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Specifications (81) RECEIVED JUN 14 2017 CITY OF TIGARD Calculation PacketB DINGDIVISION River Terrace - Tuckunder Plan 60 Tigard, Oregon March 6, 2017 Client : Polygon Northwest Company pRQFF ;41,k, GINN 0 w 11414:4OIREGON Si, 3/6/2017 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 7140 SW Queen Lane Beaverton, OR 97008 (971) 645-0901 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ) 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 N,4 ....0,) dennis@vistastructural.com 20 JAN 2015,10:46PM ,:. .. .T." ,... .. .-,..,- .. .«.n,''.. T C ligitslMiu i01)0C81 R 110 , Oa _ y US , lw , �- � `' > ' CALcit 19814Bp41118N1113 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.405)L(0.27)S(0.675) + + + + + .e s � • • _...a�s..�,,.. _,,, . . � ..,.„ • • • • ••i A 2-2x10 • • • • • • • • • Span=5.0 ft ,` plied t. S \T Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft ESiGN St.MNfARY , . � ,.. . .. Desi in 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 2-2x1 0 fb:Actual = 976.26 psi fv:Actual = 104.37 psi FB:Allowable = 1,138.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S41 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 111 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 1989 Max Upward Transient Deflection 0.000 in Ratio= 0<360 •• Max Downward Total Deflection 0.050 in Ratio= 1205 Max Upward Total Deflection 0.000 in Ratio= 0<240 • i FI esCaLta � , ,nat�o�t5lla ,.. r , . 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 +041 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 +0+1-41 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 +0+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 +0+541 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.832 0.489 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.38 946.68 1138.50 1.87 101.20 207.00 +D+0.750Lr+0.750L41 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 +0+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 I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1 (971)645-0901 t' 1 f dennis@vistastructural.com .„,„„„,,,„„- Printed:20 JAN 2015,10:46PM Viib iii 0 g z fiA.'I�041DOCutax7ttENERA %150ec6 >,Q,. ti . .. , . M.:. , ,.. .,, . _ x,_. ENERCLC983.214 B 6141l18,Vr6141118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Headers at back of bed#2 and bed#3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ C i Cr Cm C t CL M fb Pb V fv Fv +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.224 0.132 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1584.00 0.70 37.95 288.00 +D+0.70E41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.224 0.132 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.27 355.00 1584.00 0.70 37.95 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.336 0.198 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.90 532.51 1584.00 1.05 56.93 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.616 0.362 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.48 976.26 1584.00 1.93 104.37 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.616 0.362 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.48 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:Maxtlnui t Uetlections ; Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0498 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.784 2.784 Overall MINimum 0.608 0.608 +D+H 1.013 1.013 +D+L+}{ 1.688 1.688 +D+Lr+H 1.013 1.013 +D+S+H 2.700 2.700 40+0.750Lr+0.750L+H 1.519 1.519 +3-+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 +0+0.750Lr+0.750L+0.450W+I1 1.519 1.519 +D+0.750L+0.750S+0.450W+H 2.784 2.784 +D+0.750L+0.750S+0.5250E+H 2.784 2.784 +0.60D+0.60W+0.60H 0.608 0.608 +0.60D+0.70E+0.60H 0.608 0.608 DOnly 1.013 1.013 Lr Only L Only 0.675 0.675 S Only 1.688 1.688 W Only E Only H Only 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) (971)645-0901 dennis@vistastructural.com '� Printed: f(d20 JAN 2015,10 466PM iia RCP1160.e�f . k C EY g * µ l ; 1 „ C A � ( ; ,r G� i ',,,,,,Dr i iw 144„ ,.ZAV:A , 201,00.10 k,V9034,B 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-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) • i V * V i 2 x �-•,xis,:,-.,�i�z`.3'�'�,:,:�. „_..,:u.�x.f :m. „__,,:�:,.... i • • • A A • 2-2x6 • • • Span=3.0 ft .• !: 1te t:41.s C '; Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft jitS1Gt5UMrhoTY wir J �' t Ni.7 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M lb Pb V fv Pv +p+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.343 0.239 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1053.00 0.43 38.70 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.515 0.358 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.76 602.48 1170.00 0.71 64.50 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.247 0.172 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.46 361.49 1462.50 0.43 38.70 225.00 +0+5 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 0.716 0.499 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.22 963.97 1345.50 1.14 103.20 207.00 +0+0.7501J+0.750L++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 0.371 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+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.739 0.514 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.25 994.09 1345.50 1.17 106.42 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D I 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Project Descr: Tuckunder Cottages(60 series Beaverton,OR 97008 1 9 ) '„,,,,44_,,,, (971)645-0901 dennis@vistastructural.com " Printed:20 JAN 2015,1046PM vi1Axrlti o- ainr 9:1 -fife zAtlsg0PenolOpocutoc-I1ENERCA 4,6 0.150 7 :; • _ ' +ERcaLC; 19832014,Buad=6.141118 Ve'814 '48 K Lic.#:" W-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:header at front of master bath Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M lb Pb V fv Pv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.70E4l 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 +1D+0.750Lr+0.750L+0.450W4 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 2322 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.116 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 216.89 1872.00 0.26 23.22 288.00 Overall;Maximum"Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 vertical,, Reactions ' ' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.671 1.671 Overall MINimum 0.365 0.365 +D+H 0.608 0.608 +D+L+H 1.013 1.013 +D+Lr+H 0.608 0.608 +D+S+H 1.620 1.620 +D+0.750Lr+0.750L+H 0.911 0.911 +D+0.750L+0.750S+H 1.671 1.671 +D+0.60W+1-1 0.608 0.608 +D+0.70E41 0.608 0.608 +D+0.750Lr+0.750L+0.450W+H 0.911 0.911 +D+0.750L+0.750S+0.450W+H 1.671 1.671 +D+0.750L+0.750S+0.5250E+H 1.671 1.671 +0.60D+0.60W+0.60H 0.365 0.365 +0.60D+0.70E+0.60H 0.365 0.365 D Only 0.608 0.608 Lr Only L Only 0.405 0.405 S Only 1.013 1.013 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 I Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com '*-+,„-- te' Printed:20 JAN 2015,10:45PM , ) lL3CLt, 1 -f5 flec5- d :ok A Wr Ar P --..-11). :,- ?o 0r '---it:VV` " . 4,-_;,-4. ' 4s)04911-2014-40701404' • -� <_. ;Nm-tz, i s . ., . , , F . ,..4 ,, , ,,iLic.#: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 5.50 Wood Grade No.2 Exact Depth 5.50 inCf or Cv for Bending 0.0 Area 24.750 inA2 2 Cf or Cv for Compression 0.0 Fb-Tension 900.0 psi Fv 180.0 psi lx 62.391 in"4 Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi y 41.766 in"4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kt:Built-up columns 1.0 NGS 15 3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes(r n-gib only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 ,1:'':',*iiirM:00ifitingiVIAY:r..4,,QK i Mt ifTj 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 0g$0 1 MMA i'Y , , _: I. ,'°. Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0.0 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla 0.0 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 0.0 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 0.0 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination 0.0 Cf or Cv:Size based factors 0.000 0.000 Location of max.above base 0.0 ft Applied Design Shear 0.0 psi AllowableloaShear 0.0 psi Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location MaxRllftl€n• Gtl{N! i V IE V y II Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base ©Top @ Base t o liar t f*"mil's r L a Con%bmi ons. AqiCTOMIS Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Vista Structural Engineering,LLC Project Title: Plans 60A,B,D s, 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) jll'- l (971)645-0 901 ' dennis@vistastructural.com *.,,,,„--' 4 ' Pu meed:20JAN2315,,10:461P8M C116ers .$. V^^g� 1{E420RCA1t13�� ./> 00tC0jut ipC {, ..� .r v „ , �� �. �tdRCALG;T�.1983-2014 3uld_61411* -,s 1 . . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house Sketches Y Mmc Loads ao 6 t 4 �j` se s;r h+t . ti vim. _ ,.. Z' %,:j i 3-2x6 4.50 in Loads are total entered value.Arrows do not reflect absolute direction. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ( (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM 50 °�%, � .,,..*Yl... ��. .-. c..._u._,. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above middle window above back of bonus room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.08) + + * U(1.01)L(U.6+)S(1.(*) + D(0.405)L(0.27)S(0.675) + + + + • 3.5x9 • Span=6.50 ft ` "" T' { 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,(Roo) Uniform Load: D=0.080, Tributary Width=1.0 ft,(Wall Dead load) Point Load: D=1.010, L=0.670, S=1.690k@4.750ft DESIGN SbMMARY Desi.n OK Maximum Bending Stress Ratio = 0.735: 1 Maximum Shear Stress Ratio = 0.651 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 2,027.49 psi fv:Actual = 198.37 psi FB:Allowable 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+1-1 Load Combination +D40.750L+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 i 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=6.50 ft 1 0.372 0.328 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 2160.00 1.64 78.20 238.50 +D+L+4-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.529 0.467 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.00 1,269.20 2400.00 2.60 123.83 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.268 0.236 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3000.00 1.64 78.20 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.714 0.633 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.76 1,970.31 2760.00 4.05 192.79 304.75 +D.0.7501.140.750L+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 ( 1.j Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 ,, . dennis@vistastructural.com Printed:20 JAN 2015,10 46P Woed gram _ -Cws w t 'DOCUE-1rcA-441150ec6 ,,,. h1ERCALG,3NG;1832014,.8u110.14,11.18.Ve61411.18.;;•;• 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 CFA/ Ci Cr Cm C t CL M lb Fb V fv Fv Length=6.50 ft 1 0.384 0.339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.54 1,152.99 3000.00 2.36 112.42 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.735 0.651 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 2760.00 4.17 198.37 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.209 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 804.36 3840.00 1.64 78.20 424.00 +0+0.70E++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+0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.300 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.54 1,152.99 3840.00 2.36 112.42 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.528 0.468 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 3840.00 4.17 198.37 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.528 0.468 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.98 2,027.49 3840.00 4.17 198.37 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.126 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 482.62 3840.00 0.99 46.92 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.126 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 482.62 3840.00 0.99 46.92 424.00 Overall MaximumDeflections Load Combination Span Max."-"De Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1593 3.321 0.0000 0.000 1VethCal Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.366 4.225 Overall MINimum 0.994 0.958 +D+H 1.753 1.701 +D+L+H 2.747 2.659 +D+Lr+H 1.753 1.701 +D+5+H 4.243 4.108 +D+0.750Lr+0.750L+H 2.498 2.420 +1D+0.750L+0.750S+H 4.366 4.225 +D+0.60W+H 1.753 1.701 +D+0.70E+H 1.753 1.701 +D+0.750Lr+0.750L+0.450W+H 2.498 2.420 +D+0.750L+0.7505+0.450W+H 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 r 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) f� (971)645-0901 7 dennis@vistastructural.com Printed:20 JAN 2015,10:46PM q-44:4" 'QAri 0 k i' 9fili aF " 1e ira l t it .:PO;�" ,.fix;, 4: 41 aa;$ : Lic.#:KW-06010523 Licensee :Vista Structural Engineering,LLC Description: 60A:headers at side windows at back of bonus room ,ARE # 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(1.01)L(0.68)S(1.69) ,y y 0(0.08) y y 1 ., MI VII A 22x8 Span=3.50 ft raplsec t,ttr!as ME7141. iT., emern Service loads entered.Load Factors will be applied for calculation: Point Load: D=1.010, L=0.680, S=1.690 k@1.Oft Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) VDESIatSUMMARYFIVM :VATAWKINDesi•n OK Maximum Bending Stress Ratio = 0.766: 1 Maximum Shear Stress Ratio = 0.694: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 951.71 psi fv:Actual = 143.66 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+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 N ,a7? ��' .t'r � elk R'o°�' �L Maxlmiallrf o es$r S#�r l;slrs fo fl Corrie fins'' 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 F'v +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.385 0.346 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 972.00 0.81 56.10 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 0.498 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.30 595.08 1080.00 1.30 89.59 180.00 +D+1.r+4-1 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.277 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+8+11 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.743 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) t < (971)645-0901 ''s - dennis@vistastructural.com --.'" Printed:20 JAN 2015,10 46P Y�_-.OOI__.eali7 .. ; ,.4> ..,. .._,. _r FN ate Cc:tse-1983-nis1f0CUtidW&61141E1t1.16R;CA-11115aec6 Vw-$141118,_ Lic.#:KW-06610523 Licensee:Vista Structural Engineering,LLC Description: 60A:headers at side windows at back of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i Cr CM C t CL M tb Fb V fv Fs/ Length=3.50 ft 1 0.766 0.694 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1242.00 2.08 143.66 207.00 +0+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.216 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1728.00 0.81 56.10 288.00 +0+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.216 0.195 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 374.11 1728.00 0.81 56.10 288.00 +0+0.750Lr+0.750L+0.450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.312 0.282 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.18 539.84 1728.00 1.18 81.22 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 0.499 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1728.00 2.08 143.66 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.551 0.499 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.08 951.71 1728.00 2.08 143.66 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.130 0.117 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.130 0.117 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.49 224.47 1728.00 0.49 33.66 288.00 Overall Maximum Deflections M, Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.7505+0.5250E41 1 0.0238 1.584 0.0000 0.000 = Vista40 SStrucWturalQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D Engineer: Project ID: 1150 Ij 4001 71Beaverton,OR 97008 Project De s, TuckunderDMH Cottages(60 series) (971)645-0901 i dennis@vistastructural.com Printed 20 JAN 2015,10:46PM i,.b1 .3r: F7 � �� 3 O aireater} w egt -,;.#0119117940, . y _ W�A � ;z _ t : . . n aiti.` m < : t ,, ftti Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60�A+::beam at right side of kitchen ;fir ly 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(0.11L(0.44) Iv i * $ D(+8) i * i E ..a�,,.......<..�i i_...°#_cv.�._.......,o W.w.m........,,r,s...,,.u�..e.u.,. .W._.e A A 2- B D Span=3.50 ft ', Iied;Laads "< Service loads entered.Load Factors will be applied for calculation: Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) DESIGN' t1Mi RY • V 7,73, r t Design OK w.. 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 101E+1 Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.035 in Ratio= 1195 Max Upward Total Deflection 0.000 in Ratio= 0 <240 1 4'4 a mss:=. { ' x 1" a 3sz- ii arc ��rc>~s��r�ss� r ; a�tbir�;trians; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEA, Ci Cr C m C t CI_ M fb Fb V fv Fv 1041 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.287 0.182 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1053.00 0.32 29.46 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.715 0.453 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.05 836.67 1170.00 0.90 81.57 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +0+811 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 t 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) 4. (971)645-0901 jdermis@vistastructural.com � ^^�' Printed:20 JAN 2015,10:46PM WoodBeam .< P c u vennisuoocur }ENERc4t191 s a, :,; . ENERCALC,,wic.1983-2034 fitia6.14.1118,Vett-1411:1a t1411.1a 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 fb Pb V fv Pv +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.523 0.331 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1345.50 0.75 68.54 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +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+0.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 +0.600+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 Overall:Maximum:Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +1D441 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1205 1.205 Overall MINimum 0.261 0.261 +041 0.435 0.435 +D+L+H 1.205 1205 +0+Lr+H 0.435 0.435 +0+5+H 0.435 0.435 +13+0.750Lr+0.750L41 1.013 1.013 .+0+0,750L-+43,750S41 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 +0+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 cb,............0)7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008'''' 41.11 4 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 W dennis@vistastructural.com . a Printed:25 JM2015,10.45PM ii "" p, "a s 'l � $✓ a SiE144' 1 -:,..:111111t 1 .$e ,,,:,:,,,,,L#4. � x % - I ,041. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of powder room Fr Cts, ." 1 "� ,s ., it . 4 a. Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling * + D(0.15541.10.44) • • * 1' 0 7s) * $ • • • • • AA• • • z6 • • • • Span=3.50 ft • 4,` 1 E. ..r,.•� ., .0_ ¢ . Service loads entered.Load Factors will be applied for calculation: _.. Applted�t3ads..E ,...� .. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) ,., Design OK DE5iCld`Sil?JNA9AR`jr ���,� . .. 3�� 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+LI • 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 a u , orces4Stre'esy or ;4 4, natio Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Pb V iv F'v +O+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 40+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 +O+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 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 +040.750L1+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D jProj7140 SW Queen Lane Engineer: DMH ect ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:45PM 116;. .,"_. .", ?h.." s ,oengiS00cu6-� 1"15 s,"frd,,Beam :, . . , : :' '' N AC.It '._183-4'B"iirk63A11.ri,Verb1t11.18Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of powder room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C 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 +4J+0.60W+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.450W-*1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 Overall Maximum Deflections `? Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span 4+1+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions S Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.261 0.261 +041 0.435 0.435 +D+L+F I 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L-*l 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E4 0.435 0.435 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +0+0.750L+0.750S+0.450W41 1.013 1.013 +0+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.600+0.60W+0.60H 0.261 0.261 +0.600+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 K • Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) k 0 (971)645-0901 dennis@vistastructural.com - Printed:20 JAN 2015,10:46PM YOdern' N I e �" f M x ,mss' e 9 M �S,,W k115t1ec6 �,.. �. _.� .�. ,:_ .,„,�. ,•, ,Q�... _� i,..::.l.� ;': ,ex1983= *10:,,4 , 1r614 ..- Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening tM 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)1_(0.44) 0(0.08) + i i V V i • • A A 2-2x6 Span=3.50 fl SPP Iied7atl7S ., . ,.. 74-€:°- ° -,,REM:11137 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) iktiGN diotW'E p y 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 i h:,.a 011517iCtllifficiS r`,'trE5$ES roiWiii ; 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 0.287 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 +04.41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.715 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+1.1+4-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +D+841 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +0+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) j, �j (971)645-0901 `v 'fdermis@vistastructural.com l�� PrintBd:20 JAN 2015,10:46PM :!,!,v- 00 @File C:IttsersSDennisiDC euw-71iENEK4;1111511 ec6..: , ..., , <_i , , .., ? z, : ` :',, ,Ef40itA14,1NG 198321714,Buad5.141138,'V 61411,18..; Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60A:beam at left side of stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN 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 41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.161 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1872.00 0.32 29.46 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0+0.750L+0.7505+0.450W4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.376 0.238 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1872.00 0.75 68.54 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.097 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.28 1872.00 0.19 17.67 288.00 Overall,Maximum Deflections ,--„,,,,c, • Load Combination Span Max."2 Defl Location in Span Load Combination Max."+^Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertic• al Re ctrons Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0261 0.261 +D+H 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +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 0261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only '= Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) '• - (971)645-0901 ' dennis@vistastructural.com Prined 3 FEB 2015 10 55AM M+ e % cr� 1: ' tI � ' iit : 7f �� M ITO*' o + F ' 5030d0§149-N,,, 1 , Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + i D(0.165)L(0.44) + i • • Di0 08) • • • i * i i i • R Kra s z -^wqa x."' _ �Cz tr x s „• . • • • • lcd.4.c .....E.a,:, .Y 8+ ._G.,,s., ✓ g sSitSa."a'R...e.....E+.h�6G��.'