imitates Seismic Dai6nCtlagoryC Whop S.Detaredf and 2tames en:ims in SDCC may ase wand auetorge sole:ens Ss me steer rekdoirem end detidns centrum to ACI 31666 Section 5.5.3 4. A,Maud inekidee$ovule DK4e C segoe$6 and 0. 5.Where noted minimum Cute±edenerSll wdln is 6'atilt Ste d#dKsr4$th SSIVAS 4 heed, b.rise 11113 he for SSW12 and MI5 erhee the Sleet Share-Walet panel design shear tom esceeds 1tz tabulated me:hormm alswabie fluter load.. 7.The registered design plOtessitaal met specey atlerrsie spear amperage. .�.,.....-..._,___-.._�..,....,..�fain.. _,.-._.�...___•4 .. r___......_,..._._.,_...m.�... r t o .[.. 1 3 1 SWAB r3 Haman Fuld he met sesame during 55W66 r3 Tu Field Select searre grade 40 ratrarcomet placement Overlap grass 45 durhrg cpretrefe. varies unit hot sexing. retarl3M.} pruner Hairpin Shear Reinforcement Tie Shear Reinforcement CSWA9 43 Hairpin?5 to similar), see table to required quanidy. 1Sb 5(R en a. r--1+n'Sparig yk F > • Hairpin Insiallatien (Garage rat,shoe"Other lnotindOpessimilar) Page 3 of 3 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Y .4z �Printed::1 A Y 2016,11:50AM 1Y @ ,t, 1 4:Pt41145-artikilW� Pe pviAl eas g x'r , . r : -. <. EfiRC » ... ,o*(k6l"i **,I Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18)(10'deck) .�a�.w.a� •:����� � S�_;>.4.1�d ;z�� tea«'-'.'.��'�" Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity ' Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pr° 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • D(0.0550 L(0.220) • • • 4x8 4x8 • • • • • Span Span to g '+ Service loads entered.Load Factors will be applied for calculations. -��� ... ,.'��...,r�. ..a��4��„,,,, .. ��� tea._...�,..,« . Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.040 ksf, Tributary Width=5.50 ft UtEtf AAMARY .. >r,. ,:y'lt...i,rm Design OK Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.314 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 834.32 psi fv:Actual = 56.60 psi FB:Allowable = 994.50 psi Fv:Allowable = 180.00 psi Load Combination +D+{.41 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. fir m c r e S 1 t fi3i i:Sava Coria i , n .. 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=1.0 ft 1 0.012 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 895.05 0.19 11.32 162.00 Length=8.0 ft 2 0.186 0.070 0.90 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 895.05 0.19 11.32 162.00 +D+L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.054 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 0.14 53.81 994.50 0.96 56.60 180.00 Length=8.0 ft 2 0.839 0.314 1.00 1.300 1.00 1.00 0.85 1.00 1.00 2.13 834.32 994.50 0.96 56.60 180.00 +D+Lr+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.050 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1243.13 0.19 11.32 225.00 Length=8.0 ft 2 0.134 0.050 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1243.13 0.19 11.32 225.00 +D+S+}{ 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.009 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1143.68 0.19 11.32 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2016,11:59AM ''.,;?:.':i -1111ec6 � r:I xs ,.A . ag EA1F.RCRL`e,:-. ..0&i-2siD0'16.id:61G 4.l5;Yer 6.16.4 35: tic.#: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 C i Cr C m C t C L M lb Pb V fv Fv Length=8.0 ft 2 0.146 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1143.68 0.19 11.32 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.035 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1243.13 0.77 45.28 225.00 Length=8.0 ft 2 0.537 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1243.13 0.77 45.28 225.00 +0+0.750L+0.750S4l 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 45.28 207.00 Length=8.0 ft 2 0.584 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1143.68 0.77 45.28 207.00 +D+0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 40-0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 159120 0.19 11.32 288.00 +1J-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 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 +0+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 4528 288.00 +0+0.750L+0.7505+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 +4J+0.750L+0.7505-0.450W41 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 4528 288.00 +D+0.750L+0.750S+0.5250E+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+0.750S-0.5250E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 159120 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 026 100.12 159120 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 Ovelrail Maxirnulmbe1 lectlans , Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Deft Location in Span 1 0.0000 0.000 +D4+1-1 -0.0531 0.000 +D+L+H 2 0.1384 4.022 0.0000 0.000 Veaka Reactions 1 ;..� Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.392 1.083 Overall MINimum 0.167 0.130 +D+H 0.278 0.217 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2916,11:59AM VW 471 a a'k , �' s sr ,�;� .�,. F..xt.., ! s ,5,F, Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Support notation:Far left is#1 Values in KIPS _Vert�cai i��acltr�ns b �.� pp Load Combination Support 1 Support 2 Support 3 +D+L+H 1.392 1.083 +D+Lr+H 0.278 0.217 +D+S++1 0278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +D+0.60W41 0278 0217 +D+0.70E+H 0.278 0217 +D+0.750Lr+0.750L+0.450W+H 1.114 0.866 +D+0.750L+0.750S+0.450W+H 1.114 0.866 +D+0.750L+0.750S+0.5250E+H 1.114 0.866 +0.60D+0.60W+0.60H 0.167 0.130 +0.60D+0.70E+0.60H 0.167 0.130 D Only 0.278 0.217 Lr Only L Only 1.114 0.866 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:27PM ' 3 $ n f G 1UseaaiDenn1Ktl3tENEf� 6 111150 ec6 v Ot P..a171 f ,r r exp ` ;, r,c''?:�',�:r _, x... `:a 4igg, .0 iNc 10'i6,ffui i1Ky5,'Yer8`164'15 ': Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS ``'CO.DE REFERENCES'. Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-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-torsional buckling Repetitive Member Stress Increase • • • 0(0.06)L(0.24) • i i V i i •• • • D(0.01L(0.04) * +(i01)L(Oi0,4)� • • • 2-2x8 2-2x8 • Span=9.O ft Span=1.O ft 441)010 Load*':, , „„`,4 .: ,„4 Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50->>6.50 ft, Tributary Width=6.0 fl Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft DESIGN SUMMARY _ : - - Desi*n:OK Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 985.00 psi fv:Actual = 48.11 psi FB:Allowable = 1,055.70psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.777ft Location of maximum on span = 8.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio= 698>=360 Max Upward Transient Deflection -0.054 in Ratio= 446>=360 Max Downward Total Deflection 0.193 in Ratio= 558>=240. Max Upward Total Deflection -0.067 in Ratio= 356>=240. rVlaxamu i i ces 8 Stresses for Load Co binatiorns Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M lb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.207 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 950.13 0.14 9.62 162.00 Length=1.0 ft 2 0.002 0.059 0.90 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 950.13 0.00 9.62 162.00 +D+L+11 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 2.16 985.00 1055.70 0.70 48.11 180.00 Length=1.0 ft 2 0.011 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 0.03 11.41 1055.70 0.02 48.11 180.00 +D+Lr+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,Z27PM 9 1 y O i ,.i._ i �� s s l07011VVISA 114 1,00: gv _ �e > <vPms% ;wv5siat ,h,:i * i „tA I , _ **10.3*Ifai1 AW :.r.. 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 lb Fb V iv Fv Length=9.0 ft 1 0.149 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1319.63 0.14 9.62 225.00 Length=1.0 ft 2 0.002 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1319.63 0.00 9.62 225.00 +D+S+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.162 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1214.06 0.14 9.62 207.00 Length=1.0 ft 2 0.002 0.046 1.15 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1214.06 0.00 9.62 207.00 +040.750Lr+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 2.28 1689.12 0.00 9.62 288.00 +D+0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.70E+1-I 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750Lr+0.750L-0.450W+H 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-0.450W-+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 4D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +O+0.750L+0.750S-0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 40.60D-0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 026 118.20 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 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 1.00 026 118.20 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 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 Load Combination Span Max.'"Deft 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 +fl+141 -0.0671 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:27PM � a File C itis s3Denns141?S>NERCA 111150 ec6 " _ B4 C C 11C 983 2{? ,St�d61£ � Uerf 16 415. Lic.# KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MA)Gmum 0.622 0.778 Overall MINimum 0.075 0.093 +041 0.124 0.156 +0+-L41 0.622 0.778 +D+Lr4l 0.124 0.156 +D+5+1i 0.124 0.156 +0+0.750Lr+0.750L41 0.498 0.622 +0+0.750L+0.750S41 0.498 0.622 +0+0.60W+H 0.124 0.156 +D+0.70E+H 0.124 0.156 +0+0.750Lr+0.750L+0.450W41 0.498 0.622 +0+0.750L+0.750S+0.450W41 0.498 0.622 +D+0.750L+0.750S+0.5250E+H 0.498 0.622 +0.600+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 or b f iW y c y q 1 1t)SCtB409, EN A 3�t�I,.itS. 6` Lic.#:KW-06010523 Licensee:'Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS O ', f 4A171 A Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase • 0(0.01;L(0.06) ,a 4- :�i� , ;ti's `°` `� 'z �g4 y3 ,P � £� �k 1 r z.� ,K, •s• � z , m rF< 2-2x6 Span=11.670 ft • • FH z ►p hill La#14 ,_ ., , „_.., ,,...= Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 fl bESIGhl`SUMMYMARY . �. ,. MI,.,,,.. -I Design OK Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio = 0.205: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 ib:Actual = 1,012.98psi fv:Adual = 36.88 psi FB:Allowable = 1,143.68psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+-1 Location of maximum on span = 5.835ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 �Ilaxir> umprces ,ardornbnaions Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv Fv +D+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 +0+11+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+0.750S+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.616 0.143 1.15 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1315.23 0.32 29.50 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:51PM Filg C 1fs�5ll3enc651(1I31ENERCA,tt115ec6 W0Qd $eaIII � .` r ERCALC,Il1 2016,st,lias.1s415,Ver.616a15.. Lic: tS3 .#: W-0601052Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +1J-0.60W+11 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.70E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.70E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750Lr+0.750L-0.450W4l 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.7505-0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S-0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.60W+0.6011 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 Overa11•Maximum Deflections Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4730 5.878 0.0000 0.000 Vertical ReaCtiiO17S Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.438 0.438 Overall MINimum 0.053 0.053 +D+H 0.088 0.088 +D+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +0+541 0.088 0.088 +D+0.750Lr+0.750L+H 0.350 0.350 40+0.750L+0.7505+H 0.350 0.350 +D+0.60W++1 0.088 0.088 +0+0.70E+H 0.088 0.088 +D+0.750Lr+0.750L+0.450W+H 0.350 0.350 +D+0.750L+0.750S+0.450W+H 0.350 0.350 +D+0.750L+0.750S+0.5250E+H 0.350 0.350 +0.60D+0.60W+0.60H 0.053 0.053 +0.60D+0.70E+0.60H 0.053 0.053 D Only 0.088 0.088 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only DECK LATERAL ANALYSIS JOB NAME Polygon Northwest Plan 60(Tuckunder) CITY Wilsonville,OR Number of stories I, _ :::.tqctfil ROOF SL �..:; _., DL Itis ..r':-ZOIAREA DECK LL v4 j DL IAREA R# "° R 180 Effective Seismic Wei•ht,W FartriSTFarillfign 5, ,0.962 S, 0.411 Fa t'iea'.115 F ;"1.589 SMs ` � 1.073. 5M1 0.653. DESIGN SPECTRAL RESPONSE Sps WitifiTgifrb SDS �4 £ Importance Factor,IE 1.0 Response Modification Factor,R 6.5 Seismic Design Class: Di Period,Ta(seconds) 1410111 C, Yq . V E_l Weight,W(lbs) hx(ft) WXh„k C,, F„(lbs) 0.7E(lbs) Roof ra '1) 0W t`1 74 1 # t Deck ,., 4 . k=1.0 Total 198 PROJ: Mka_ 6o - DCEILDE96A. / DATE: \ V I S T A 51/4/.2_0 ,, PROJ#: //re) . tiltQamommos......1* — STRUCTURALLC L. — ENGR: DMH :-....., ENNEERH\1 a . • . : . i . . .38(S s CATttiii:- 114\1:* g^ . i - . .. • , . . . I . E t et . - i -0.471Affsi oot-ii4 . t . 1 I : • : • • -‹: . . . . .., i ...,.. : . : .. . . I . . . . . : . . . . . . ,... . • i ! • ; . ,. i ,./ j I .• !. . • : : /- , : 0,,, . , •1: , —-I :------- ; '. • .41ft. : . ; I . : . - : . • 1'; ...re-kb I 41.14 Pir- CO MVIle'SS;I'/141. 'D,41%,-4, AL.. , : • 7" • • : . .. . -f.: •. 41 .761i3CfPi(*14 . . . . ! . .•• ! • . 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I : • I ; ! -- .- i- • ' •' ... .: . 4. ,._ • • ; ;- ' • • : 1 : • . . , • t - - i : - • • , I ; . • . , : . . . . . . . . . : Roseburg PL15 32 2-3-15 J2 MAIN 10:06am A Iirra,st PC,hilla.IS t..01111,111, 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 / / / 11 0 0 11 0 0 p o 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# -- 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p10 78#(49plf) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON�}�}.„,,,.„,,,,,,�_ EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663