.Y'..3...5�r .s_..ai�s5.,2_lk... ._;d-/ 4X10 A • • • • Span=6.50 ft • ' 1e14 1"`, 's Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0->>6.50 ft, Tributary Width=11.0 ft ,at IGll iiMM R iz :, Desi•n OK Maximum Bending Stress Ratio = 0.805 1 Maximum Shear Stress Ratio = 0.439 : 1 i 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+1-I 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 • • M0l lltAf 4b*MSS@ t -00111 17. 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 F'b V iv 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 1200 1.00 1.00 1.00 1.00 1.00 3.62 869.78 1080.00 1.71 79.05 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.230 0.126 1.25 1200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1350.00 0.61 28.27 225.00 +1J+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 1.00 129 311.09 1242.00 0.61 28.27 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.541 0.295 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1350.00 1.43 66.36 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 f Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 1 �, Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) .., (971)645-0901 dennis@vistastructural.com ,p Pnated:3 FEB 2015,10:55AM BfY Hk C1UsefS1L3Ctmis1D©cuME-1SENERcA-11115{1ec6 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 CEN Ci Cr Cm C t CL M lb Fb V fv F'v Length=6.50 ft 1 0.588 0.321 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1242.00 1.43 66.36 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.180 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1728.00 0.61 28.27 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.180 0.098 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 311.09 1728.00 0.61 28.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.423 0.230 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.11 1728.00 1.43 66.36 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.108 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.78 186.65 1728.00 0.37 16.96 288.00 Overall Maximum Deflection'''-, w Load Combination Span Max."2 Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0749 3.274 0.0000 0.000 Vertical Reactions - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 . Overall MAXimum 2.226 2.226 Overall MINimum 0.478 0.478 +D+H 0.796 0.796 +D-FL-FH 2.226 2.226 +D+Lr+H 0.796 0.796 +D+S+H 0.796 0.796 +0+0.750Lr+0.750L-+H 1.869 1.869 +0+0.750L+0.750S+1-1 1.869 1.869 +D+0.60W+H 0.796 0.796 +0+0.70E+H 0.796 0.796 +1J+0.750Lr+0.750L+0.450W4l 1.869 1.869 4)+0.750L+0.750S+0.450W+H 1.869 1.869 +D+0.750L+0.750S+0.5250E+H 1.869 1.869 +0.60D+0.60W+0.60H 0.478 0.478 +0.60D+0.70E+0.60H 0.478 0.478 D Only 0.796 0.796 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only 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) ~ (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM a ✓�� ' aAWOM ,m bO �/.. y� A ; a !!..0': R A 1 1 ,l:I'_ l � o' -4041,i47:4' k,� 43 W . 9p,) ��v13 ' .w`� .. �ireb„ ,4, bv >3. - „ 3F. : y . .. ,� Y £ 4e.4 . k.,, j ., -,.., ii L(c.#: W-06010523 Licensee Vista Structural Engneerng,LLC Description: 60A:beam at front left of bonus room Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • D(0.164L(0.4d) • • $ + D(i6) V $ • •• • • • A 2 2x6 A • Span=3.50 ft •• • T- �.-Applted .sgda � �� �{ 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) ot51G> ttMlVMARY , Desi.n OK Maximum Bending Stress Ratio = 0.715: 1 Maximum Shear Stress Ratio = 0.453 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 836.67 psi fv:Actual = 81.57 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination *0 +B Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • • Maximum Deflection • Max Downward Transient Deflection 0.022 in Ratio= 1870 • • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.035 in Ratio= 1195 ' Max Upward Total Deflection 0.000 in Ratio= 0<240 • •1 ir* i or4es&Std 6ii,�+ lroad nb1naf6J 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 40+1.41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.715 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+{.r+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.207 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1462.50 0.32 29.46 225.00 +0+5+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.225 0.142 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 302.13 1345.50 0.32 29.46 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.481 0.305 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 703.04 1462.50 0.75 68.54 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D J E 7140 SW Queen Lane Engineer: DMH Project ID: 1150 4,, Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 'i , . tz (971)645-0901 ,w P i dennis@vistastructural.com Printed:20 JAN 2015,1 D:47Ph4 Vifoc>#d 8 cAu 'a ropocut18A 1p 8 ".�: ;- , -'> EN@2fiAC;JNC:1983-2014,Bud6:i41181411 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front left of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M 1b 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+1i 1.300 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+O.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 +O+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 OOveralt`�Ylaieimuifi Defilections. . Load Combination Span Max. -"Deti Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0261 0.261 +D+H 0.435 0.435 +D+L+H 1.205 1.205 +D+Lr41 0.435 0.435 +D+S+H 0.435 0.435 +D+O.750Lr+0.750L+4-1 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.435 0.435 +D+0.70E+H 0.435 0.435 +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 +O.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0261 0261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D r° 7140 SW Queen Lane Engineer: DMH Project ID: 1150 f Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) -k 14R (971)645-0901 dennis@vistastructural.com Printed 20 JAN 2015,10:47PM tVn x o �y f -r s s �* use cillo poi u t ppw- t X,,inp*. tow iii-V ��s 1,,,,.O, .,£� ';--alt. 9 1- il '1<$? _. ..� �, �.<.>�: k% 5�'_ ��..:,.,yr,,, v w!�� .. ._..s .,y. ,.�,..,,x ,,. ��tL�It$G�,. ,.����.Bu��t'z,�.,"��,„8�1Ee'6.�4�z�.. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:beam at front of great room KIMIC777:07-0K::.*1111031M1 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • y 0(0.03) $ • Vu x " a • 411 • • • A 2 2x6 A • • • • Span=3.50 ft '`Applie ds 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=5.0 ft ;`DE51GN iiiiAARY : Design OK Maximum Bending Stress Ratio = 0.369 1 Maximum Shear Stress Ratio = 0.234: 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 3.053 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.010 in Ratio= 4115 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2318 Max Upward Total Deflection 0.000 in Ratio= 0<240 • • • lit*i t t e & tfe s 0or 4a0bmb n `,, < Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M tb 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 1053.00 020 18.36 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.369 0.234 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.54 43128 1170.00 0.46 42.05 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.129 0.082 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1462.50 0.20 18.36 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.089 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1345.50 0.20 18.36 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.253 0.161 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1462.50 0.40 36.13 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D to. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ki Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series)'!" (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47Ph1 • UseisTennislDOCUkE71SENE,Rc , t 51 ec6._ /0©y B>E 11tm g ERCM INC 1263.2014 Bt, ,s,a4,1l.1e,'vers.1411.IS tic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb 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 +0+0.60W+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +0+0.750Lr+0.750L+0.450W-41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 =Overall Maximum Deflections ._..' Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+L+H 1 0.0181 1.763 0.0000 0.000 Ver'1Ci i; actions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.163 0.163 +D+H 0.271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0.271 0.271 +D+S+H 0.271 0.271 +D+0.750Lr+0.750L+H 0.534 0.534 +D+0.750L+0.750S+H 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+0.70E+H 0.271 0.271 +D+0.750Lr+0.750L+0.450W+H 0.534 0.534 +D+0.750L+0.750S+0.450W+1-1 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 f 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 , 4 (971)645-0901 dennis@vistastructural.com , .y'- Printed:20 JAN 2015,10:47PM Nt .. .,. .. {_,.. G ! ntswetukE41 11516 6 Fms , a rt. al sea1p � -SLG 83-314, t4 f $, 411- Lic.# KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • D(0.075)L(0.2) • D(0.08) • � � �� • • • A• A • • • Span=3.50fl •.• FK 16 11 i0. f W a ` IP' 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 3ESIGN MARY ...lIZOAVPM1 Design OK Maximum Bending Stress Ratio = 0.36R 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 431.28 psi fv:Actual = 42.05 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft 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 •• • Yrs 'fW T �t� Y 'YR &�A `' - �``4% • f k6t4Ji Foil 8461, s±~s Sili** om a> rens . 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 +041 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.179 0.113 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1053.00 020 18.36 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.369 0.234 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.54 431.28 1170.00 0.46 42.05 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.129 0.082 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1462.50 0.20 18.36 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.089 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1345.50 0.20 18.36 207.00 +0+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+0.7505++1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4 (971)645-0901 N dennis@vistastructural.com Printed-20 JAN 2015,10.47PM :Wood'Beam .,..ENEReALC ttt.19✓i-2014 ih fi 4.1116-Ver.61 113 Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: BOA:beam at front of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r Cm C t CI_ M fb Pb V fv F'v Length=3.50 ft 1 0.275 0.175 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1345.50 0.40 36.13 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 020 18.36 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.101 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 188.31 1872.00 0.20 18.36 288.00 +D+0.750Lr+0.750L+0.450W41 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+0.7505+0.450W4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.198 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 370.54 1872.00 0.40 36.13 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 +0.60D+0.70E+4160H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.060 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.98 1872.00 0.12 11.02 288.00 •.overall.Maximu Deflection's Load Combination Span Max "-"Defl Location in Span Load Combination Max."+"Defl Location in Span *O+L+1-1 1 0.0181 1.763 0.0000 0.000 Verticall:Reactions A ^ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.163 0.163 +D+H 0.271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0.271 0271 +D+S+H 0271 0.271 +0+0.75OLr+0.75OL+H 0.534 0.534 +D+0.750L+0.750S+H 0.534 0.534 +D+0.60W+H 0.271 0.271 +D+O.70E+H 0.271 0.271 +D+0.750Lr+0.750L+0.450W+H 0.534 0.534 +0+0.750L+0.750S+0.450W+H 0.534 0.534 +0+0.750L+0.750S+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) i\,,,, ....) (971)645-0901 "� dermis@vistastructural.com � F SetS1Den�slia Fry�d 20 Ara 1� 1, 6 4CS Beam ,,.� . � ,r« W .,v �,-� ..,x. r x�tav��, '1-b�„ " : ��9��d� �3�t, ;�.�Lic.#:KW-06014523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at frontof front;:r 'ch'-'41-'11 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend xx 580.0 ksi Wood Species : DouglasFir-Larch Fc Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i + D(0.0525)L(0.14) f $ 4 D(0.00) 4 i i 4 4 • • A A. 4x8 Span=7.0 ft Service loads entered.Load Factors will be applied for calculation: xy )piii11 a I_fl*S ,, Uniform Load vD=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, TributaryWidth=3.50 ft ,.,. - *X' �s �1J ,. ,jars Desi.072406;18K:t K Maximum Bending Stress Ratio = 0.55a 1 Maximum Shear Stress Ratio = 0.261 : 1 M Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 653.22 psi fv:Actual = 46.91 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +04.41 Location of maximum on span = 3.500ft Location of maximum on span = 6.412ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 1963 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.083 in Ratio= 1008 Max Upward Total Deflection 0.000 in Ratio= 0<240 i $axe4g0' I prc s for load,.,. a o l s': Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Pb V fv Fv 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.302 0.141 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1053.00 0.39 22.81 162.00 +{)+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.558 0.261 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.67 653.22 1170.00 0.79 46.91 180.00 +p+13+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.217 0.101 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1462.50 0.39 22.81 225.00 +O+g+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.236 0.110 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1345.50 0.39 22.81 207.00 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.389 0.182 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1462.50 0.69 40.89 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D .1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 0 (971)645-0901 T dennis@vistastructural.com © Printed:20 JAN 2015,10:47PM �� Qtn'dlt -C1UserstOannislDOCUME-11ENERCA-111150ec6: ... �' �., ENERCAI C;-1NC.-7963 207#$u6147118?lej$141 1$ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at front of front porch Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r C m C t C L M ft) Pb V fv Pv Length=7.0 ft 1 0.423 0.198 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1345.50 0.69 40.89 207.00 +0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +0+0.70E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.170 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.62 1872.00 0.39 22.81 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.45 569.32 1872.00 0.69 40.89 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 t45 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 „ Yel"811 Maximum Deflections Load Combination Span Max.'"Dell Location in Span Load Combination Max."+^Deft Location in Span +0441 1 0.0833 3.526 0.0000 0.000 4erticai.Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.954 0.954 Overall MINimum 0.278 0.278 +D+H 0.464 0.464 +D+L+H 0.954 0.954 +D+Lr'+H 0.464 0.464 +D+S+H 0.464 0.464 +D+0.750Lr+0.750L41 0.831 0.831 +D+0.750L+0.750541 0.831 0.831 +D+0.60W+H 0.464 0.464 +D+0.70E41 0.464 0.464 +D+0.750Lr+0.750L+0.450W+H 0.831 0.831 +D+0.750L+0.750S+0.450W+H 0.831 0.831 +D+0.750L+0.750S+0.5250E+H 0.831 0.831 +0.600+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 pro ect ID: 1150 7140 SW Queen Lane Engineer: DMH j ( Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) .;, a, (971)645-0901 - dennis@vistastructural.com �,,: Printed:20 JAN 2015,10:47PM 6 o ,4 is 9x + 3 `:r.> ., �+�.ak 'r.7 $3 14 9,„ '' 1 ,£,u,awi'ti8l. ,_3 6010<5 _.., „ . , Licensee:Vista Structural Engineering,LLC Lic.#:KW-06010523 Description: 60A:beam at left side of dining room ! RE"a--- tESR y Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 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 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.1651 L(0.44) + + + + + D(0.08) + 1 + + + � -- x,< � y sv*. .�.y �i � 5.���a..x ;�;s.� F..��� *�s'..'�� ���r�._,.�...��s!�� �'. 6'��a�,'j A • 359 i Span=8.501t RA O 11 # s 'T rZ^ ,r:, /1 Service loads entered.Load Factors will be applied for calculation: Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load D=0 0150 L=0.040 ksf, Tributary Width=11.0 ft,(floor) > t1E'SIGN SUM+IARY� ' ` �7 �` " Design OK Maximum Bending Stress Ratio = 0.661: 1 Maximum Shear Stress Ratio = 0.436 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 1,587.31 psi fv:Actual = 115.52 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination 40+L++1 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 Ma�clmiiin.Fo s� St wase `or tedComb 11460n e Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.268 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+1.41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.661 0.436 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.25 1,587.31 2400.00 2.43 115.52 265.00 +0+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.193 0.127 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3000.00 0.88 42.07 33125 +1J+S4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0209 0.138 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 2760.00 0.88 42.07 304.75 +0+0.750Lr+0.750L4l 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 1. iiiiii jt.„ Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 " dennis@vistastructural.com Printed:2C JAN 2015,10.47PM 1L,c►0 .#o tKWB-0e601m05;23 . DNQ1Du4RCA -1�150 s' . ENEzrALCl2ti6.1111 �Ve&147118 Licensee:Vista Structural Engineering, L C Description: 60A:beam at left side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C1 Cr Cm C t CL M tb Fb V fv Fv +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.484 0.319 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 2760.00 2.04 97.16 304.75 +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 0.151 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3840.00 0.88 42.07 424.00 +0+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.151 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 578.11 3840.00 0.88 42.07 424.00 +0+0.750Lr+0.750L+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.348 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,335.01 3840.00 2.04 97.16 424.00 +D+0.750L+0.750S+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 +0.600+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=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 Maxirttuirn Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +0441 1 0.2136 4.281 0.0000 0.000 Vertical ReactionsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.941 2.941 Overall MINimum 0.643 0.643 +D+H 1.071 1.071 +D+L+H 2.941 2.941 +D+Lr+H 1.071 1.071 +D+S+H 1.071 1.071 +D+0.750Lr+0.750L+H 2.474 2.474 +0+0.750L+0.75054l 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+0.450W41 2.474 2.474 +D+0.750L+0.750S+0.450W+H 2.474 2.474 +D+0.750L+0.750S+0.5250E+H 2.474 2.474 +0.60D+0.60W+0.60H 0.643 0.643 +0.60D+0.70E+0.601i 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 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) - of j‘illitStli . (971)645-0901 dennis@vistastructural.com yy��'���yyq -if Printed:20 JAN 2015,10:47PM tulY' Sf tra,, 0L ,,.' - - ,, -$0,-,v.,:,( 4 f 3' "--'440-, b M 8v'iti 1 i3 .1 =-1111150 V; L1c.#•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-Prll 2510 psi Eminbend-xx 965.71 ksi Wood Species :Truss Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(3.3)L(2.2)S(5.5) • • • • I • • • :...:.. ,ai....n .v.,,raz.�,., z#zS�,`�..s:av '�d..,t,.,,...�.J.w •• A• A • 2-1.75x14 • • Span=7.0 ft • • � Service loads entered.Load Factors will be applied for calculation: r Ap1�e�1 Lows.:., ._ .,.� ��. _ , ,�f„ ���,y;.., , Point Load: D=3.30, L=2.20, S=5.50k@1.Oft D ,, ,.. Desi.nOKESIGN (!M 'hl�RY� ��' 7 1 i 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 4D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+1-1 • 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 i • igttr ',. 3 mx ^o-s'W 4rix l 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=7.0 ft 1 0.126 0.056 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 2340.00 0.47 14.43 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.190 0.084 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.70 492.99 2600.00 0.79 24.05 285.00 +D+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 35625 +0+541 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+0.750L4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.137 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.23 443.69 3250.00 0.71 21.65 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.272 0.121 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 2990.00 1.30 39.69 327.75 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 100, 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Protect Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com(11141 ,y„�„ Primed:20 JAN 2015,10.47PM '' He CAUsers1Dennis1Dt7CUh+E11ENERCA 11606 1NOOu E3ealn . . , ,:a _ .ENER.CALC INC 1983-2014,Buld;8.14.11.18,Ver& 41d 15-, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam in second floor system supporting right end of girder truss Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb 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=7.0 ft 1 0.071 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 4160.00 0.47 14.43 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.071 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.82 295.79 4160.00 0.47 14.43 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.107 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.23 443.69 4160.00 0.71 21.65 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.196 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 4160.00 1.30 39.69 456.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.196 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.75 813.43 4160.00 1.30 39.69 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 177.48 4160.00 0.28 8.66 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.043 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 177.48 4160.00 0.28 8.66 456.00 Overall Maximum Deflections',:: , Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0317 3.015 0.0000 0.000 `V n r g5 Support notation:Far left is#1 Values in KIPS Yertacal'Reactlons. Load Combination Support 1 Support 2 Overall MAXimum 7.779 1.296 Overall MINimum 1.697 0.283 +D4I 2.829 0.471 +D+L+FI 4.714 0.786 +D+L r+H 2.829 0.471 +D+S+H 7.543 1.257 +0+0.750Lr+0.750L+H 4.243 0.707 +D+0.750L+0.750S+H 7.779 1.296 +4+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 +4+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 i so)7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Prinba2 20 JAN 2015,10:47PM ? t 4A :0 f k ,. 7... * , - Vr,:e 'Wgr 4ft1 tt50.0 - .47r %..aigr ` it , 4 ', y.r / .4 , x. " 1 t1C1��91Bu0,14 6V41118 ; , . 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 • 0(0.135)L(0.36) F,;:: ��'s 3.�c,?���s8Ze", '-A 's� � ��'`��„�A'''..:::j.5:.,:: :''''''''''''''''''''''2'' ''''''''.a&vz �c • • A A 4x10 Span=7.0R ppyl74Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft DESIG1 St7MMARY ? ini Desi.n OK, Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.348: 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 728.94 psi fv:Actual = 62.69 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500 ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586 Max Upward Transient Deflection 0.000 in Ratio= 0<360 l Max Downward Total Deflection 0.073 in Ratio= 1153 i Max Upward Total Deflection 0.000 in Ratio= 0<240 ', t i . ..r llllaxlll rill ES&Sltie$Ses O1,�i�ii4ift*n 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 0.205 0.106 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 972.00 0.37 17.10 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.675 0.348 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.03 728.94 1080.00 1.35 62.69 180.00 +D. r+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 1200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1350.00 0.37 17.10 225.00 +121+5+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 0.160 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+0.750L41 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 10.750L+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 1200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1242.00 1.11 51.29 207.00 t Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com "",° _, Printed:20 JAN 2015,10.47PM .. . oH31 50-06,`VVQt►L Beirip! ,;. . = ,. , 'Eta INC..1983-2014, a 4.t V 6 s Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: BOA: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 C L M lb Fb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.345 0.178 1.60 1200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1728.00 1.11 51.29 288.00 +D+0.750L+0.750S+0.5250E+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.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 Vertical Reactions ? Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 Overall MINimum 0.284 0.284 +D+H 0.473 0.473 +D+L+H 1.733 1.733 +D+Lr+-1 0.473 0.473 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+H 1.418 1.418 4)+0.750L+0.750S+H 1.418 1.418 +D+0.60W+H 0.473 0.473 +D+0.70E+H 0.473 0.473 4)+0.750Lr+0.750L+0.450W41 1.418 1.418 +D+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.5250E+H 1.418 1.418 +0.60D+0.60W+0.60H 0.284 0.284 +0.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1.260 1.260 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D rj 7140 SW Queen Lane Engineer DMH Project ID: 1150 IBeaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 � riti dennis@vistastructural.com , riF� Printed:30 JAN 2015,3:41PM o g eam i` F , a , °N g �. �9 t r: . At „88 3i �3 rJ 1 15 Wit...gar e, ,,, .,. Al: - 3,-41u-' . ,.... y, ..M Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb Compr 1,850.0 psi Ebend xx 1,800.0ksi Fc-PM1,650.0 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(0.16) i i * i D(0.4125)L(0.275)S(0.6875) i i * i i a �'� x.'s `z 's• "� ,, � � � P ' ate,o . � >�� �'`�'�. �°�' y,,' ,y, �x rr..,� "' w"� s�,�7r�� d. � ,✓' � xd y,a. ��,"m v� �.i€:��'"" xei' ,,.� „rd..xk.,'" g '_ � �,. ��G�� k, "�x'� �� • A 5.5x22.5 • Span=21.50 ft rA 11EL� GBi-- T Y 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) 'SilffTiild .' Y Desi+n OK Maximum Bending Stress Ratio = O.75a 1 Maximum Shear Stress Ratio = 0.461 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb:Actual = 1,933.98 psi fv:Actual = 140.35 psi FB:Allowable = 2,567.56 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H • Location of maximum on span = 10.750ftLocation 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 NFaziiri In'ffiees tY:trr ; s sr Loac tolibiri ► Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t CI_ M fb Fb V N Fv 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.426 0.260 0.90 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 2009.39 5.12 62.07 238.50 +D+L+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.567 0.347 1.00 0.930 1.00 1.00 1.00 1.00 1.00 48.97 1,266.28 2232.66 7.58 91.89 265.00 +D+Lr+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.307 0.187 1.25 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 2790.82 5.12 62.07 .2 +D+S+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 3310.005 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+0.750L41 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 +0+0.750L+0.750S+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D tio. .. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 '' faik dermis@vistastructural.com Printed:30 JAN 2015,3.41PM . le !%115ers1DennisAPOCU1 7F-NERCA-1i 1t50.e t,• Wood Beam � ,'- ENERGALC,INC.198331315; :6161i% 1 613.t1c Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr Cm C t CL M ib Pb V fv F'v Length=21.50 ft 1 0.753 0.461 1.15 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 2567.56 11.58 140.35 304.75 +D+0.60W+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.239 0.146 1.60 0.930 1.00 1.00 1.00 1.00 1.00 33.08 855.40 3572.25 5.12 62.07 424.00 +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+0.750Lr40.750L+0.450W+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.326 0.199 1.60 0.930 1.00 1.00 1.00 1.00 1.00 45.00 1,163.56 3572.25 6.97 84.44 424.00 +D+0.750L+0.750S+0.450W+H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.541 0.331 1.60 0.930 1.00 1.00 1.00 1.00 1.00 74.79 1,933.98 3572.25 11.58 140.35 424.00 +040.750L+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 +0.60D40.60W+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 +0.600+0.70E+0.60H 0.930 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.144 0.088 1.60 0.930 1.00 1.00 1.00 1.00 1.00 19.85 513.24 3572.25 3.07 37.24 424.00 . Overall Maximum l eflectlons ; Load Combination9 Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+1-1 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 40+1-1 6.154 6.154 +D+L+H 9.111 9.111 +D+Lr+H 6.154 6.154 +D+S+H 13.545 13.545 +D+0.750Lr+0.750L+H 8.372 8.372 +D+0.750L40.750S+H 13.915 13.915 4040.60W+H 6.154 6.154 +D+0.70E+H 6.154 6.154 +D+0.750Lr40.750L+0.450W+H 8.372 8.372 +D+0.750L+0.750S+0.450W+H 13.915 13.915 +D+0.750L+0.750S+0.5250E+H 13.915 13.915 +0.60D+0.60W+0.60H 3.693 3.693 +0.60040.70E+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 4 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D tz 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 tiitw#r -+, "s s;P `� rF -�ap k -Ok '�""" % `tp ns1 r1t igx 1R#6,� 4 OOu M tea, s� k 7 psi .,a..qtr.„ rite t, t.,m .6 E tEltf ALS 1 1 to 04:1118, 141 8 ,. Lic.Al':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-Pep 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 j D(0.09)L(0.06)S(0.15) i i i i i A • 6x12 Span=16.50 ft : APpltenaai$' I E i Y_ Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 fl 1JESIG ICSIJJ,M ARY_. -. ,, � { z a Desi•n OK Maximum Bending Stress Ratio = 0.80S 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73 psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 877 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.372 in Ratio= 531 Max Upward Total Deflection 0.000 in Ratio= 0<240 moi, �- z-�e z.� ro �-.� '� -� ti1111tItii Foil 4$c bSr $:ift' .Q , 011jAsif ittO l Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb Fb V fv Fv +fl+H 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.374 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 810.00 0.66 15.68 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.561 0.145 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.10 505.29 900.00 1.10 26.13 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.269 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1125.00 0.66 15.68 225.00 +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 +0+0.750Lr+0.7501.+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 d Vista Structural Engineering,LLC Project Title: Plans 60A,B,D e. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) :d-, (971)645-0901 dennis@vistastructural.com '' ,.. --" Printed 20 JAN 2015,10:47PM Wood Bearn C:YserslD ni5H30Gu a1hNERCA-711150 . <. .,. .. ... z = _ • =�raalrtcucINC_1983=2014 5uIck6.14 x1.18 vet-6.14 11.18, Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60A:Header above garage door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M lb Fb V iv Fv 40+0.60W++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 +0+0.750Lr+0.750L+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.316 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1440.00 0.99 23.52 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 Overall Mlaxii inns 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 Verticergeactions 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-I-1-1 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+H 1.980 1.980 +D+0.750Lr+0.750L+H 1.114 1.114 +D+0.750L+0.750S+H 2.042 2.042 +D+0.60W+H 0.743 0.743 +D+0.70E+H 0.743 0.743 +040.750Lr+0.750L+0.450W+11 1.114 1.114 40+0.750L+0.7508+0.450W41 2.042 2.042 +D+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E40.60H 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 UI' 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) - (971)645-0901 Bennis@vistastructural.com Print&20 JAN 2015,10:47PM .., ,. 6 .. . . . _ < _. * , ,tt sUenr-is ^t '* ,z I u , -"uf-14iot,vr , ,,�� B , �t14t � ` a tgV,� r� F G IN.1983-201541ii, . , Lich# .,,KW-0010523 . , , � . r . Licensee:Vista Structural Engneerng, LLC Description: 60A:Beam through middle of crawl space Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 1 D(0.11ZL(0.44) • A A 4x8 Span=6.50 ft 1itef Lt38i15 WS''* 4 Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft 1 EES1L N.SUM11ARY... �... _ .,tea ;_.t Design OK Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.480 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,136.81 psi fv:Actual = 86.38 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 780 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.125 in Ratio= 624 Max Upward Total Deflection 0.000 in Ratio= 0<240 dim Fore S 401.0. ,.d, Am liA61 s, Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.216 0.107 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1053.00 0.29 17.28 162.00 +0+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.972 0.480 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.90 1,136.81 1170.00 1.46 86.38 180.00 +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 +0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.169 0.083 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1345.50 0.29 17.28 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.622 0.307 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1462.50 1.17 69.11 225.00 +D+0.750L+0.75054H 1.300 1.00 1.00 1.00 1.00 1.000.00 0.00 0.00 0.00 Length=6.50 ft 1 0.676 0.334 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1345.50 1.17 69.11 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Project Descr: Tuckunder Cottages(60 g Beaverton,OR 97008 1 9 series) 4 ,j (971)645-0901 dennis@vistastructural.com Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Beam through middle of crawl space Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M tb Pb V fv Pv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 029 17.28 288.00 +D+0.750Lr+0.750L+0.450W+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 OverallMaxinium deflections - Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 0.215 0.215 +D+H 0.358 0.358 +D+L+H 1.788 1.788 +D+Lr+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+1-1 1.430 1.430 +D+0.60W+H 0.358 0.358 +D+0.70E+H 0.358 0.358 +0+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 +0.600+0.60W+0.60H 0.215 0.215 +0.600+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 i,( 7140 SW Queen Lane 46 • Engineer: DMH Project ID: 1150 otBeaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) AI (971)645-0901 Is dennis@vistastructural.com �,, Pnntect 20 JAN 2015 10:47PM t v z o 1 s ilsers113enntslppApMF 1t1 FICA tt1v. Wi4043 p.ur n a . .,. ,.� ,- . F. ,m f_ �crac.�t1 .2030u ,4ttyla� .' titIli 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 5.50 in Cf or Cv for Bending 0.0 Wood Grade No.2 Area 30.250 in"2 Cf or Cv for Compression 0.0 Fb-Tension 900.0 psi Fv 180.0 psi lx 76.255 inM Cf or Cv for Tension 0.0 Fb-Compr 900.0 psi Ft 575.0 psi ly 76.255 inA4 Cm:Wet Use Factor 1.0 Fc-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 2.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(ren,ic 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 PK` -Lod qds s l * ' 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 370010,140,44:447#1615A.:71?4!NAIV.,Vr, Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0.0 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla 0.0 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 0.0 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 0.0 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination 0.0 Cf or Cv:Size based factors 0.000 0.000 Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location s MaXlfll *4-0$, ✓„ ' t„ '' Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base , 3i u 13e a fa oad�,: binatlotis ITP g� ' `� .� � ��ptxt _.Fes-_..,: Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance t Vista Structural Engineering,LLC Project Title: Plans 60A,B,D s: 7140 SW Queen Lane Engineer: DMH Project ID: 1150 t E Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) . (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015, 7PM 4 _ie-C3usersk riniT — 'iiii6tidtliitl111„,,,,i:;:;:;....0,,,:!,,,,„,,,:::2,',),,,,,,,„ E R3 :P4 , .- - .�� ,R,...,�-.� , , ., , =�€NECALCJJs�198 -2Qa�Bu�dfr97Y18,7aafr�d11.7$Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Column supporting 5 1/2”x 31 1/2"glulam beam above garage Sketches Y Maa.Loads t 5 rix ' $ o 1 0i .rzs II t a — 6x6 —,i o.oli0 , 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i' 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com Prin'ied:20 JAN 2015,10:47PM W "Vz �„ a Aga i?1Userslf3CRn,s10DCUA �A 113 ,6 r n1�.r+a LLCio�11"f�,� `i .. ,s • f - —..... ,1 (Ii?'But �4�,� Erb 3.111;,- K Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLL Description: 60A:Footings under ends of roof girder truss Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Genes l Irak r n 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 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 fig wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 2.250 ft Z Length parallel to Z-Z Axis = 2.250 ft Footing Thicknes = 10.0 in anftglatiatfaillOWICIP X Pedestal dimensions... itLf px:parallel to X-X Axis = in N �Q pz:parallel to Z-Z Axis = in i 61 r i m Height in , a rn Rebar Centerline to Edge of Concrete. � � m s at Bottom of footing = 3.0 in � s ,R tht'ot'Gr ,. r r i.,-. z :.,. .. 2.'3" w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis G ti Number of Bars = 3 = 1�" 1 f t =r , n Reinforcing Bar Sizc = # 4 j r a y.sw. it j f6 r lir a : t Bandwidth Distribution Check (ACI 15.4.4.2) :-7-''''''''''''''''''''-' -,L � „»: ,: Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 3.30 2.20 5.50 k OB:Overburden = ksf M- k-ft xx = _k-ft M-zz = —Vk -x = k V-z = j 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) t sit 4k4 (97 )645-0901 '1> dennis@vistastructural.com ,_ry Printed:20 JAN 2015,10 47P ................. Genual Footing i Fde C:lU spennisDDOCUME-ISENERCA-11115Qec6 _.rt -,, ,., ENERGALG,:INC 7983.2014 auftd:6.1?.1418,VerXi 14.11.'18„ Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss DESIGNSUMMARY _ Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9565 Soil Bearing 1.913 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3173 Z Flexure(+X) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.605+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+1,605+1.60H PASS 0.3173 X Flexure(-Z) 1.733 k-ft 5.461 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(+X) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(-X) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(+Z) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2083 1-way Shear(-Z) 17.111 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3998 2-way Punching 65.686 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Result e. 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 Verturnmg Stabii .y Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning „ Sliding Stability ,d;-„,',,,,i 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+0.505+1.60H 1.279 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.505+1.60H 1.279 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.733 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.733 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1,20D+1.605+0.50W+1.60H 1.595 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.595 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.770 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.770 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.3713 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.3713 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.3713 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.3713 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.5775 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D jd- 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 Ptd v a e � � Fie x. serSSt nn Vtlt3Gi3A ^ fi£A 4150 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 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ViBeaverton,OR 97008 Prosect Descr. Tuckunder Cottages(60 series) t (971)645-0901 z. 0, `> ''Y dermis@vistastructural.com ...,..,m-- Prind:20 JAN 2015,10:47PM C.aenercas FP9Tip,g , W ,.... ,, , ' _ _ E lERCALC,H 20 4 8,Vec5i4,1118.. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? in"2 inA2 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+1.605+1.60H 1.733 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 1.595 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.205+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 One 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+1.605+1.60H 17.111 psi 17.111 psi 17.111 psi 17.111 psi 17.111 psi 82.158 psi 0.2083 OK +1.20D+1.605+0.50W+1.60H 15.753 psi 15.753 psi 15.753 psi 15.753 psi 15.753 psi 82.158 psi 0.1917 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.247 psi 6.247 psi 6.247 psi 6.247 psi 6.247 psi 82.158 psi 0.07604 OK +1.20D+0.50L+0.50S+W+1.60H 9.642 psi 9.642 psi 9.642 psi 9.642 psi 9.642 psi 82.158 psi 0.1174 OK +1.20D+0.50L+0.20S+E+1.60H 7.605 psi 7.605 psi 7.605 psi 7.605 psi 7.605 psi 82.158 psi 0.09256 OK +0.90D+W+0.90H 3.667 psi 3.667 psi 3.667 psi 3.667 psi 3.667 psi 82.158 psi 0.04463 OK +0.90D+E+0.90H 3.667 psi 3.667 psi 3.667 psi 3.667 psi 3.667 psi 82.158 psi 0.04463 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 21.895 psi 164.317 psi 0.1333 OK +1.20D+0.50Lr+1.60L+1.60H 35.449 psi 164.317 psi 0.2157 OK +1.20D+1.60L+0.505+1.60H 48.482 psi 164.317 psi 0.2951 OK +1.20D+1.60Lr+0.50L+1.60H 23.981 psi 164.317 psi 0.1459 OK +1.20D+1.60Lr+0.50W+1.60H 18.767 psi 164.317 psi 0.1142 OK +1.20D+0.50L+1.60S+1.60H 65.686 psi 164.317 psi 0.3998 OK +1.20D+1.60S+0.50W+1.60H 60.473 psi 164.317 psi 0.368 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.981 psi 164.317 psi 0.1459 OK +1.20D+0.50L+0.50S+W+1.60H 37.013 psi 164.317 psi 0.2253 OK +1.20D+0.50L+0.20S+E+1.60H 29.194 psi 164.317 psi 0.1777 OK +0.90D+W+0.90H 14.076 psi 164.317 psi 0.08566 OK +0.90D+E+0.90H 14.076 psi 164.317 psi 0.08566 OK t Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ► 4 (971)645-0901 N ` dennis@vistastructural.com '` Printt&20 JAN 2015,1D:47PM t G�'.t�E: ��i 4tlf 1 u r i - :1Etse€S1f 1x-631,i # 11 , tor:': .,.,,,. Lic.#:KW-06010523 Licensee':Vista Structural Engineering,LLC Description: 60A: Footings under ends 51/2"x 31 112"glulam beam above garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 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 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of 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 greaten ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 2.750 ft Z Length parallel to Z-Z Axis = 2.750 ft Footing Thicknes = 10.0 in ttattlittttitittgAfittCtillM Pedestal dimensions... X r , px:parallel to X-X Axis = in ' ef ,, :,; pz:parallel to Z-Z Axis in .,M Height in r• m Rebar Centerline to Edge of Concrete. el ti m at Bottom of footing = 3.0 in „ ii 1 Reinforcing. 4. . .. . 2'IIIM 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 .w ;I mL,,.L,4 .t= rrf ( Reinforcing Bar Biz( = # 4 .u�L 3 ,4 lath: "r L '�` rpt" 1= LL �q I6 l iif i t 'I'M L Bandwidth Distribution Check (ACI 15.4.4.2) xx�Was`3��'it�L ol�'�dx�.;"" '"' Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 6.150 2.960 7.390 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x —_ — k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) x '1 j (971).645-0. 901 N Pro denns@vstastructural.com om Printed 20 JAN 2015,10 47P Gni eras F©O1�ing, v,, .: File C:\UsersSDein\DOGUME-1IEN£RCA-t11150e6 ..�., ,:-. ,:',-;,--h-;,,,,,,. ,, . . . .. .. . :.,,. Z...,, ENERCALC;INC 19�2014,.Bu56.-1411.18,uer6"41318„ Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 51/2"x 31 1/2"glulam beam above garage DESIGN SUMMARY _ . ',;'' Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9805 Soil Bearing 1.961 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5760 Z Flexure(+X) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 Z Flexure(-X) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(+Z) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(-Z) 2.586 k-ft 4.488 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(+X) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(-X) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(+Z) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3088 1-way Shear(-Z) 25.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6165 2-way Punching 101.309 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results 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 i)arer#urning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning wStidin ilta Sb ttY 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. n As Actual As Phi*Mn Axis&Load CombinationStatus k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 1.076 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.40D+1.60H 1.076 -Z Bottom 0.216 Min Temp% 0.2182 4.488 -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+1.605+0.50W+1.60H 2.401 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.569 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.292 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+W+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+0.90D+E+0.90H 0.6919 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.40D+1.60H 1.076 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK 1 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) \kilt 10 (971)645-0901 '" dennis@vistastructural.com *=':.; ` Printed:20 JAN 2015,10:47PM ms's r: c iy y� r a _ g- �. -. yam .I zu : '. y.�`"` , s1 - 10pgr,p w f A 4115{ n Irl F W..g. i , „,.. ,.,,_a a r„�-.E... fi, ..,.t._...3. ;,:u., s +IEKc* 2(ftd BU, ktl 1li C11' .r Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: BOA:Footings under ends 5112"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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ij Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) , (971)645-0901 < dennis@vistastructuratcom .«- Printed:20 JAN 2015,10.47PM Geneil'.1 Footling G1UserSVOe1a DOCut 11ENERCA 415© 6 � Lic.i:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends 5112"x 31 1/2"glulam beam above garage Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Z-Z,+1.20D+1.60L+0.505+1.60H 1.976 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.976 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.108 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9225 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9225 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+1.60S+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 4.4.88 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+0.205+E+1.60H 1.292 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+E+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+E+0.90H p.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK One Way*al. -.. ' ' :-.-- ',.F'4';'' '''''''',, 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+0.50S+1.60H 19.393 psi 19.393 psi 19.393 psi 19.393 psi 19.393 psi 82.158 psi 0.236 OK +1.20D+1.60Lr+0.50L+1.60H 10.867 psi 10.867 psi 10.867 psi 10.867 psi 10.867 psi 82.158 psi 0.1323 OK +1.20D+1.60Lr+0.50W+1.60H 9.052 psi 9.052 psi 9.052 psi 9.052 psi 9.052 psi 82.158 psi 0.1102 OK +1.20D+0.50L+1.60S+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+0.20S+E+1.60H 12.68 psi 12.68 psi 12.68 psi 12.68 psi 12.68 psi 82.158 psi 0.1543 OK +0.90D+W+0.90H 6.789 psi 6.789 psi 6.789 psi 6.789 psi 6.789 psi 82.158 psi 0.08263 OK +0.90D+E+0.90H 6.789 psi 6.789 psi 6.789 psi 6.789 psi 6.789 psi 82.158 psi 0.08263 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 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+1.60S+0.50W+1.60H 94.06 psi 164.317 psi 0.5724 OK +1.20D+0.50Lr+0.50L+W+1.60H 43.396 psi 164.317 psi 0.2641 OK +1.20D+0.50L+0.50S+W+1.60H 61.494 psi 164.317 psi 0.3742 OK +1.20D+0.50L+0.20S+E+1.60H 50.635 psi 164.317 psi 0.3082 OK +0.90D+W+0.90H 27.11 psi 164.317 psi 0.165 OK +0.90D+E+0.90H 27.11 psi 164.317 psi 0.165 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descc Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com j Pnn'tad 20 JAN 2015,10:47PM _: i ,7,4=t, 'z` t, tc✓1s AI ,rd's {o A9etS tri (6:. W,A 1," . ,`. Lrc.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 1/2"x 19112"glulam beam above garage ' dferi +e i f7JW il Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 ig#7 til OW.WO 1541WEIri ... 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 qt 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 111I,i#:!'1Si(3[ls ... : ; Width parallel to X-X Axis = 1.667 ft Z Length parallel to Z-Z Axis = 1.667 ft Footing Thidcnes = 10.0 in E ' :` Pedestal dimensions... f�C'i F�e� � �d X px:parallel to X-X Axis _ in co ' pz:parallel to Z-Z Axis = in 2: 1 m Height in t � Rebar Centerline to Edge of Concrete. m at Bottom of footing = 3.0 in � - 11 Relnforcmg.. ...k 1. �� 1'-8-:/16" `''- Bars parallel to X-X Axis Number of Bars - 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis : P iikt r••ai: *:tii =x Number of Bars = 2-0 ' _ ` : : f 3 ' Reinforcing BarSiz( = # 4 ti I „::,,:,::.,::,„,„.„,,,,-„:„:„..,,,,,,,,,„;,„,111 � . ., l rte: Bandwidth Distribution Check (ACI 15.4.4.2) , •' L. za ` ' t' . Rill Direction Requiring Closer Separation n/a • =�`-;'t...it. ' ” '' t .. `i." mss=�t Z. on r.;;;:x i. =t Z-Z Saetion Loolan to+X #Bars required within zone n/a #Bars required on each side of zone n/a 1:4"01401044,51. : ed1�alds. .r a . v'l PPS. �� ���w. � � ?``���, D Lr L S W E H P:Column Load = 2.950 1.610 0.810 k OB:Overburden = ksf M-xx = k-ft M-zz = _ k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D Iiii. 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 AN (971)645-0901 l dennis@vistastructural.com Printed:20 JAN 2015,1D:47PM General F©otin Fte=cu� ws�ni�> ct1M -rc� as „ ,� , ., , , „., ., .., ,,., ..,,,, . » gANC.19832014 Bodaicii.1a,Ver:6,1�11.1a, Lic.# KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5112"x 19112"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+0.7505+0.5250E+1-1 about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1655 Z Flexure(+X) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 Z Flexure(-X) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 X Flexure(+Z) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 X Flexure(-Z) 0.8151 k-ft 4.926 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+X) 6.985 psi 82.158 psi +120D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-X) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.180 2-way Punching 29.574 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H Detailed:Results" = w Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Overturning Stability . . .... Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Side? Bot or Top? in^2 in"2 in"2 k-ft X-X,+1.40D+1.60H 0.5163 +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+0.505+1.60H 0.8151 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.40D+1.60H 0.5163 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971 )645-0901 `` dennis@vistastructural.com Printed:20 JAN 2015,10:47PM ? ` ; ra moi' yt t ie oo iS�C ;174, -r; 6n1e f m ',... ' '''''''"''''C':44 '''' ''''"41' � ° '*'-' 4111'.W.: „ �, ctura g i g LLC q �, . „ �,., F:.�e , :-�s,_., �.�,t,� ���. »� �_ ��� �1�'"1�83-�9,�,�„ It1H,...� � Lic.#:KW-06010523 Licensee:Vista Stru l En ineering, Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage Z-Z,+1.40D+1.60H 0.5163 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D-+0.50Lr+1.60L+1.60H 0.7645 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20Df0.50Lr+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 , r 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) illti ` ) ,.&, (971 645-0901 ¢,,, V- dennis@vistastructural.com Printed 20 JAN 2015 10 47PM GeneCal �ifOIti{� .< ar> 1> Rca- �Tsos:; Licensee:VistaStructural Engineering,, t.tc.#:KW-06010523 LLC Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage ,Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8151 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60L+0.505+1.60H 0.8151 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.7051 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.7051 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.6045 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.6045 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.5634 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0,90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu!Phi*Vn Status +1.40D+1.60H 4.424 psi 4.424 psi 4.424 psi 4.424 psi 4.424 psi 82.158 psi 0.05385 OK +1.20D+0.50Lr+1.60L+1.60H 6.552 psi 6.552 psi 6.552 psi 6.552 psi 6.552 psi 82.158 psi 0.07974 OK +1.20D+1.60L+0.505+1.60H 6.985 psi 6.985 psi 6.985 psi 6.985 psi 6.985 psi 82.158 psi 0.08502 OK +1.20D+1.60Lr+0.50L+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+1.60Lr+0.50W+1.60H 3.792 psi 3.792 psi 3.792 psi 3.792 psi 3.792 psi 82.158 psi 0.04616 OK +1.20D+0.50L+1.60S+1.60H 6.043 psi 6.043 psi 6.043 psi 6.043 psi 6.043 psi 82.158 psi 0.07355 OK +1.20D+1.605+0.50W+1.60H 5.18 psi 5.18 psi 5.18 psi 5.18 psi 5.18 psi 82.158 psi 0.06305 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.654 psi 4.654 psi 4.654 psi 4.654 psi 4.654 psi 82.158 psi 0.05665 OK +1.20D+0.50L+0.50S+W+1.60H 5.088 psi 5.088 psi 5.088 psi 5.088 psi 5.088 psi 82.158 psi 0.06193 OK +1.20D+0.50L+0.20S+E+1.60H 4.828 psi 4.828 psi 4.828 psi 4.828 psi 4.828 psi 82.158 psi 0.05876 OK +0.90D+W+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK +0.90D+E+0.90H 2.844 psi 2.844 psi 2.844 psi 2.844 psi 2.844 psi 82.158 psi 0.03462 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu!Phi*Vn Status +1.40D+1.60H 18.73 psi 164.317 psi 0.114 OK +1.20D+0.50Lr+1.60L+1.60H 27.737 psi 164.317 psi 0.1688 OK +1.20D+1.60L+0.505+1.60H 29.574 psi 164.317 psi 0.18 OK +1.20D+1.60Lr+0.50L+1.60H 19.705 psi 164.317 psi 0.1199 OK +1.20D+1.60Lr+0.50W+1.60H 16.054 psi 164.317 psi 0.0977 OK +1.20D+0.50L+1.60S+1.60H 25.583 psi 164.317 psi 0.1557 OK +1.20D+1.60S+0.50W+1.60H 21.932 psi 164.317 psi 0.1335 OK +1.20D+0.50Lr+0.50L+W+1.601-1 19.705 psi 164.317 psi 0.1199 OK +1.20D+0.50L+0.50S+W+1.601-1 21.542 psi 164.317 psi 0.1311 OK +1.20D+0.50L+0.205+E+1.60H 20.44 psi 164.317 psi 0.1244 OK +0.90D+W+0.901-1 12.041 psi 164.317 psi 0.07328 OK +0.90D+E+0.90H 12.041 psi 164.317 psi 0.07328 OK 'I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) .ii (971)645-0901 iii dennis@vistastructural.com `ti$,, - x . 0 Print9d.20 JAN 201510:47PM A 0 . it iirqs AI' � lc i C 1 j 'S ' v z � 4ctl/19832B" r1,F it Lic. .F'.. #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pa 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(0.321, t • r€ g a • y •• .. • A• 2_ A • Span=250ft . AP i14443a0181 3 " 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 _. DESIG ailtii4Y,i.. ri l Desi•n OK Maximum Bending Stress Ratio = 0.247: 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 332.39 psi fv:Actual = 38.70 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+1 Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection - 0.004 in Ratio= 6948 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 4211 Max Upward Total Deflection 0.000 in Ratio= 0<240 � iiiiii IPMet AcM1, L IOr L ® C91M. , ., Moment Values Shear Values Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C i Cr C m C t C L M tb Fb V fv FY +04( 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.115 0.087 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1053.00 0.15 14.07 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.172 0.130 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.25 201.45 1170.00 0.26 23.45 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.083 0.063 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.15 120.87 1462.50 0.15 14.07 225.00 +0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.240 0.181 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.41 322.31 1345.50 0.41 37.52 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.124 0.094 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.23 181.30 1462.50 023 21.11 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.247 0.187 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.42 332.39 1345.50 0.43 38.70 207.00 Vista7140 StructuralSWQueen EngineeringLane ,LLC Project Title: Plans 60A,B,D DMH Beaverton,OR 97008 ProEngject ineeDesr: Project ID: 1150 cr: Tuckunder Cottages(60 series) (971)645-0901 jdennis@vistastructural.com '. Printetl:20 JAN 2015,10:47PM WQ�d B ,,,,, File`C:ltisers1Deitn CUty =11ENERCA-111150.ec6 License Lic.#.KW-06010523 e:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of master bath and 2nd floor community bath Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Ft 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=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 Ovi lt:Nlaximum Deflectitans Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0071 1.259 0.0000 0.000 Vertical"Reactions - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.146 0.146 +D+H 0.244 0.244 +D+L+H 0.406 0.406 +D+Lr+H 0.244 0.244 +D+S+H 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 +D+0.750L+0.750S+H 0.670 0.670 +D+0.60W+}{ 0.244 0.244 +D+0.70E41 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 i 41 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 ( (971)645-0901 dennis@vistastructural.com 20 JAN 2015,1047PM "`s, :w i.� �: l tie S.111 4004 t$1, �.,:, Lie.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60�B}&.D:Header at right side of laundry room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(0.195)L(0.13)S(0.325) •• • i i V V * • � •� • • •• A 2-2x6 • • Span=3.0 ft A (1Bd ! dS t - `s Service loads entered.Load Factors will be applied for calculation: }tl . „N, ., - ,. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft ik D?ES/G adi MARY E -., , x , Design OK Maximum Bending Stress Ratio = 0.356: 1 Maximum Shear Stress Ratio = 0.248 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 478.64 psi fv:Actual = 51.24 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H • Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 4021 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.015 in Ratio= 2437 •• Max Upward Total Deflection 0.000 in Ratio= 0<240 • k Max mutt arses traitises ar, . ACoOtn Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M ib Fb V fv Fv +p+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.165 0.115 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1053.00 0.20 18.63 162.00 +04+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.248 0.173 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.37 290.08 1170.00 0.34 31.06 180.00 +0+1_14H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.119 0.083 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1462.50 0.20 18.63 225.00 +0+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 +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=3.0 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 +0+0.750L+0.750S44 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.356 0.248 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.60 478.64 1345.50 0.56 51.24 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D titio. \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ‘,,,,..........) ,a (971)645-0901 s. dennis@vistastructural.com _ Prime 20 JAN 2015,1047P wood BeamKy s eu*su , IDOCUNt-n CA-11ljsoecs a. �,�;, .�_ ENEROALC;,1NC,1983 2014,Buts1&14'3138,Ver&'14 i118 Lic.#: W-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at right side of laundry room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.093 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1872.00 0.20 18.63 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.093 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 174.05 1872.00 0.20 18.63 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.139 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.07 1872.00 0.31 27.95 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.256 0.178 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 478.64 1872.00 0.56 51.24 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.256 0.178 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 478.64 1872.00 0.56 51.24 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.056 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 104.43 1872.00 0.12 11.18 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.056 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 104.43 1872.00 0.12 11.18 288.00 =Overall Maximuim Deflections Load Combination Span Max.'"Dell Location 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 Tle[ticai acti01I5 . Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.804 0.804 Overall MINimum 0.176 0.176 +D+H 0.293 0.293 +D+L+H 0.488 0.488 +D+Lr+H 0.293 0.293 +D+S+H 0.780 0.780 +D+0.750Lr+0.750L+H 0.439 0.439 +D+0.750L+0.7505+H 0.804 0.804 +3+0.60W-FI-1 0.293 0.293 +D+0.70E+1-1 0.293 0.293 +D+0.750Lr+0.750L+0.450W+H 0.439 0.439 +0+0.750L+0.750S+0.450W+11 0.804 0.804 +D+0.750L+0.750S+0.5250E+H 0.804 0.804 +0.60D+0.60W+0.60H 0.176 0.176 +0.60D+0.70E+0.60H 0.176 0.176 D Only 0.293 0.293 Lr Only L Only 0.195 0.195 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) . 4,1 (971)645-0901 ‘44‘... ."00) dennis@vistastructural.com Printed;20 As 2015,10:47PM 2' 3 - •# •s3^ b 's 9' -$: b �1+ w4' � ($ t ttiiXVi OUNEI eerRO 1t Qd" eel i 1 £ RAO--47,,,•:' f E AL 0.1983 014 B1 '.]4`t�fnla Y 4.1118�R> : H.,:.`.,le'v„ . .I ''< ..r 1.:. :''' '''.'<_L'F`y '' §B'n''"'"-%t3-'-'.......�a.4<. '.K' r, Ltc.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B& �� �D:Header at left side of bedroom#4 ttO Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.195)L(0.13)S(0.325) * V * • • AA 2 Span=5.50 ft N*P11 ., ����: ..:tea �,"���: i Service loads entered.Load Factors will be applied for calculation: ,Loas Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft . ...a Design OK '�b SIG>>U SUMsIARY NVA 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 i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.346 0.178 0.90 1200 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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.520 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+t r+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0249 0.128 1.25 1200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1350.00 0.42 28.88 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 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 +040.750Lr+0.750L+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.374 0.193 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.11 505.01 1350.00 0.63 43.33 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.745 0.384 1.15 1200 1.00 1.00 1.00 1.00 1.00 2.03 925.84 1242.00 1.15 79.43 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 '` I Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ,111, 4) (971)645-0901 1 � dennis@vistastructural.com � Printed:20 JAN 2015,10:47 PM Woo$eam ENERCALC IN 9 Q144�B 411.18 ves114:11,18:. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of bedroom#4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib Fb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.195 0.100 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.195 0.100 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 336.67 1728.00 0.42 28.88 288.00 +D+0.750Lr+0.750L+0.450W+H 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+4-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.536 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 40.60D+0.60W+0.60H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.117 0.060 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 202.00 1728.00 0.25 17.33 288.00 +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=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 . :. , .,. ' Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.750S+0.5250E4l 1 0.0729 2.770 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.475 1.475 Overall MINimum 0.322 0.322 +D4}1 0.536 0.536 +D+L+H 0.894 0.894 +D+Lr+1 0.536 0.536 40+541 1.430 1.430 +D+0.750Lr+0.750L+H 0.804 0.804 +D+0.750L+0.750S+H 1.475 1.475 +D+0.60W+H 0.536 0.536 +D+0.70E+1 0.536 0.536 +D+0.750Lr+0.750L+0.450W41 0.804 0.804 *040.750 L+0.750S+0.450 W+H 1.475 1.475 +D+0.750L+0.750S+0.5250E+H 1.475 1.475 +0.60D+0.60W+0.60H 0.322 0.322 +0.60D+0.70E+0.60H 0.322 0.322 D Only 0.536 0.536 Lr Only L Only 0.358 0.358 S Only 0.894 0.894 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D i low.' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) f (971)645-0901 g dennis@vistastructural.com e Printed:20 JAN 2015,10:47 PM "` c � il 4. V 4 ,ke74 , §s - a .F .1 0 C> JnS ` }7«fRCA1yV-W 00 ' RE �„ , sENERCAdkIK 98 201 ietil8 Vat41118, ; e . „ ., td 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-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 0(0.195)L(0.13)S(0.325) + + + • • • s' ?' "�: -rte S yY2 r✓, .s .tsr = .''. '.'x.+u°�+1'" y.°„'�ii,.,�+."`v <.c¢;.,r, r.a':sk. wY • A A 2-2x8 • • • Span=4.50 ft •. f;:RTAiiii*u.,wiziF-R:;TT:ziwgggqgviyt.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=13.0 ft I 2. E. . y Desi•n OK Maximum Bending Stress Ratio = 0.493. 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 619.78 psi fv:Actual = 61.35 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H • Location of maximum on span = 2.250ft Location of maximum on span = 3.909 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection •• Max Downward Transient Deflection 0.020 in Ratio= 2729 Max Upward Transient Deflection 0.000 in Ratio= 0<360 •• Max Downward Total Deflection 0.033 in Ratio= 1654 Max Upward Total Deflection 0.000 in Ratio= 0 <240 • • • iAOtfiirnfl=pl �1& tris5,sE5„for j.iOralirr�aiiainsl Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=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 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.348 0.207 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.82 375.62 1080.00 0.54 37.18 180.00 +0+1..r+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.167 0.099 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 1350.00 0.32 22.31 225.00 +D+S4l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.484 0.287 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.32 601.00 1242.00 0.86 59.49 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.250 0.149 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.74 338.06 1350.00 0.49 33.46 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.499 0.296 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1242.00 0.89 61.35 207.00 I 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D s jli y 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 11�- (971)645-0901 > dennis@vistastructural.com 'r PrinMd:20 JAN 2015,10:47PM 1-00 Bealtl` ,,. ,.ENe cAL 1Nc 1 2014,Bu8d 8 V . .. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fir Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.130 0.077 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 1728.00 0.32 22.31 288.00 +1D+0.70E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.130 0.077 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 225.37 1728.00 0.32 22.31 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.196 0.116 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 338.06 1728.00 0.49 33.46 288.00 +D+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.359 0.213 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1728.00 0.89 61.35 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.359 0.213 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.36 619.78 1728.00 0.89 61.35 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.078 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 135.22 1728.00 0.19 13.38 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.078 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 135.22 1728.00 0.19 13.38 288.00 OViliii,Maximun Defiectinns, Load Combination Span Max.""Defl LocationAin 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 Reactions ' , ' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.207 1.207 Overall MINimum 0.263 0.263 +D+H 0.439 0.439 +D+L+H 0.731 0.731 +D+Lr+H 0.439 0.439 +D+S+H 1.170 1.170 +D+0.750Lr+0.750L+11 0.658 0.658 +D+0.750L+0.750S+H 1.207 1.207 +D+O.60W+H 0.439 0.439 +O+0.70E+H 0.439 0.439 +0+0.750Lr+0.750L+0.450W+1-1 0.658 0.658 +D+0.750L+0.750S+0.450W+H 1.207 1.207 +0+0.750L+0.750S+0.5250E-41 1.207 1.207 +0.60D+0.60W+0.60H 0.263 0.263 +0.60D+0.70E+0.60H 0.263 0.263 D Only 0.439 0.439 Lr Only L Only 0.293 0.293 S Only 0.731 0.731 W Only E Only H Only tp. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1 (971)645-0901 dennis@vistastructural.com Prvrted 20 JAN 2015,10:47PM g l ? , y tsTvaoeua -ataos 0 ea a k a C.Ntvsf„9'3`2Q14 F saw, 113ifr -4 v 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 ASCE7-1 0 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling oc0 i .1951U�3)S(0.325) * + * + 0(0.1651((0.4.) D(0.08) • • 2-2x8 Span=3.50ft lied i.oads'„ f 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) DESIGN 5UMMARS!. •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 1 Load Combination -r-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 e IYIatl s • ir pj & tStttltlly a� Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb Fb V iv Fv .,.D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.320 0.218 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 972.00 0.51 35.27 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.657 0.447 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.55 709.56 1080.00 1.17 80.46 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +D+0.750Lr+0.750L41 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 o. 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 �► ► Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ; 40 ' (971)645-0901 s '� dennis@vistastructural.com � '`� Printed:20 JAN 2015,10:47PM Otrtt� B@1IY1 ' ` ° ENERCCALC N zo a au 4 8 V 61�.� . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of kitchen Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb Fb V fv Fv Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +D+0.750L+0.750S+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1200 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+4- 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 1728.00 128 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 1200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 Overall Maximum;Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Support notation:Far left is#1 Values in KIPS �/ertical Reactions - "'. r � ,./' pp Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Overall MNNimum 0.467 0.467 +D+H 0.779 0.779 +D+L+H 1.776 1.776 +D+Lr+H 0.779 0.779 +D+S+H 1.347 1.347 +D+0.750Lr+0.750L+H 1.527 1.527 +D+0.750L+0.750S+H 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+FI 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.7505+0.5250E+H 1.953 1.953 . +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Is Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 1 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com z.=>. Printed:20 JAN 2015,10:47PM 714©0:tt,rWi �r M a W x r ,. i r ;�.�t1S@tS11 I,iit . a ` gli n, �a. .orm, 3,� ',S ,.� i; S., «,,-4 t ' ,t*'', ,` ;. ,,;.; t;0C C 39$$-2L T4 :1 ,6 18 Ver6.t4 L Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of powder room OtiE RERE`NGESgist tqw Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L(0.13)S(0.325) • • 0(0.165,1,L(0.44) + V V• • 13(0.081 V • • • • • • 2-2X0 • • • • • • Span=3.50 fl . ,IZ:401.:40414Mil:Ui;RAZOITEIRCIIREService 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) DESi3H S{JAIMAR.Y, , .. . R: . . 'l 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 Iv:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable 180.00 psi Load Combination +D+.+-FI 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 i Max Downward Total Deflection 0.025 in Ratio= 1689 Max Upward Total Deflection 0.000 in Ratio= 0<240 • • • • • iz Mltt�t,FO. kAlt'� L.t#3d�Rrt117i &.1414 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C 1 Cr C m C t C L M fb Pb V . fir Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.320 0.218 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 972.00 0.51 35.27 162.00 +0+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 +04.r41 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+541 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 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D �,t 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) (971)645-0901 �`�.� � dennis@vistastructural.com - Printed 20 JAN 2015,10.47PM coWd Beam = 5: . serstt�rmatDDCllA�^+11ENERCJn�111$O.ecS ,, ,, 2 ENERme,6C_1983=2014.Buld:&141118.yer.814.11.18 Lic.#:KW-06010823 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 C FN Ci Cr Cm C t CL M tb Fb V fv F'v Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +0+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 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+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 128 88.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 Overall Maximum Deflections 0 -,:, Load Combination Span Max "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Vertical'ReaCtion;r Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Overall MINimum 0.467 0.467 +D+H 0.779 0.779 +D+L+H 1.776 1.776 +D+Lr+H 0.779 0.779 +D+S+H 1.347 1.347 +0+0.750Lr+0.750L+1-1 1.527 1.527 +D+0.750L+0.750S+H 1.953 1.953 +D+0.60W+H 0.779 0.779 +0+0.70E41 0.779 0.779 +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+0.7505+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only t 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) ir (971)645-0901 dennis@vistastructural.com Printed:20 JAN 0JJAN 2015,10:47PM ' �" $t� \ V `'MW k : i \ 2!_ . bti �00 ROVI O " '# `n` , ..mkv ,iint ,- , i if = a -2 . mnV ;,, n:NV, v•� -! ,. r ^�,0 ,1 . !051:14; .,, Lie.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at right side of entry Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.2100 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L(0.13)S(0.325) * 0 0.165 L 0.44 • •t, (1.43) • 1••••• D(0.08) y♦ i i i V • • • M as_.� ' y Y`d,F 3.��Od�e- ,"& ro'` -n �„ vx✓ • 1111 . • A 3.5x9 • • • • Span=6.50 fl . 4ll11eaLililti „�g s a �, .,,i, Y f: 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 fl Point Load: D=0.5360, L=1.430 k @ 4.250 ft Uniform Load: D=D�SfI;JKfSUMAAARY�. �0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) G� r;' 7 , • Design OK Maximum Bending Stress Ratio = 0.728 1 Maximum Shear Stress Ratio = 0.565 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb:Actual = 1,746.81 psi fv:Actual = 149.74 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.701 ft Location of maximum on span = 5.765 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • • Max Downward Transient Deflection 0.080 in Ratio= 971 • • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • • Max Downward Total Deflection 0.140 in Ratio= 557 • • Max Upward Total Deflection 0.000 in Ratio= 0<240 IIIIaICil tlillitiAlt rein Y I.gAgi fi�fl*l]fi Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V iv Fv .,.D 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.322 0.254 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 2160.00 1.27 60.53 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.728 0.565 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.88 1,746.81 2400.00 3.14 149.74 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.232 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.73 694.51 3000.00 127 60.53 331.25 +4J+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.409 0.326 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.44 1,128.61 2760.00 2.09 99.45 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D N ,�1' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton(971)645-0,OR901 97008 Project Descr: Tuckunder Cottages(60 series) .#1. dennis@vistastructural.com Printed:20JAN 2015,1047P Walib a>�an), s` FIe,..clfJserslDennislDOCU -11ENERCA"111150ec6 ., ,._. ENER;AL0v INC 1963-2014 Bad:6141118 V 1t 11 Ab.; 'tic-:it.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 lb Fb V fv Fv Length=6.50 ft 1 0.494 0.385 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.84 1,483.41 3000.00 2.68 127.44 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.654 0.514 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 2760.00 3.29 156.62 304.75 +D+0.60W+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 +0+0.750Lr+0.750L+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.386 0.301 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.84 1,483.41 3840.00 2.68 127.44 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.470 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.11 1,806.09 3840.00 3.29 156.62 424.00 +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=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 "Overs Maximum Deflections;. Load Combination Span Max. "Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1399 3.297 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.976 3.742 Overall MINimum 0.931 0.884 +041 1.551 1.473 +D+L+H 3.727 3.442 +0+1.1+H 1.551 1.473 +D+S+H 2.608 2.530 +D+0.750Lr+0.750L+H 3.183 2.950 +0+0.750L+0.750S41 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+0.450W41 3.183 2.950 +0+0.750L+0.750S+0.450W+11 3.976 3.742 +D+0.750L+0.750S+0.5250E+H 3.976 3.742 +0.600+0.60W+0.60H 0.931 0.884 +0.60D+0.70E+0.60H 0.931 0.884 D Only 1.551 1.473 Lr Only L Only 2.176 1.969 S Only 1.056 1.056 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) aA (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:47PM r.,. -- '�. ..LQeinisietiCUAEl�CA.�' W o t3@atY1 ` %/ J3 , i g c �iMrrr 4ktiiii1iY * , Vic.iy . Licensee.VistaStructural ngineertng,L L CLic.#:KW-06010523 Description: 60B&D:beam at left side of great room above bumpout Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + 43(0.185)1(0 3)S(0.325) * D(0.041 S(0.05) * + * 7.165 (0.18.536 1(1.43) D(0 08) + $ + + A • 2 2x12 Span=4.50 ft 46:105.44.0-43C5F5ArRUARINI5,7.5%31 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 fi 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) DESIGNSUMMARY Dail.nOK, Maximum Bending Stress Ratio = 0.865: 1 Maximum Shear Stress Ratio = 0.499 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 778.21 psi fv:Actual = 89.88 psi FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 3858 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 2189 Max Upward Total Deflection 0.000 in Ratio= 0<240 ui;>.11lld'K1 3 iq-W OAC:, jAtFL: I1 tpi ,i' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.377 0.221 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 810.00 0.81 35.82 162.00 +D+L+F1 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 +13+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) \ , SP" ,# (971)645-0901 Bennis@vistastructural.com Printed:20 JAN 2015,10 47P14 WOOd Beam ,, ,. Et CALCANC 983-2001 4.1 $V s1.11.18 sate8 Lica#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60B&D:beam at left side of great room above bumpout Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.587 0.339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.48 659.95 1125.00 1.72 76.36 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.768 0.448 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1035.00 2.09 92.79 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.212 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1440.00 0.81 35.82 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.212 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.61 305.15 1440.00 0.81 35.82 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.458 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.48 659.95 1440.00 1.72 76.36 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.552 0.322 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.19 794.95 1440.00 2.09 92.79 288.00 +0+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 Maximu nDeflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.7505+0.5250E+H 1 0.0247 2.234 0.0000 0.000 Vertical 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 • +3+541 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+FI 1.255 1.070 +0+0.70E+1-1 1.255 1.070 +D+0.750Lr+0.750L+0.450W+H 2.568 2.011 +0+0.750L+0.750S+0.450W41 3.201 2.644 +D+0.750L+0.750S+0.5250E+H 3.201 2.644 +0.60D+0.60W+0.60H 0.753 0.642 +0.60D+0.70E+0.60H 0.753 0.642 D Only 1.255 1.070 Lr Only L Only 1.750 1.255 S Only 0.844 0.844 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ar. Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 9 (971)645-0901 dennis@vistastructural.com , Printed:20 JAN 2015,10:47PM n� a rr � y ' a 4e '0:t1*. Sita tiiIMDG11 '4401501460;,,,- , . Lie.#:KW-06010523 ''''''''''‘''''licensee':Vista Structural Engineering,LLC Description: 60B&D:beam at back left of great room Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 R, 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.195)L10.13)0(0.325) i i $ $ i D(0 16L(0.44) D(0.00) i V i V V • • A A 2-2c6 Span=3.01t A�(isd Lcraac, ! 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 It,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) I➢PfrvG111 SligAI RY ,,, -,<�. Design OK _ Maximum Bending Stress Ratio = 0.773: 1 Maximum Shear Stress Ratio = 0.538 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 904.78 psi fv:Actual = 96.86 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+}{ 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 irtiritA l= eigai• Cr d: brnatro Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb Fb V fv F'v +0+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.376 0.262 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1053.00 0.47 42.40 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.773 0.538 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.14 904.78 1170.00 1.07 96.86 180.00 +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+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.510 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 +Di0.750Lri0.750L4l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) s �.� 1971)645-0901 yF, ,; dennis@vistastructuraLcom y...„.........0) " Printed:20 JAN X115,10:47PM Wold Beam, R ie=C-wars1Dnisiocua -1 cn-4n1lsoecs - ENERCALG;INC.19832014;Bufd.614 fl l8,VerSi4,t i 78, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at back left of great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb 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 +0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.212 0.147 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1872.00 0.47 42.40 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.212 0.147 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 396.02 1872.00 0.47 42.40 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.415 0.289 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 777.59 1872.00 0.92 83.25 288.00 +D+0.750L+0.750S+0.450W+FI 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.532 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1872.00 1.17 106.54 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.532 0.370 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.25 995.15 1872.00 1.17 106.54 288.00 +0.600+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.127 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 0.28 25.44 288.00 +0.600+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.127 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 237.61 1872.00 0.28 25.44 288.00 Overall Maximum Deflections , . Load Combin• Span Combination SMax "Defl Location in Span Load Combination Max."+^Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 Vertical;Reactions , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.672 1.672 Overall MINimum 0.399 0.399 +D+-H 0.666 0.666 +D+L+H 1.521 1.521 +D+Lr+H 0.666 0.666 +D+5+14 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+O.6OW+H 0.666 0.666 +D+0.70E+H 0.666 0.666 +D+0.750Lr+0.750L+0.450W+H 1.307 1.307 +D+0.750L+0.750S+0.450W+H 1.672 1.672 +D+0.750L+0.7505+0.5250E+H 1.672 1.672 +0.60D+0.60W+0.60H 0.399 0.399 +0.600+0.70E+0.60H 0.399 0.399 D Only 0.666 0.666 Lr Only L Only 0.855 0.855 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1j4.0 (971)645-0901 dennis@vistastructural.com u,+�� �w�t�aCPrin ed:20CJANy� 2015,.{ T10:4..7.PM �" ,.Yr^'k.f .%f ''£ - �y,�,.�y Y ` k £f 4 f-i^' F ICF44 - 3j !.,„ F 5 �.�. 0 .159.0*. tEiN i CAS.j)5 JY-e.4u` O, ileiV Beam f� ,3.K t..tel, .1 ,t iia -..' 4, 2fl14, 00 £>_tilitfl Aiiif ,4 31. ..' Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front left of bonus room Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0( )0.195) 5(0.375) * V V i V 0(0.1651_(0.44) + y * V moi) i V • • 2-218 Span=3.508 :. Api "�?it4ftsdds:: ,,,. .RService loads entered.Load Factors will be applied for calculation: ,: y, �, .. >. 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) DESIGNYt7MMAR3' . ' : .,�: 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 fir:Actual = 80.46 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination 40+1_+1 Load Combination +fl+{+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 C d C FN C i C r C m C t C L M fb Fb V Iv Fv +D+1 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+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 0.657 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 +p+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.230 0.157 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1350.00 0.51 35.27 225.00 -+D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.433 0.295 1.15 1200 1.00 1.00 1.00 1.00 1.00 1.18 538.26 1242.00 0.89 61.04 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D , tioL 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 7 (971)645-0901 goo Bennis@vistastructural.com Printed 20 JAN 2015,10:47PFA ©t1 Bean; q-,,,-, DOfsers�?ennislDOGlJA 11ENERCA-111150.ei:6 3 M,. a .,. y : . .. . ,.:,,,,i-= `.. ENSZCA C..,INC.19832014,Bu�t6.14111s erA14.11:18•". Lrc.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front left of bonus room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb V fv Fv Length=3.50 ft 1 0.452 0.307 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1350.00 1.00 69.17 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.628 0.427 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1242.00 1.28 88.49 207.00 +0+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +1J+0.70E+}l 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.180 0.122 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 311.04 1728.00 0.51 35.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.353 0.240 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.34 609.93 1728.00 1.00 69.17 288.00 +0+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.452 0.307 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.71 780.35 1728.00 1.28 88.49 288.00 +0.600+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.108 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.62 1728.00 0.31 21.16 288.00 Overall lllaximun3'Deflections z f ;: Te, Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0249 1.763 0.0000 0.000 Vertical Reactions ., '' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Overall MINimum 0.467 0.467 +D+H 0.779 0.779 , +0441 1.776 1.776 +D+Lr41 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+1-1 1.953 1.953 +D+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +0+0.750Lr+0.750L+0.450W+H 1.527 1.527 40+0.750L+0.750S+0.450W4l 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only 'i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ' 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4„ (971)645-0901 v dennis@vistastructural.com w� ,,,,,,,.„,,,`' C1., Printed:20 JANYg2015,♦ 10:47PM wF / 5S' yh i _ '0,'''',.“,,, @'e'k / r,s a r _:: ,ae s u(P�'S1�p� .00 a LA M�aFA- _, • r R y., ..''''44-''', ; _ -`1-,--!,r2O14 Butd81 1 18 Ve 6. 118,s Lie.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:beam at front of great room 0001 014 . .,:, .� $ ,.. .a, Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 010.03)L(04(2)S(0.05) * V $ V $ $ i oco.o7s�L(0.2) V $ $ V wV V * A 2-2x8 Span=5.0ft le l I DailS � „ f 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=5.0 ft Uniform Load: D=0.0150, L=0.010, S_=_0.0250 ksf, Tributary Width=2.0 ft,(roof load) ''',,t7ESld1V.tiMi ARY,.., . a.,,fes.., ,,: ,._ Design OK Maximum Bending Stress Ratio = 0.535: 1 Maximum Shear Stress Ratio = 0.294: 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 577.88 psi fv:Actual = 53.01 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L41 2.500ft Location of maximum on span • = 0.000 ft Location of maximum on span : 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 IyL lfrl ximum ,erces tltresses or oa ajiJ,6tnal1cns sm.. . ..,. :�.., .,�,. .� Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cin C t CL M fb Pb V fv Fv 0+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 +04.4-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 1200 1.00 1.00 1.00 1.00 1.00 1.27 577.88 1080.00 0.77 53.01 180.00 +D+Lr+1-I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.196 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 +1J+5+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.270 0.149 1.15 1200 1.00 1.00 1.00 1.00 1.00 0.73 335.32 1242.00 0.45 30.76 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.370 0.204 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.09 499.41 1350.00 0.66 45.81 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) j (971)645-0901 ydennis@vistastructural.com Prind:20 JAN 2015,1D:47PM , x E►ERCA1 C,1N 983-2014Sued-6141 to B Vs-a ftfti8 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 lb Pb V fv Pv +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.445 0.245 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1242.00 0.74 50.72 207.00 +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 2421 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.289 0.159 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 499.41 1728.00 0.66 45.81 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.320 0.176 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 552.91 1728.00 0.74 50.72 288.00 +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=5.0 ft 1 0.320 0.176 1.60 1200 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 '.Oveiall Maximum-Deflections . ,.'. Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+1-1 1 0.0376 2.518 0.0000 0.000 ,Vertical Reactions y.' 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 +D+0.750L+0.750S+0.450W+FI 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 rL 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com „___ J��1f 4 t1 Printed:20 JAN[ 20315,10:47PM xn. 7J f E k`^'n f j y �,�` .� -P,, - 3 V S''' ��F?�F d+Yu� Y".WO S n�.S u tS P,,,R c1- ,,mi qat Bedrni . ,. ` i. „ .,. t .14-,, FNFR ALC INC f 982014 But46,-X14114#7s x6. 41118 ,.. Lie.#: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-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.09)L(0.06)8(0.15) V V i t! $ D(0.045)L(0.12) 08) V V D(V V $ • • • 2-2K6 • Span=3.50 ft iApplied L© S a1fr14 „` t Service loads entered.Load Factors will be applied for calculation: Ls3n„�. . F.: 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) .DESIGN1 SUMMARY g 4. , Design OK Maximum Bending Stress Ratio = 0.416 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+0.750L40.750S+H Load Combination +D+0.750L+0.750S4I 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 Ariz , ^'2ti� 3if,'Mallin m l l st Stress ri fo Lbi Oombi tattons: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr cm C t C L M lb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.248 0.157 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1053.00 0.28 25.47 162.00 +04+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 +0+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 26120 1462.50 0.28 25.47 225.00 +1J+S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 +0400.750Lr+0.750L+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.291 0.184 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.54 425.21 1462.50 0.46 41.46 225.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 1 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ti (971)645-0901 , dennls@vistastructural.com _p �(�nt a� Printed:20 JAN 2015,10:47PM IkE 4 Be' R'1 ms1DOC1! �- •;C:lUsersV)eri' t111T3EftCA�911150:�6 ,...?, _.. _ � :,-,,, , ._,„, " FNERCALC,INC.1983-2014 Buld.6.1411:18,Ver 74.11.18:. Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:beam at front of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv F'v +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.418 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 +0+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.140 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 261.20 1872.00 0.28 25.47 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.227 0.144 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.54 425.21 1872.00 0.46 41.46 288.00 +0+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.300 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 561.88 1872.00 0.60 54.78 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.084 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.72 1872.00 0.17 15.28 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.50 ft 1 0.084 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.72 1872.00 0.17 15.28 288.00 OverallMaxlmum''Deftec1i ns ,. • K,:: Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0236 1.763 0.0000 0.000 ,,Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXtmum 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+H 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+0.5250E41 0.809 0.809 +0.60D+0.60W+0.60H 0.226 0.226 +0.60D+0.70E 0.60H 0226 0.226 D Only 0.376 0.376 Lr Only L Only 0.315 0.315 S Only 0.263 0.263 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ( 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 91"t.4 (971)645-0901 dennis@vistastructural.com P,iMed:20 JAN 2015,10:47PM t,Ws A;10,4,44 �s s x 4 s V A F1le 'G11l*tsittenn�-N 1 NERCA t1 9 6 .„1,,,,,,,,,:„..,,,,,-;MitOlitQ ,�yy.�± ": �., ��.: ..�, '' -a,... £f e1-4e1NC t 6,20 ,dnarai Engineering, „ 11 `. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B:beam at left side of front porch Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0525)L(0.035)S(0.0875) + + i $ ' ; 6 k : ..3. �'^ .k,.' fid n -v 2 l A:Vg CS Y arm 4, k: .'Pe.CS" 2 r..s° Y;f i III • 10 : B Vista Structural Engineering,LLC Project Title: Plans 60A,B,D u t \ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) ,. (971)645-0901 dennis@vistastructural.com L " Printed:20 JAN 2015,10:47PM '' fFE�G;1t seisIDennis1DOCIRE--11ENERCA 7.111513ep6 WOOt� 34Scid: ._...� .�. ..,. .,� _.,, �,.., . ; � ,�',•,.,.. �Et�ER�Stc;lNc.'1683-zoid Bi,na:6:1$1S_78,ver_6'19 77.18 ." tic.#;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 Fb V fv Pv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.212 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.94 1728.00 0.36 16.79 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.319 0.087 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.29 550.40 1728.00 0.54 25.18 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.584 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1728.00 1.00 46.17 288.00 +D+0.750L+0.750S+0.5250E+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.584 0.160 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.20 1,009.07 1728.00 1.00 46.17 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.127 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.92 220.16 1728.00 0.22 10.07 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.127 0.035 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.92 220.16 1728.00 0.22 10.07 288.00 DverallMaximuni Deflectitsns k Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.7505+0.5250E41 1 0.4785 7.681 0.0000 0.000 Verttc'al Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.101 1.101 Overall MINimum 0.240 0.240 +D+H 0.400 0.400 +D+L+H 0.667 0.667 +D+Lr+H 0.400 0.400 +D+S+Ii 1.068 1.068 +D+0.750Lr+0.750L+H 0.600 0.600 +D+0.750L+0.750S+H 1.101 1.101 +D+0.60W+H 0.400 0.400 +0+0.70E+H 0.400 0.400 +D+0.750Lr+0.750L+0.450W+H 0.600 0.600 +D+0.750L+0.750S+0.450W+1-1 1.101 1.101 +D+0.750L+0.750S+0.5250E+H 1.101 1.101 +0.60D+0.60W+0.60H 0.240 0.240 +0.60D+0.70E+0.601-1 0.240 0240 D Only 0.400 0.400 Lr Only L Only 0.267 0.267 S Only 0.667 0.667 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D (t„,,,,v4s............ 7140 SW Queen Lane Engineer: DMH Project ID: 1150 �; J Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com .�' Printed:20 JAN 2015,10.47PM � � h rx 3 r se sSI rliatOKYJlrtl�'1i RC, 11 ec6 00 eaII�1,; ,..a.- .�c �.a-. .<.,, . Yv c,. ,,,,, s�.;. . .Nr ���% R�1983 14 G 1 $ 1$ Lic.#:KW-06010523 Licensee•Vista Structural Engineering,LLC Description: 60B&D:beam at left side of dining room Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Df0.19511.10.1315{0.3251 +, 0(0.16;110.44) + + 0(0081 • + i i i • • • 3.5310.5 Span=8.50ft , i ' .. ,Same .: ...d,g Service loads entered.Load Factors will be applied for calculation: Ifed Lfladls , � �� '` PP Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) %.DES1GW .UMMARY,...' ,..�:... ,.. _ 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 3.5x1 0.5 fb:Actual = 1,715.83 psi fv:Actual = 140.53 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D*I- 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 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr CM C t CL M fb Fb V fv Fv +.D+1-1 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.350 0.259 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 2160.00 1.52 61.86 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.715 0.530 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.20 1,715.83 2400.00 3.44 140.53 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.252 0.187 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3000.00 1.52 61.86 331.25 +D+S+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 0.472 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 +0+0.750Lr+0.750L++i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LVista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008Project Descr: Tuckunder Cottages(60 series) jt (971)645-0901 1 dennis@vistastructural.com Printed:20 JAN 2015,10.47PM OOu'.8ea1]' :..' RGALCINC 1983-201fd 4 8 Ver614 i8",., Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60B&D:beam at left side of dining room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Fb V fv Fv Length=8.50 ft 1 0.492 0.365 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,475.70 3000.00 2.96 120.86 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.683 0.507 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 2760.00 3.79 154.50 304.75 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.197 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3840.00 1.52 61.86 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.197 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 755.31 3840.00 1.52 61.86 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.384 0.285 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,475.70 3840.00 2.96 120.86 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.491 0.364 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,886.45 3840.00 3.79 154.50 424.00 +0+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 Deflectipns Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E4l 1 0.2176 4.281 0.0000 0.000 Vertical Reaction's Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.758 4.758 Overall MINimum 1.143 1.143 +D+H 1.905 1.905 +D+L+H 4.327 4.327 +D+Lr+H 1.905 1.905 +D+S+H 3.286 3.286 +D+0.750Lr+0.750L+H 3.722 3.722 +D+0.750L+0.750S+11 4.758 4.758 +D+0.60W+H 1.905 1.905 +D+0.70E+H 1.905 1.905 +D+0.750Lr+0.750L+0.450W+H 3.722 3.722 +D+0.750L+0.750S+0.450W+H 4.758 4.758 +D+0.750L+0.750S+0.5250E+H 4.758 4.758 +0.60D+0.60W+0.60H 1.143 1.143 +0.60D+0.70E+0.60H 1.143 1.143 D Only 1.905 1.905 Lr Only L Only 2.423 2.423 S Only 1.381 1.381 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D ' 7140 SW Queen Lane Engineer. DMH Project ID: 1150 ` Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) t. (971)645-0901 �'' dennis@vistastructural.com ,m,..,, ,ey t}1 !� Printed:20 JAN 2011.]5.,,110::4..7�PCM ----""'r'' ''''''''''''''''443-''''';''L 1� F - Y .� t "�✓s ted 's'c may'4 l z, J „_. #r.,t1serS 1SVJQC : 4, T lt5OAM6 F Lrc.#' KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Rush beam above right side of stair opening in first and second floor systems Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1355L(0.36) + + + • • A 4n10 A Span=7.0fl rO Service loads entered.Load Factors will be applied for calculation: ,,l�ed�ads.,c. , . Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 fl ..y ', Desi.n OK Maximum Bending Stress Ratio 0.675: 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 728.94 psi fv:Actual = 62.69 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153 Max Upward Total Deflection 0.000 in Ratio= 0<240 1 O t)C ESrlf gtOai P.M6[1IY It$A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CI_ M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=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 +0441 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 1200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1350.00 0.37 17.10 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.083 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1242.00 0.37 17.10 207.00 +D+0.750Lr+0.750L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.442 0.228 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1350.00 1.11 51.29 225.00 +0+0.750L+0.750S+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 0.480 0.248 1.15 1200 1.00 1.00 1.00 1.00 1.00 2.48 596.41 1242.00 1.11 51.29 207.00 I Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j; 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) ,k (971)645-0901 dennis@vistastructural.com ....) Printed.20 JAN 2015,10:47PM C:lUsemtOennistDOCUtu�-11ENERCA 1%1150 er6.. Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: 60B&D:Flush beam above right side of stair opening in first and second floor systems Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.059 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +D+0.70E+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 1200 1.00 1.00 1.00 1.00 1.00 0.83 198.80 1728.00 0.37 17.10 288.00 +D+0.750Lr+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 +0.600+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.069 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 119.28 1728.00 0.22 10.26 288.00 ='.OverallMaximunlefilections, z Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+L+H 1 0.0728 3.526 0.0000 0.000 Vlrftical leactiOnS Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.733 Overall MINimum 0.284 0.284 +D+H 0.473 0.473 +D+L+H 1.733 1.733 +D+Lr+H 0.473 0.473 +0+5+1-1 0.473 0.473 +D+O.750Lr+0.750L+H 1.418 1.418 +O+0.750L+0.750S+H 1.418 1.418 +3+0.60W+H 0.473 0.473 +D+O.70E+H 0.473 0.473 +D+0.750Lr+O.750L+0.450W+1-1 1.418 1.418 +D+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+O.750S+0.5250E+H 1.418 1.418 +0.60D+0.60W+0.60H 0.284 0.284 +0.60D+0.70E+0.60H 0.284 0.284 D Only 0.473 0.473 Lr Only L Only 1.260 1.260 S Only W Only E Only H Only t 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:30 JAN 2015,4:07PM T3 ' ' -, . , .Y�,... 9 s U1 1EN 1601W�# B . L ;1119 511c�d3g0mji ? Z f l , 'zs. �" e AC lNC u. 6.511 ,r" Lic #:K061052 .« , , , Licensee:Vista Structural Engineering,LLC Description: 60680:Beam supporting rear wall of main floor Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-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 i i i e*.F -ate ' q7O ; x 1 N N OAN nr 5 rr k 4 a eg M r ' 5.5x16.5 • Span=21.50ft • ."Applied iard N gO i4 ,i 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; •,DESIGMSUMMARY j . „ "4Desi•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 da*iliiuiaiF., ices&Stresse1 o0 ad Cambinatlonsru --- Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Pb V fv Fv +0+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 +04+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.507 0.247 1.00 0.960 1.00 1.00 1.00 1.00 1.00 24.29 1,167.74 2302.99 3.96 65.41 265.00 +0+L5+1-1 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.261 0.127 1.25 0.960 1.00 1.00 1.00 1.00 1.00 15.62 750.99 2878.74 2.55 42.07 331.25 +0+S+1-1 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.362 0.176 1.15 0.960 1.00 1.00 1.00 1.00 1.00 19.95 959.37 2648.44 3.25 53.74 304.75 40+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 Protect Descr: Tuckunder Cottages(60 series) ' 4 (971)645-0901 dennis@vistastructural.com �w. ^,_,„..,.. Printed:30 JAN 2015,4:07PM otil Q$tii ' • le-C`llleslDetsnislDOC71 ENECi"15U%6 • ENfRCALC.dNC..1983-2015 J 1.1.6±12,Y '15.1.1# • Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam supporting rear wall of main floor Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib Pb V fv Pv +0+0.750L+0.7505+11 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.461 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 +3+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+0.7505+0.450W41 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.331 0.161 1.60 0.960 1.00 1.00 1.00 1.00 1.00 25.37 1,219.84 3684.79 4.13 68.33 424.00 +D+0.750L+0.750S+0.5250E+H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.331 0.161 1.60 0.960 1.00 1.00 1.00 1.00 1.00 25.37 1,219.84 3684.79 4.13 68.33 424.00 +0.60D+0.60W+0.60H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.122 0.060 1.60 0.960 1.00 1.00 1.00 1.00 1.00 9.37 450.59 3684.79 1.53 25.24 424.00 +0.60D+0.70E+0.60H 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.122 0.060 1.60 0.960 1.00 1.00 1.00 1.00 1.00 9.37 450.59 3684.79 1.53 25.24 424.00 'Overall Maximum Deflections Load Combination Span Max -"Defi Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.7505+0.5250E41 1 0.5729 10.828 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX�mum 4.720 4.720 Overall MINimum 0.806 0.806 +041 2.906 2.906 +D+L+H 4.518 4.518 +D+Lr+H 2.906 2.906 +D+5+11 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+1-1 4.115 4.115 +D+0.750L+0.750S+0.450W+H 4.720 4.720 +D+0.750L+0.750S+0.5250E+H 4.720 4.720 +0.60D+0.60W+0.60H 1.743 1.743 +0.60D+0.70E+0.60H 1.743 1.743 D Only 2.906 2.906 Lr Only L Only 1.613 1.613 S Only 0.806 0.806 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D s 7140 SW Queen Lane Engineer: DMH Project ID: 1150 1 4L,00" Project Descrc. Tuckunder Cottages(60 series) r Beaverton,OR 97008 s (971)645-0901 II' l" dennis@vistastructural.com „,„,„„,„„e'e,y 1S1rtV i�WJCP:,.ri. ed:20 JAN 2015,10::48PM �o ; � 2 .M mM y sk r $ "0a- V .1 VI.P. §I, Z .° a `.isat. _ . , � iLt & 4e h , _3 ; gfG lr01 Bufi74Cr # Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60B&D:Header above garage door 0111W6> $.2.: -57- 1741•4',7114.1 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.09)L(0.06)S(0.15) i i i i i ,_. ERM:5 4 u... t i;C] ONN VX fffi &*gt. A • 6x12 Span=16.50 ft NS ked LoadC fr I Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 fl ,.. = Desi f n OK DE�tGA13UM�Y � 4....,,, Maximum Bending Stress Ratio = 0.806: 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73 psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination 0.750L+0.750S+l 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 'Ma Fvrc, tressei$54:v dFGambl4064'; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t CL M fb Fb V fv F'v 40+H 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.374 0.097 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 810.00 0.66 15.68 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.561 0.145 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.10 505.29 900.00 1.10 26.13 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.269 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1125.00 0.66 15.68 225.00 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.781 0.202 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.17 808.47 1035.00 1.76 41.82 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.404 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.59 454.76 1125.00 0.99 23.52 225.00 +13+0.750L+0.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.806 0.208 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1035.00 1.82 43.12 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 s� Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) �� � (971)645-0901 dennis@vistastructural.com 4`^sar. Printed 20 JAN 2015,1048P (I�/OOCj$Q8111" Fge 11I71[3ertn�slQOCUAfl=11ENE#3CA-11150 ed. ._' ... , ... ... P .., „ENERCALC,INC^1983-2014 8u3d 1411118,"Ver 9 141118, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B&D:Header above garage door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M tb Fb V fv Fv +D+0.60W+FI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.211 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.06 303.18 1440.00 0.66 15.68 288.00 +D+0.70E+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+0.7505+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.579 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.73 1440.00 1.82 43.12 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.50 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 181.91 1440.00 0.40 9.41 288.00 '`flveraii Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +0+0.750L+0.750S+0.5250E4l 1 0.3722 8.310 0.0000 0.000 v@itjfgii 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 1238 +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 +D+0.70E+H 0.743 0.743 +D+0.750Lr+0.750L+0.450W+H 1.114 1.114 +D+0.750L+0.750S+0.450W+H 2.042 2.042 +D+0.750L+0.750S+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D F 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ( Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com .,,... Printed:20 JAN 2015,10:48PM a � x 111 stS'u3Y ppwr exK wo pvim ➢ a 4-„,"1,,,,,,'N;,, , ." ,�� ,a ,gym t,.. _ xa,., ort '1 414**0-: 1]8 �1411 0 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60B8D: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 0(0.11�L(0.44) •+ • s s Agak vim^ gl d q b/zr v /0 •$ • • • • • • 4x8 A• • A • • • • • • • Span=6.50 ft Wr4iltet��LoailCirMr ki FIF. irkll Service loads entered.Load Factors will be applied for calculation: Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft DE51Ghl U1t+IMAR 13st Design OK Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.480 : 1 Section used for this span 4x8 Section used for this span 4x8 ib:Actual = 1,136.81 psi fv:Actual = 86.38 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span It where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 780 Max Upward Transient Deflection.. 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.125 in Ratio= 624 Max Upward Total Deflection 0.000 in Ratio= 0 <240 s__714xfin lrl Fvrc s B1 #re se;s fir Load Com�l„n,atl , s Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr C m C t CI_ M lb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.216 0.107 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1053.00 0.29 17.28 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.972 0.480 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.90 1,136.81 1170.00 1.46 86.38 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.155 0.077 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1462.50 0.29 17.28 225.00 +0+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.169 0.083 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1345.50 0.29 17.28 207.00 +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 0.307 125 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1462.50 1.17 69.11 225.00 +0+0.750L+0.750S+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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) 4s 8,,jt, (971)645-0901 /' dennis@vistastructural.com 20 JAN 2015,10:48PM Wood$earn Ffle C 1useflDenn5 DOCUA \ENERCA'111150.eC6`.. �NEBG �NC 2{l1AHui141138 Vi:Ts1A l Y�/� Lit.'#:KW-06010523, Licensee:Vista Structural Engineering,LLC Description: 60B&D:Beam through middle of crawl space Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Fb V fv Fv +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 029 17.28 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.121 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 227.36 1872.00 0.29 17.28 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.486 0.240 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.32 909.45 1872.00 1.17 69.11 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.073 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 136.42 1872.00 0.18 10.37 288.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 0.215 0.215 +D+H 0.358 0.358 +D+L+H 1.788 • 1.788 +D+Lr+H 0.358 0.358 +D+S+H 0.358 0.358 +D+0.750Lr+0.750L+11 1.430 1.430 +0+0.750L+0.750S+1-1 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 t, ' +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 /j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM p a t V _ ' , Eialtl,.-. d. �A ,, - ec6 ,. " s 10 ' '''-'4' _ £"" "'>' k..;. '' '' > " - - Licensee:Vista Structural Engineering,LLC Lic.#:KW-06010523 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-Pa 1,350.0 psi Eminbend-;o: 580.0 ksi Wood Species : DouglasFir-Larch • Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling W0.075)14.05)8(0.125) + + + + •• • • • ry r • �' �fix%' '` a y `°`' ` , c ;' ' # =3s:e�m".»M'"+u�m✓+R.wr' la'a'.§>a.we.�uv.. +'m-ik...aFF�`,s;•...> .s. ,W..maa.?-wSti try a..�-iz 3' • • • • • • • •• • 2-2z8 • • • • • • Span=6.50 0 ApplltE(1 oath l5alrria u5 a 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 �E511 N SUMMAr3Y ; .rk r Desi•n OK Maximum Bending Stress Ratio = 0.400 1 Maximum Shear Stress Ratio = 0.183 : 1 it Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 497.35 psi fv:Actual = 37.79 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 • Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio= 2354 • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.055 in Ratio= 1426 • Max Upward Total Deflection 0.000 in Ratio= 0<240 j • • • ,' Maxtrrli t Eorcear tgi iiia 074416laa tfins• , Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t C L M lb Pb 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 +0441 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 +04r+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.134 0.061 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1350.00 0.20 13.74 225.00 +0+541 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.388 0.177 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.06 482.28 1242.00 0.53 36.65 207.00 40+0.750Lr+0.750L41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0201 0.092 1.25 1200 1.00 1.00 1.00 1.00 1.00 0.59 27128 1350.00 0.30 20.61 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.400 0.183 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1242.00 0.55 37.79 207.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 S., Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) j(971)645-0901 '` dennis@vistastructural.com w� ,�� Printed:20 JAN 2015,10:48PFA Wood-Bears a .Ik1;�s1t3ennislE�IlCi7h�x91ENER{:A'!31'tS�.t�6 .r a ,.,,.EN RCALC N 19832014 Buiit6. .11a8,`Ver6141118 '^ Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: 60D:Header at front of master bedroom Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib Fb V hi Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.105 0.048 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1728.00 0.20 13.74 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.105 0.048 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.40 180.86 1728.00 0.20 13.74 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.157 0.072 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.59 271.28 1728.00 0.30 20.61 288.00 +D+0.750L+0.750S+0.450W+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.288 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 4+0.750L+0.750S+0.5250E+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.288 0.131 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 497.35 1728.00 0.55 37.79 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.063 0.029 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.24 108.51 1728.00 0.12 8.25 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.063 0.029 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.24 108.51 1728.00 0.12 8.25 288.00 Overall"MaicimumDeflections .:.?. Load Combination Span Max."-"Dell Location Rin Span Load Combination Max."+"Defl Location in Span + +0.750L+0.750S+0.5250E+H 1 0.0547 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.146 0.146 +D+H 0.244 0.244 +D+L+H 0.406 0.406 +D+Lr+H 0.244 0.244 +D+S+H 0.650 0.650 +D+0.750Lr+0.750L+H 0.366 0.366 +D+0.750L+0.750S41 0.670 0.670 +D+0.60W+H 0.244 0.244 4)+0.70E41 0.244 0.244 +D+0.750Lr+0.750L+0.450W+H 0.366 0.366 +D+0.750L+0.750S+0.450W41 0.670 0.670 +D+0.750L+0.750S+0.5250E+H 0.670 0.670 +0.60D+0.60W+0.60H 0.146 0.146 +0.60D+0.70E+0.60H 0.146 0.146 D Only 0.244 0.244 Lr Only L Only 0.163 0.163 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) *, . (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM r a s»a� r "'. :», � a«`io ;:.� 3. -, -,P,1444,,r ^,w-,. Fie ` ,U81 tOD1iiiii VP W71R��C474.4 115Q. Iris Ft$ bltl oto =4 .� ''''k"'"�., ,. At i,1� a--•-- a �t 18\f 41 s L1c.#:KW-06010523 Licensee:Vista Structural Engineering,LL{ Description: Plan 60:Footings supporting crawl space posts i im- Y �`,.+. r y ^r" `°4,7 ri ma} 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 Coeft. = 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 deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greaten ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Width parallel to X-X Axis = 1.50 ft Z Length parallel to Z-Z Axis = 1.50 ft Footing Thicknes = 10.0 in iliWalegintgb deigilitftr Pedestal dimensions... X X px:parallel to X-X Axis = in ``r >. r pz:parallel to Z-Z Axis = ininc • ., m Height in ,` '411,4P,144 up Rebar Centerline to Edge of Concrete. trikefigiifflingorams54 a) at Bottom of footing = 3.0 in tergAgo to ' We101Cltgrz 2 1' •" w Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis ;i its =g Number of Bars = 2.0 + > _ r r"4 pens :t t Reinforcing Bar Sizi = # 4 ij €` _ "i f t::t - J ClBandwidth Distribution Check (ACI1544.2) 1 u t,, ilia : .t ri' ft+ tz ..t =- hnt W ; ffil _ _ :Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Appliea ,dS; -- k -4,,,c.-.,7,,,,,,,,,,,,,,,,!,-, ,,;.4 - D Lr L S W E H P:Column Load = 0.660 2.640 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = -- k k V-z = ,, Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 F i$01: Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) i` O ' (971)645-0901 dennis@vistastructural.com "" Prin d 20 ;.1,,E©ot�r� cw Oenni ocumE-a�.ti aCA4%».secs �;: . f £NERCAic;,Nc..1983. 4,Bu&.6.11,7t1$,V�6141118 , Lic.# KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts DESIGN SUMMARY , Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7940 Soil Bearing 1.588 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1148 Z Flexure(+X) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 Z Flexure(-X) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 X Flexure(+Z) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 X Flexure(-Z) 0.6270 k-ft 5.461 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05653 1-way Shear(+X) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05653 1-way Shear(-X) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05653 1-way Shear(+Z) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05653 1-way Shear(-Z) 4.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1308 2-way Punching 21.497 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H , Detailed Results ... Soil Bearing _ Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Ove'd'Oi ng Stability ,gin Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability ` .. All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 in"2 inA2 k-ft X-X,+1.40D+1.60H - 0.1155 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.60H 0.1155 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6270 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.6270 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.605+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.205+E+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.07425 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.07425 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.1155 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK i Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 1 "-` Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) j (971)645-0901 Bennis@vistastructural.com Printed:20 JAN 2015,10:48PM } K ig �. �bl . ,A,r,,,;, , .,T . <„.rt„ -:t ,+AN lii*Ai1 ,,,'l�0,;YEF$ $ ;t ., Lic.#:KW-0601_523 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 j Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 sN dennis@vistastructural.com Printed:20 JAN 2015,10 48P General Fobtin cuusersu niswocunt-1»ERcA-n11so:ec6 „ ••,‘. trio ,Pda,,,NC'aulm-2014,Build04.11.18,Ve;6.941"}18-W Lic.#:KW-06010523 Licensee.Vista Structural Engineering,LLC Description: Plan 60:Footings supporting crawl space posts Footing Flexure ,'. Flexure Axis&Load Combination Mu Which Tension @ As Reqd' Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft Z-Z,+1.20D+1.60L+0.505+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L-'0.505+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+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+0.205+E+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+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+0.90R 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z Z +0.90D+E+0.90H ,, 0 07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK One ray Shear E, _. 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+1.605+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+1.605+0.50W+1.60H 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 0.7333 psi 82.158 psi 0.008926 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.50S+W+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +1.20D+0.50L+0.20S+E+1.60H 1.956 psi 1.956 psi 1.956 psi 1.956 psi 1.956 psi 82.158 psi 0.0238 OK +0.90D+W+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK +0.90D+E+0.90H 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.158 psi 0.006694 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 3.96 psi 164.317 psi 0.0241 OK +1.20D+0.50Lr+1.60L+1.60H 21.497 psi 164.317 psi 0.1308 OK +1.20D+1.60L+0.505+1.60H 21.497 psi 164.317 psi 0.1308 OK +1.20D+1.60Lr+0.50L+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+1.60Lr+0.50W+1.60H 3.394 psi 164.317 psi 0.02066 OK +1.20D+0.50L+1.605+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+1.605+0.50W+1.60H 3.394 psi 164.317 psi 0.02066 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+0.50L+0.50S+W+1.60H 9.051 psi 164.317 psi 0.05509 OK +1.20D+0.50L+0.205+E+1.60H 9.051 psi 164.317 psi 0.05509 OK +0.90D+W+0,90H 2.546 psi 164.317 psi 0.01549 OK +0.90D+E+0.90H 2.546 psi 164.317 psi 0.01549 OK l/ it Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Beaverton,OR 97008 Project00401 Descr: Tuckunder Cottages(60 series) Project ID: 1150 (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM . � xj Fie tV§-islllennis`100ti h0^1 CA,;'ml' � Yf" ,P19c, Ir 1 .., �. ,,ltri ttt__ „Z�� C ifi :t'§oi F3uis iiia "G 1110 T< .�.�� ., .,� ,.._�,.,�, .Hey.. „�._ .. 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, CBC 2013,ASCE 7-10 Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 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 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 1 Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK ib/FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,051.8 Allowable = psf sf 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 Lap splice if below in= 6.00 Lateral Sliding Force = 875.5 lbs less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 8982 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 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) _ 4 (971)645-0901 -4' dennis@vistastructural.com tile- serslt nnislr)flCUJAN 2015,10 48PM Cattlievrel 0tain W01 - .; rCALQ,irc 1933-2014,evad:s. 411L18, er6.14j1.je :,,Lic #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Footing Dimensions&Strengths Footing Design Results Toe Width = 0.58 ft Toe Heel Heel Width = 2.75 Factored Pressure = 3,554 0 psf Total Footing Width = 3.33 Mu':Upward = 554 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 48 1,901 ft-lb KeyWidth Mu: Design = 506 1,901 ft-lb = 12.00 in Actual 1-WayShear = 1.69 20.28 psi Key Depth = 0.00 in Allowo1-eWay Shear = 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd It = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 1,260.4 2.29 2,888.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.92 252.0 Added Lateral Load = 216.0 4.43 957.6 *Axial Live Load on Stem = 715.0 0.92 655.2 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.29 Surcharge Over Toe = Stem Weight(s) = 600.0 0.92 549.8 Earth @ Stem Transitions = Total = 875.5 O.T.M. = 2,461.3 Footing Weight = 416.6 1.67 694.3 Resisting/Overturning Ratio = 1.78 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 3,267.0 lbs Vert.Component = Total= 2,552.0 lbs R.M.= 4,384.1 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Pnn'bd:20 JAN 201 ( 4 E Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) l (971)645-0901 dermis@vistastructural.com „. 10 48PM -7 ,..1t �.rt - ,.>r vh. % ✓ Wil I�R4001 " C tt1150 ,a e^ . :.1,,,, ,,,,,,, ,,,„t,,,,„ al.l ,Ark. -- • : , ,. t cAtcNC 04u#d 411 al04.0J118;'..%, 5 tic.#•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, CBC 2013,ASCE 7-10 Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psfift Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pct Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 plf Ad acent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 . Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height toBottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 2,589 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 4.75 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,754 psf OKfb/FB+fa/Fa = °°41 Soil Pressure @Heel = 129 psf OK Total Force @Section lbs= 835.8 Allowable = 2,000 psf Moment....Actual ft l= 1,618.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,298 psf Moment Allowable ft I= 3,671.3 ACI Factored @ Heel = 169 psf Shear Actual psi= 11.1 Footing Shear 0 Toe = 10.5 psi OKShear Allowable psi= 82.2 Footing Shear 0 Heel = 10.5psi 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 Hook embed into footing in= 6.00 less 100%Passive Force = - 354.2 lbs Concrete Data less 100%Friction Force = - 658.0 lbs Pc psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D j7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com '^ N_ Printed:20 JAN 2015,1D 48PM C�tlttle Leif et ftela inn wail u�oeul -1�NEecn-aj 15a �... ,.., ' "ENERGALG 1te1C x983-20014,Buiid5.1411.18,Ver6:141118 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:6'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.75 Factored Pressure = 2,298 169 psf Total Footing Width = 2.75 Mu':Upward = 1,020 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 141 514 ft-lb Mu: Design = 879 514 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 10.55 10.54 psi Key Depth = 0.00 in Key Distancefrom Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 655.4 2.21 1,447.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 1.33 366.7 Added Lateral Load = *Axial Live Load on Stem = 715.0 1.33 953.3 Load @ Stem Above Soil = 8.0 6.58 52.7 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions = Total = 659.5 O.T.M. = 1,503.7 Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 2.05 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,589.2 lbs Vert.Component Total= 1,874.2 lbs R.M.= 3,086.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. l t 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) 'k ,,0; 1,04 (971)645-0901 -° dennis@vistastructural.com ,,,,.,` Pnnct 20 JAN 20115 1 0 48PM 2v` tYer0rit � Oz 41" "k $ 4 P nS �� IFO7 44 ,, to , O A a H EkBt r1?ti $ - :,`",:;NE � N.. a Lic.#:KW-06010523 Licensee .Vista Structural Engineering,LLC Description: Plan 60:4'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pif Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.69 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.5! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 3.26 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,757 psf OK tbIFB+fa/Fa = 0.182 Soil Pressure @ Heel = 179 psf OK Total Force @ Section lbs= 355.8 Allowable = 2,000 psf Moment....Actual ft-I= 448.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,368 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 241 psf Shear Actual psi= 4.7 Footing Shear @ Toe = 1.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force 315.7 lbs Lap embed if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hookk eembed into footing in= 6.00 less 100%Friction Force = - 428.8 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 0,000.0 ....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 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH L ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) t (971)645-0901 dennis@vistastructural.com Printed:20 JAN 2015,10:48PM y File;C• sersll3enn�stOOCUR ItENERCA 11115Q ec6 C811',1 EV 1� 1 R@,11 i ,,r ENERC c,INC-.1983=2014,Bt ua:s.141;1 t 18,ver.6.141118 Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Description: Plan 60:4 retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1,50 Factored Pressure = 2,368 241 psf Total Footing Width = 2.00 Mu':Upward = 274 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 257 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.40 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd Pc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 315.7 O.T.M. = 481.7 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 2.69 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. i 400 Vista ,LLC Project Title: Plans 60A,B,D 7140 SW QStructuralueen LaneEngineeringEngineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 4 (971)645-0901 dennis@vistastructural.com ,,,,,..,-- Printed.20 JAN 2015,10:45PM ,, v, ,i.. iF ..,. ,o a ✓t g ie t ,1 e".1:'- a 0 3 :cam' � VQ`# ll�tW „. � r tERatoC -loit t, 140 veed 7* 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 psflft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 96.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil = 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stern OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Sliding = 0.88 UNSTABLE! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,936 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.14 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,256 psf OK fb/FB+fa/Fa = 0.275 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 451.8 Allowable = 3,000 psf Moment....Actual ft-1= 678.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 411.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 Concrete Data less 100%Friction Force = - 420.8 lbsfc 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 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 ." dennis@vistastructural.com Cantileuered Retaining wali1, , ;, fil _ e G;1UslD serennsltl()CUAE-�7IENERCA��150�6 m ; ��EHE f CALL,INS.19832014,:Bu :&1411.'18,Verb 94 71.18-='- tis # 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 Key Depth = 0.00 in Actual 1-Way Shear = 1.81 6.38 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Speed 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 = -84 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 411.7 O.T.M. = 784.1 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 1.65 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 I/41400004-to0,; Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901� dennis@vistastructural.com %,-,--- Printed 20 JAN 2015 10:48PM 8PM 'AP yE1/� � ii IirfIVW' ) N 5 VIIS . kV P#�.� DOI,fir . b1 :,-..o.,,,, xtFLsltt? 2t10.01 I8 'R Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:7 retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, CBC 2013,ASCE 7-10 Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 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 Surchargge 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-l= 82.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,963 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 978 psf Shear Actual psi= 1.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 112.2 lbs Lap splice if below in= 6.00 Hook embed into footing in= 6.00 less 100%Passive Force = - 65.6 lbs less 100%Friction Force = - 238.0 lbs Concrete Data Pc psi= 3,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= 40,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D Lj 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 48P C nttleveletRetaining ng Wail ' EaC:Usesuennis\OCUE-1 CA-tt1150.ec6 s , „n_ <, _ _ •r ,tuRGALC,1NC x98-2014,8uad:.141118.Ver6.14t118 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 Width = 12.00 in Mu: Design = 83 19 ft-lb Key Actual 1-Way Shear 0.00 1.42 psi Key Width Key Distanceepthfrom Toe = 2.00 ft= 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = 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 ResistinglOverturning 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. k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 4 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) 1 (971)645-0901 W dennis@vistastructural.com Printed:20 JAN 2015,10:48PM sx X j rOi C'Atf stAetiiiii1DOCUhi '1 ENERCA 111150 ec6 alt#i!feve1re f u Wal .���"��,x,� x.� ��., ... _ ,:x.. .. . .."; �.. � C 1NC� 2fl1�F>�0��,����� ����.148... Lic.#s KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 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 Axial Dead Load = 275.0 lbs BaseatBack of Wall Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.70 OK Wall Material Above"Hr = Concrete Sliding = 1.96 OK Thickness in= 8.00 Slab Resists Al!Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.49 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,239 psf OK fb/FB+fa/Fa = 0.022 Soil Pressure @ Heel = 854 psf OK Total Force @ Section lbs= 75.8 Allowable = 2,000 psf Moment....Actual ft-l= 53.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,741 psf Moment Allowable ft I= 2,465.0 ACI Factored @ Heel = 1,200 psf Shear Actual psi= 1.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 88.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data Pc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= 40,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 N--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) ",Npr, / (971)645-0901 dennis@vistastructural.com ,"°""'"�Y Printed:20 JAN 2015,10 48P Cantilevered Retaining Wall.. : ' is• c;s' `2o ers14'• Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60:2'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heel Heel Width = 1.00 Factored Pressure = 1,741 1,200 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 54 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd ft = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = *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 Descc Tuckunder Cottages(60 series) 1 (971)645-0901 5 & dennis@vistastructural.com ' Printed 20 JAN 2015,10:48PM S Lic.#•kW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage Ot1r e z Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 i Gen1I �inf 1TIi toil .7 Material Properties Analysis/Design Settings Pc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'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 f `Soil,1) rivatioll,.. r uta,;; ,? agg 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 8 width increases as specified by user.) Dimmnsfofls 8 Relnforcfng; EV... ..,.% .. .i Distance Left of Column#1 = 1 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 9.50 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 14.0 ft Height = in Bottom Bars 3 4 0.60 0.0 in^2 Total Footing Length = 24.50 ft Top Bars 3 4 0.60 0.0 in^2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 4 1.0 0.0 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.0 in^2 £: !pplted L©psis.. VC Applied @ Left Column D Lr L S W E H Axial Load Downward = -3.704 k Moment(+CW) = k-ft Shear(+X) = 1.677 k Applied @ Right Column Axial Load Downward = 3.704 k Moment(+CW) = k-ft Shear(+X) = 1.677 k Overburden = 0.150 A r 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 (. lr dennis@vistastructural.com ° Printed:20 JAN 2015,10:48PM y► rzf'�s 'a rte. ,, _ a c o-1' �b ta�}mu1neu rO,® ��ti`� iW ,f , ,. i7 r ,' ,:,^" ?f ,am< 4 .46.{ '2�0�� 1;i :e " 1EC6 g Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage DESIGN SUMMARY 5" 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 Eccentricity Actual Soil Bearing Stress Actual!Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio OarertutiagStaily Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning ResistingRatio One Ways rea S - 5 £ F �y�F� fpy P' G}Ir eat, ,---, jj �!�£& . 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 `d — `" Printed:20 JAN 2015,10:48PM I �C 'aea -$ j ; om *oo iii : vcnoy •: 1l4 ; a . x.. '"'''''"' "'"' "'"''''''''"--'"'''"-'"'4''''''"'''-'y--' .'.., '"' . , ,.,i . -'"' .,yam s. x _ ,,." 4 - . t - -Licensee:Vista Structural Engineering,LLCLica#:KW-06010523 Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 0:67 kms° .xM1*'... ,�'i. %C":l rS $ 'r ' k.11 a 111 I .9 j \<: Material Properties Analysis/Design Settings ft: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 n i ftl *> Oil k Allowable Soil Bearing 3.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive Sliding Resistance 250.0 pct Increases based on footing Depth....Allowable (Uses entry for"Footing base depth below soil surface'for force) wllowabls pressure increaseo per foot ksf when base of te 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.) thlta1 St t8$1 iiilii c1►1[ t a 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 inTop Total Footing Length = 23.0 ft Top Bars 3 4 0.60 0.0 in 2 Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 5 1.550 0.0 inA2 Footing Thickness = 15.0 in Top Bars 5.0 4 1.0 0.0 in"2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 5 1.550 0.0 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 inA2 Appited Loads .,, . F, .. Applied @ Left Column D Lr L S W E H Axial Load Downward = -10.175 k Moment(+CW) = k-ft Shear(+X) = 3.20 k Applied @ Right Column Axial Load Downward = 10.175 k Moment(+CW) = k-ft Shear(+X) = 3.20 k Overburden = 0.180 1 3-U" ► Vista Structural Engineering,LLC Project Title: Plans 60A,B,D A 7140 SW Queen Lane Engineer: DMH Project ID: 1150 ., Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) r t " (971)645-0901 =, rr, dennis@vistastructural.com Printed:25 JAN 2015,10 48P .. . Re CAU u lnisiDOcur 11ENERCk11,1158ec6 EER£ACCINC 1983-2014,Buct&141118,.Vec6.14118 :Com,blinrdFoo# n a „ , Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage `DESIGN SUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS 99,999.0 Overturning 0.0 k-ft 0.0 k-ft 0.0 PASS 99,999.0 Sliding 0.0 k 0.0 k 0.0 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0 1-way Shear-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 1-way Shear-Col#2 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#1 0.0 psi 0.0 psi 0.0 PASS 0.0 2-way Punching-Col#2 0.0 psi 0.0 psi 0.0 PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A Soil Bearing Eccentricity Actual Soil Bearing Stress Actual/Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stability ,, Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio One Way Shear _ s.,-,.;,.. : r , , r. . . . ��uncMmg 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 Project ID: 1150 7140 SW Queen Lane Engineer: DMH , Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 " dennis@vistastructural.com ©1r11. - printed:20 JAN 2015,10:48PM � , z< " s Fe eidnnimcUjoE,ANE4A osa-ed6 1� .. �1 � � . rvtv pk f r„ p , t§ Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plans 60A,B,D:Footing under garage door Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 ii'Ttiiff iAr iSti. ,.. , -Ire. it ,, :.. Material Properties AnalysislDesign Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Footing base depth below soil surface ft Soil Passive Sliding Resistance 250..00 Increase Bearing By Footing Weight Increases based on footing Depth.... pct Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for farce) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth 8 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 ftSq.Dim. = 6.0 6 Bars left of Col#1 Count Size# Actual Req'd .0 in Distance Right of Column#2= 0.50 ft Height = in Bottom Bars 5.0 4 1.0 0.0 inA2 Top Bars 5.0 4 1.0 0.0 inA2 Total Footing Length = 22.50 ft Bars Btwn Cols Footing Width = 2.170 ft Bottom Bars 5.0 4 1.0 0.0 inA2 FootingThickness = 13.0 in Top Bars 5.0 4 1.0 0.0 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.0 inA2 Rebar Center to Concrete Edge @ Bottom= 3 in Top Bars 5.0 4 1.0 0.0 in"2 App, ed Loads . ,.' .,. . .. ., Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.90 0.450 1.125 6.862 k Moment(4CW) = k-ft Shear(+X) = 1.790 k Applied @ Right Column Axial Load Downward = -6.862 k Moment(+CW) = 0.40 0.20 0.50 k-ft Shear(+X) = 1.790 k Overburden = 0.150 V 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 4EPM Combined FOoting „ -c.:au > 2014,Bua ;tt cA-14laso1 a __�,un . FtJERGALGi9NG 1983-2©d4 BuNt(i,1471.78,Verb 14.7 i .1;'; 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 Soil Bearing ...,_.,_ i;,.4 Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio OneWay Shear _.. : , Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 I Project Descr. Tuckunder Cottages(60 series) Beaverton,OR 97008 1y ' (971)645-0901 Bennis@vistastructural.com w Printed:5 FEB 2015,10:43AM ,s,Atitkeri. 1IW,r. �ml � .a ' q Ss F y , / 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 iii A a "MNy ;�� ��'., D Z °. Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 41, :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 ‘Off it7taie17 I 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 pcf Increases based on footing Depth.... p 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.) r DIIi1?I'C�tS.IL113S' t1 inf0fc1. e,,,.:47,-;,,,;:;;;74-op,, ;. 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 4 040 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 Applied meads.. i... P«L 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 . k„.,,, ..H,,.r .L ...•\4 I - �` --... .r a. ., . .. # . .. ' = ; 1'-6 4.-8-1/16" 7'-8-1116" Vista Structural Engineering,LLC Project Title: Plans 60A,B,D s 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr: Tuckunder Cottages(60 series) �,�I , , (971)645-0901 G`'..`"r; dennis@vistastructural.com ; ,w.....«r..- Prated:5 FEB 2015.10:43AM Coimbl�leid;.,'E,,:;;;;"4.'";-.,, FOQ 11i{3 • t1� P}t1SersIDenliisiDOCt�b1E-'11E1ERCA-t1'15tlee6 > ��.��,. . , . :. . , , ,,4 , r.__t -;��, �,=' 4EN. � �15,�da�is,A.ts�>�a�s11{j: Lic.#:KW-06010523 Licensee Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch DESIGNS(1MMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.1048 Soil Bearing 0.2097 ksf 2.0 ksf +D+0.750L+0.750S+H PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 0.4224 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.05588 1-way Shear-Col#1 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.05588 1-way Shear-Col#2 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#1 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#2 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Left of Col#1-Bottom 0.1522 k-ft 8.470 k-ft +1.200+0.50L+1.60S+1.60H PASS 0.05511 Flexure-Between Cols-Top -0.3676 k-ft 6.670 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.01057 Flexure-Between Cols-Bottom 0.08956 k-ft 8.470 k-ft +1.200+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 +1.200+0.50L+1.60S+1.60H Soil,Beating_ 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 +D+0.750Lr+0.750L+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.750S+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.60W+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.70E+H 1.41 k -0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+0.750Lr+0.750L+0.450W+H 1.62 k 0.000 ft 0.16 ksf 0.16 ksf 2.00 ksf 0.079 +D+0.750L+0.7505+0.450W+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.750L+0.750S+0.5250E+H 2.14 k -0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +0.60D+0.60W+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 +0.60D+0.70E+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 Overturning Stability . Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +041 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.750S+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.600+0.60W+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 +0 60D+0 70E+0 60H 0.00, 0 00 999„000 0.00 0.00 999 000 One Way Shear ", :LunchingShear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.54 psi 1.54 psi 164.32 psi 0.87 psi 0.87 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.48 psi 2.48 psi 164.32 psi 1.41 psi 1.41 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 3.39 psi 3.39 psi 164.32 psi 1.93 psi 1.93 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.69 psi 1.69 psi 164.32 psi 0.95 psi 0.95 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 1.32 psi 1.32 psi 164.32 psi 0.75 psi 0.75 psi +1.20D+0.50L+1.60S+1.60H 82.16 psi 4.59 psi 4.59 psi 164.32 psi 2.61 psi 2.61 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 4.23 psi 4.23 psi 164.32 psi 2.40 psi 2.40 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 j Project Descr. Tuckunder Cottages(60 series) i Beaverton,OR 97008 (971)645-0901 jit dennis@vistastructural.com Pr*4ed:5 FEB 2015.10:43AM 3`tg9ein4a 1tt1 Si ttlt6t1, Ct41w'r 1�ln :if iv. erl' i' _ �` + �,�� .,, ' :,._ w _ 1t. 3nn;1 n 1� 5 E L Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 60A&D:Footing at front of entry porch y1. - -7 rf Load Combination... Phi Vn vu @ Col#1 vu @Col#2 Phi Vn vu @Col#1 vu @Col#2 +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 1.69 psi 1.69 psi 164.32 psi 0.95 psi 0.95 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 2.59 psi 2.59 psi 164.32 psi 1.47 psi 1.47 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 2.05 psi 2.05 psi 164.32 psi 1.16psi 1.16 psi +0.90D+W+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56 psi 0.56 psi +0.90D+E+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56psi 0.56 psi PL15-31 2-3-15 ti3Roseburg 12 MAIN 10:06am A R rest Produce Curs uns1 of 1 CS Beam 4.11.26 1 k-tnBeamEngine 4.1 1.26.1 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 . n- ...,. ,.� �.."�s«: .. .. vim. � x-...,m..w.n � . ..�<-th,_4•*.;-.--,� �` 11 0 0 11 0 0 7 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# — 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# Maximum Load Case Reactions Used for applying pout loads(or line loads)to carrying members Live Dead 1 302#(189plf) 78#(49p1f) 2 863#(539plf) 259#(162plf) 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.# 1775.4 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" U999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" U999+ 5.07' Odd Spans L Control: Max Int React. DOLs: Live=100% Snow=115% Roof=125% Wind=160°/ SIMPSON All product names are trademarks of theirrespediveowners KAMI L HENDERSON EWP MANAGER p ,t `; 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,shorn 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 pmdud installation according to the manufacturer 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 S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1[1] Ss = 0.956 g From Figure 22-212] 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 N or Nom,, 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, Fa = 1.118 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period Sl <_ 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 Sl >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class= D and S1 = 0.425 g, Fv = 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 = 2/ SMS = % x 1.068 = 0.712 g Equation (11.4-4): SD1 = % SM1 = % x 0.669 = 0.446 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] TL = 16 seconds Figure 11.4-1: Design Response Spectrum T<VS,.S„(0A+&6T"ITd 7122 -- t T,ST4T,:S.=S6, t 4 t TS<TSTL:SS,=SIT Tit # t T;T,:S.=6,Tori2 6. 3 # 15 i t e t # 3 t 9 3 # 4 f t # f I I t it t t 3 X i t i f i i #n t 3 I } i i t # 7 t t 3 t 3 i t # t t 3 # t i 3 t ; i Too,f Ts,:. : 5 1 sea Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. r8 __ of , ws - 9 9 9 a a � f b f � f {h F ! i l 1 9 9 E i f f 4 i t 9 f �- .1255 :g°`1`$.3£i ILOO Pre 3d;t(fc) Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7(4) PGA = 0.421 Equation (11.8-1): PGA, = FPGAPGA = 1.079 x 0.421 = 0.454 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ 0.10 PGA= 0.20 PGA = 0.30 PGA = 0.40 PGA >- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA= 0.421 g, F,G„ = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17E51 CRS = 0.895 From Figure 22-18E6] CR1 = 0.871 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sos I or II III IV Sps < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.508 5 Sps D D D For Risk Category = I and S„ = 0.712 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sol I or II III IV SD1 < 0.067g A A A 0.067g 5 SD1 < 0.133g B B C 0.133g 5 SD, < 0.20g C C D 0.20g 5 Sp1 D D D For Risk Category =I and Si„. = 0.446 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earth quake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earth quake.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 5W Queen Ln Beaverton,OR 97008 (971)645-0901 SEISMIC CALCULATIONS (PER ASCE7) #OF STORIES 2 T. 0.2 (=0.1 x#STORIES) SS 0.956 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 F. --;.,,:.,..:...,-1;-.,-..1.v.118- 1 i 18 F .1�a75 SMS 047 (=FaS,) IE 1.0 (Importance Factor) SMI '.-'1'":77:''0.654....;;----:, (=FvS1) R .6.5 , (Response Modification Factor) SDS D1 (Seismic Design Class) S05 088$ (=2/3X.SMS) Sol .., 0436 ' (=2/3xSo1) V 3$27„ lbs (=C5 x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 15 psf 2ND FLOOR DEAD LOAD 10 psf FIRST FLOOR DEAD LOAD 10 psf AREA(ft2) WEIGHT(lbs) HEIGHT(ft) WXhxk C„x FX(Ibs) 2ND FLOOR 1188., 23760 '•s' , 18.5` 439550=, 18:7i7 3013 1188 1ST FLOOR 11880m,'= 10 11B$pi31 •., k=1.0 TOTAL WEIGHT';',,, 3 ,,19 : FX CSV A-Sc _to t cJc-> 14)f\JD Pag-SS0nES: ,h,a "" p Re cS'J+LS..CPS r-�._ 1,s.- (`I>eIc"ipsi1ZICOt. ria. t®-co *'dvii, = 1 f `, r ,.JO,c-u(2.LpS�- IZb1/. - '(/,,,...,N 7 1st r_ GJ = �' x' t S.'fp =£?z 1I Q I 44 0 46. ll / I . . u 1 1 .L. .;..z, /r L.)= Inti/ !• . .--: . -.:. :1 : . ..'.:.. ..::: _ I Io b E / - ti1 01 ‘.,... ----- \c>-,‹(2-2.-cf-x %*%.%•.........,....:,...... ..,...............:. 9 int- "7 Pn6OA SIDE ELEVATI N t T 17) 1t8"=1'-0" ENGLISH RE VAL IF ,i,ii-ipc ) -. - 22.*4 I • • Ri b1 f� • v IO -� V t Plan 60A SIDE ELEVATION 1/8"=1'-0" ENGLISH REVIVAL _M, A5c `q--►° p-a`)vGED w►i-►1 r Ssu - 1.I))dD 1-04Pri36 'Z-- k),D 1 /6),(0 0 /z-Z 0 $-`4 , IL, � —112,2 (/ v"AiriUV) U.)-;--)7r-4- 11 7. - . 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I PROJ: , I DATE: . ..3.t.,4 1' 1'11 ,,,, PROJ#: 447,1,1", ''41k .ill STRUCTURAL ---i .._ •-•.•-• ' ''• IF 744. .:':',- ' rtli Ei E r4, r, N -a, . L L C: Lo . ENGR: DMH ..- , . , t . ::."- 7-..4--x 11,As.or = 1(2_44- j/ 111111 Fo 1 coei f 0.0.u.-: . ----4. 11 _....—_c_.,._ i - .1 .-:.,,r, ) EZ:i\I $1 vl,C'5-04-J /43 q 2-•:-• ''. A6- 7: 7-01 ci'd-' 14126-C I"r4ii z--- 6W--- ris-7*-71pr > q----:7---7*-- (dm/ c:fac62.4-1 CE, '-,- 2,,,,, ,1/.1, ‘'' -644.1.) 1' " i1 s: ( i) • 6Acc,vin-7,:// ..,- 8(71,5-34,6 > 2a f-t-44-- . . . . . • • i i_____ Perforated Shear Wall Job: Plan 80(ADD) Client: Polygon Northwest Company Area of house: Rear wall of bedrooms 2/3 7/16"Panel wl Edge Fastener Spacing as noted with 12"Intermediate I able 4.3.3.5(American Wood Council bDPWS) spacing(8d common or galvanized box nails) Co Lateral Force • 908# Seismic Wind %full-height sheathing h/3 h/2 2h/3 5h/8 h 1_111_ ..�10........................ . ._._.._m.,....„_,",.......0.._..,.. Wind Force(1)or Seismic Force(2): 1^ Edge nailing v Edge nailing v 10% 1.00 b.8r� 0.53 0.43 0.38 ...__......�_,...20.__. .�._..__.�._._.................,_.....,..__.._._........_............._.....,._._._....._..,._........_ Maximum HNV Well Segment ratio: ���"�:1 ,0 in. 240 ti/R 6 In. 335#/R 20% 1.00 0.71 0.58 0.45 0.38 _ .�...._. #..,_._.,_,..__..,.._.4n 490#/1........_. ._...�.._. .._....._...................._____._,......�...__.0..59._..,._.0..... ._.�..._.__ Maximum Allowable Shear per sheathed face: 1,1, $1#/ft 4 In. 350 iNR 4 In. #/R 30% 1.00 0.74 0.59 0149 0.42 Faces of wall with APA-Rated sheathing: • 1 .,,.,....3 in _450#IR 3 In. 630#/R 40% 1.00 0.77 o 7 0.53_ D.45 .. ._.__. ".........._.._____6. .. 2 in. 3�b3a%rt2 In. 820#/1l 5b% _ 1.60 O.bO A�$.6� �O.S��b"37- 0.5o Verify: Sheathed both faces Sheathed both faces '��'�'�80%�'' 1.g0"'F-'-0'83' 7-0,71'rv'-0.83---"--0.58" ....._._..._.. _______....,......_.8. ........0..._m...__.._............,.....6....... 1)Full-width segment without opening at each end of shear wall? Y; 8 in. 480 OM 8 In. 670 rNR 70% 1.00 0.87 0.77 0.89 0.83 2)H/W Ratio of all segments within imitations? ".'""".'..'.........4 n „"'"^_7._# -----. t.._._._.. ...-..__.-...,..8.-.. ____..__......_._._..._.0...-.__.-�..,,.....,.,.._......._._....7...._.._.0.71...... eg C r „"„,0,101.,,.4 In. 700 klit 1111 4 In. 980*Mt 80%"'� 1.00 091 0.83 0.77 D.71 _....91..........,_- 3) 08 3 Top and bottom of entire wag have uniform elevations? Y':. 0000 3 In_.., 900#!fl 3 In. 1260#M 90% 1.00 0.95 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear? Sig• - ------_ ._._._.._._.._ _,._...._..__.1,00,0__._.....__�.0010 � �� 2 In. 1170 Wit 2 in. 1844#IR �'� 100% 1.00 1.00 1.011 1.00 1.00�'� 5)Wall height Is less than or equal to 20 feet t1,;1 ;V 101 Overall Wall Height . U4avxtxtrata.warrw $ Maximum Opening Clear Height f jl 3.75j Overall Wall Width 22 R H/W Ratio Wall Segment#1 Length 3 R t"`f2 b7 ""'OK � ;,r i`''«g.1r-'�w«` X41 14-2 Wall Segment#2 Length i13 ft 2.6? ` ,,ZOK E a 1''`r.,4 1 s1 Wall Segment#3 Length 587 ft _Y "1 j OK e d� `a,,. ,� rs-4' r uadtal-,r nars<r. Wall Segment#4 Length R �`r CN/A t OK tF, s, C Ij Wall Segment#5 Length !ft ;<1 t OK ' it 8i o : Wall Segment#8 Length ft N/A;`...�0 _.-HZ2..�,.IE k ..,..: ) .eaSz, . 1111 EL, ilWRiatil ft Floor&Roof Dead Load: 11is-- 3{1885.. /ft 5 �\\�ixY�»u5art Self Weight Dead Load: 1)'1 /ft OK TO PROCEED WITH DEIGN Nominal Shear Capacity: V,v sC0EL, Anchor Botts/Neils Required %hill-height sheathing 111WAtitV Minimum sill plate thickness: 'a. 'AVM.' 4 g 7,....\\ ..,opening ratio: ;47% 1/2"dia.Anchor bolt capacity: S4 $,I "Ca II D 8l5/8"ed dia.Anchor bolt capacity: 22 ..q(Service level unit shear) 8$,#/R led common nail capacity: f: q'("q/C0) f 787#/R Total no.of 1/2"die.Anchor bolts required: °7E,,1 \For Designs Governed by Wind Total no.o15/8"dia.Anchor bolts required: 'a 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: f B 0.G ""*! 112"dia.Anchor bolt spacing: k �36 O Cy(t,.„. ' Intermediate Framing Members 12"'0 ' 5/8"dia.Anchor bolt spacing: 0.011 „*.,, urcrTTo:Uvrncearun twcw rmxmnscwexe Wall Sheathing On: TACE,," `.;:) 16d common nail spacing: �„S°' „ "00C.. ANY' x cpm»x rcwc* for!lesions Governed by Seismic Gross uplift force at ends of perforated shear wall: sm89218 .. 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall A 0 6: All Panel Edges: SEE;ABOVE T O O Intermediate Framing Members: '°12 r'bi Hold-down required et ends on new foundation Slm nnHD111t-SDS2.Sw7'&ST524 K Wall Sheathing On: ONE F,ACEh Hold-down required et ends on existing foundation: b thte t) embedded IS inches w/Simpson HDUS SD52 8' Floor-to-Floor strap required at ends; '!•01#034,04**NW* ICt/S 1,.: ,.,,,, ,,, ,, "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 2x8's required at each end of wall: 2 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line A,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate Table 4.3.3.5(American Wood L0uncil SOPWS) spacing(8d common oralvanized box nails) C 9 0 Lateral Force Y706# Seismic lMnd %tulFhel10 sheathing N h/2 0.53,•.._ 5h/3"-,, 0.36 Maximum h VNnd Force(1)or Seismic Force(2): 1: Edge nailing v Edge nailing ""- v 20% 1.00 0.69 0.53 0.43 0.36 Maximum H/W Weil Segment redo: ".'i 3;5;:1 8 in. 240#/ft 8 In. 335#/R ...•��_.-^-..-___.._.._____"� ,,._......._____._.._...._.........._....0000... ......,................_...__.........._..,_,"/._, In .... 490 20% 1.00 0.71 .58 0.45 0.38 Maximum Allowable Shear per sheathed face: I.�1?18;#!5 4)n. 350#Ift •'•'�"'•'•"'•��4'•in. 490#Ifi'�••"�� 30% 1.00 0.74 0.59 0.49 0.42 Faces of wall with APA-Rated sheathing: 1.,. _..........._........_..._ _..____,,..,_.,..........__.._..,...,...._._........__.,_. _..,......_...",...... .-.^„-_..__..,...._._.0._.7_^_._..__.. 9 0000.. 3 In.,••7777,,•.,458 8/0 3 in, 630#nl 40%'................. 1.00 0.77 0.83 0.53 0.45 .80.80 ..._ 00.80 _.__.._..^....._. .__....._._...............__....._......._.__...,_.......,._,_. .__.0._._..,_..�..__............ 2 1n. 58$'fNit•"�""'__...................^.2Yn. 620#%ft__._.__ 6.0%.._............._"...._.1.00 0.80 0.87 0.57 0.50 Verify: _.__..,..,_0...._.._.,.................__ ____.�,.._._^._M_____,._,_..,......"_._........_... Sheathed both faces Sheathed both faces 70% 1.00 0.83 0.77 0.89 0.63 .._.__.........._..,_.,_.,,_....__. _.__..._...._.._._.__..............._.,,...,,,._....,..._.,".._..,._....,................8700.. 1)Full-width segment without opening at each end of shear wall? Y 6 In. 480 ft/ft 6 In. 670#/ft 70% 1.00 0.87 0.77 0.89 0.63 2)H/W Ratio of all segments within limitations? 7007 Y.. .._....". ...._. I..,......^.__...700_...._..._.,._.,....,....,....i,m....._._...,960 ..__. 0....,."000.8..._..._,_. 0.83..__,..0.77......_....071..,._. ..........................4 In. 700#Jft..._..............._........._..4 in. 280#M 90%..._,._...._. 1.00 11.81_,......."._.. 0.91 0.77 D.71 3)Top and bottom of entire wap have uniform elevations? Y ^^'^^••-•••^••••- •^-------^�^- -••----------..,................_.,,,.___._,.,,,..,.... 0000•••.••••..0000.."3 in. 900#!fl � 3 in. 1280#/M•"'•"� 90%'�'�_"""•1.00 0.95 0.91 0.8'/'••"•'��0.93 4)Lateral force does not exceed maximum allowable shear? Y 2 In. 1170#/fi 2 in. 1640 N/tt �._. •� 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.p .---^^^ ___...........___"._._,......"".__.._........rsrauuLVONAWIVI,"..__."......".........._.._.,..7000.."""_..".__.._.."..".,..,r Maximum Opening Clear Height 3.75 ft Overall Wall Width '32.87.ft HMW Ratio ti Wall Segment#1 Length 6.5 ft 1.23... _.:OK Wall Segment#2 Length 21.ft 0.38 OK 1 i Wall Segment#3 Length !R NIA. OK eI .Pta.>I,A[rc. »--stiSWOP'a A Wall Segment#4 Length ;ft N/A ON --euwr n 1srerrtmaset»x Wall Segment#5 Length :ft N/A OK I 1 Wall Segment#8 Length ft NIA OK I .,,.�..l ZL, 27.':5 Floor&Roof Dead Load: 30;#85 $ Self Weight Deed Load: 120#15 € t OK TO PROCEED WITH DESIGN P I I j 1 Nominal Shear Capacity: V C0EL, Anchor Bolts/Nells Required w f %full-height sheathing 84% Minimum sill plate thickness: !2 x ' k/x:un opening ratio: 47% 1/2"dia.Anchor bob capacity: 1040# j onegwg ca 0 91 5/6"dia.Anchor bolt capacity: 1488# q(Service level unit shear): 98 6/0 164 common nail capacity: 220# i \ q.(=Wen) 108;#!5 Total no.of 1/2"die.Anchor bobs required: 3 {� / For Designs Governed bin Wind Total no.of 5/8"dia.Anchor bolts required: 2 f g 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: 1 ii All Panel Edges; . 8 D.C." 1/2"dia.Anchor bolt spacing: 72"O.C. A Intermediate Framing Members: " 12"O.C. 5/8"dia.Anchor bolt spacing: 72='D.C. unannounataksion ung. ,a Wall Sheathing On: ONE FACE ted common nail spacing: 26"D.C. Xgaca Naas 1 For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 865'# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: -710# All Panel Edges: SEE.ABOVE 0.0,r,,,..i Note:negative number signifies no hold-down required intermediate Framing Members: 12'0.0 0, Hold-down required at ends on new foundation: Simpson HDUZ"SDS2,5 w/SSTB24'.. Well Sheathing On: ONE PACE,1,!..:_`. Hold-down required at ends on existing foundation: 518-Inch threaded rod embedded 10 Inches w%Simpson HDUS-SDS2 ,5.! Floor-to-Floor strap required at ends: Simpson CS22 with 7-Inch end length 'Note:For walls sheathed on both faces with edge nail spacing less then 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: 1 Perforated Shear Wall Job: Plan 00(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate labia 4,3.3.5(American Wood L.oundl SLIPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2708:# Seismic Wind %full-he hl sheathin h/3 h/2 2h/3 5h/8 h Wind Force(1)or Seismic Force(2): 11'.. Edge nailing v Edge nailing v 10% 1,00 0,89 0.53 0.43 0.38 Maximum H/W Wall Segment ratio: ,,, fi,8 5':1 ,,,,,,,,,,,,,,,,8 In. 240 8/fi .... 6 In; 335#10 .,_ 20% 1.00 0.71 0.56 0.45 0.38 Maximum Allowable Shear per sheathed face: d`x2 '121'8'#/n 4 in. 350 8/ft 4 In. 490#/I1 30% 1.00 0.74 0.59 0.49 0.42 Faces of wall with APA-Rated sheathing: ?;1 3 In, 450#/ft 3In, 830#/ft 40% 1,00 0,77 0.63 0,53 0.45 2 In. -I88�a 2 In. 820#In --- -80% TR 0.80 u,e3.....D. / 0.80 Verify: Sheathed both faces Sheathed both faces 80% 1.00 0.83 0.71 0.63 0.56 1)Full-width segment without opening at each end of shear wall? _ „1.V 6 In. 480#/ft 8 In. 670#/n 70% 1.00 0.87 0.77 0.89 0.83 2)H/W Ratio of all segments within limitations? /'� ..._4 In, 700 Wft 4 In, 980#%R 80% 1.00 0,91 0,83 0,77 0,71 3)Top and bottom of entire wall have uniform elevations? ._._,,,...,. .....,....,..._.,600 8/..........................,..__.In .,...,,....1 ....,_..,.,.,., ._.....,.......,..._..._,...,.,...,.._._..,_.,,._...._._,.._.,.,,.0..,.... ._, ,..,,0..,.....,....-,-..,__.., Y:i 3 in. 900#/ft 3 In. 1260#M �m.90% 1 00 0.95 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear? 2 In. 1170#/n 2 In, 1840 tom 100% too too 1.00 1,00 1,00 5)Wall height Is less than or equal to 20 feet ,„,„„0 '„„„,„n XXXX:::: Overall Wail Height 8':n 1� _.. xictaooa.vaorw-.,._w,. Maximum Opening Clear Height3.78.n Overall Wall Width28 n H/W Ratio _ Well Segment#1 Length 19 n 4 01< #g "£�. Wall Segment#2 Length 8 78 n 11 � O)F , Well Segment#3 Length n � �'>a�01f ;a - ,r esawewr a..era,, r. Wall Segment#4 Length n 10F))X" .a 01< +� r ;::.5t-'4',!';',:t.144;:' s ; I AM'ttCnaLEI Wali Segment#6 Length ', 0 N/A .Wall Segment#5 Length SOK � S £1.1 X16.75 ft Sell &RooftDadd Load: 126. MNlir Self Weight Dead Load: '�" � #M - Illir OK TO PROCEED WITH DESIGN i Nominal Shear Capacity V=vCeEL1 Anchor Bo/txMeils Reculred A .' %full-height sheathing '� 92% Minimum sill plate thickness: ° opening ratio: [ 47% 1/2"dia.Anchor bolt capadty: ` ;l04g Warr ve co cool 5/8"dia.Anchor bolt capacity: 1468 ;SYba� j q(Service level unit shear): 1051#/ft 16d common nail capacity: ,r�„228 8 ,s,:§ !1/ ,. Total no.011/2"dia.Anchor bolts requiredt for Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: h 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: x'E' D€C. ; 1/2"dia.Anchor bolt spacing: _ .il 7,2)"0" ri'V Intermedlate Framing Members2° .1,9 x' 8/8"dia.Anchor bolt spacing: * 1b� Wag Sheathing On: .? `�0„ r :, 16d common nail spacing: .„„<...,.._3_ .... 1 ponce for Designs Governed by Seismic Gross uplift force at ends of perforated shear wall q `885 7/16"APA-Rated Sheathing with 84 common or galvanized box nails at: Net uplift force at ends of perforated shear wall ; a„540# All Panel Edges: SE A 5at,,"O O:�;: Note negative number signifies no hold-down required Intermediate Framing Members µ E f G - Hold-down required at ends on new foundation 'SI nhre d2 d red S b 4� o. t 5 Wall Sheathing On: OoiditAdk 1. Hold-down required at ends on existing foundation f0,,00t 1.4.10744 elfitl¢ ; gooltt.' t is x.. Floor-to-Floor strap required at ends: 1)„8,22 4,itIh, noh, (~d1ijj ;,*,Y,.,,�.,...,1',1�'u`.,'. 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 204's required at each end of well ,(; 6"00,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: . 1(' Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 2 Lateral Force 1580# f PANEL Milt• - 1 Number of Panels in Shear Wall Line 1 sEsMicrvvirro •; Wind Force(1)or Seismic Force(2): 1 / r� f Maximum H/W Pier ratio: r� �� 3.51:1 a 0.733. SHEATMiNg RV:WM.O aY DESItat..... ,, /,,/// , ,///4/ /tSos �4 ///0 0 /J ��Overall Wall Height 9'6 ft !ir %' Minimum Allowable Panel Width 2.714286 R 1 $ 0 Total Panel Width In Shear Wall Line 9.5 ft /� 1 ;/ / Aspect Ratio OK? YES •% r Uniform Wall Self Weight 142.5#/ft I Panel Shear ,`166#/ft +/ " Plus shear from panel above 0.#M +/ Total Panel Shear x..'..1'66':#/ft 0. Total Length of Shear Wall Line 9.50 ft ll f Required bottom plata size: ,.Y2z Bottom Plate� HOL03,00WN STAN,stax.sRSD Required sheathing ,,;',;701(3-inch MAPA Rated w/8d C4 8 6,12 URY.OE814fi1 pF,�,AaluC++e�E:f ��� Panel 1 Width 9.50 ft Panel 1 Roof&Floor Dead Load 0#/ft i M. 150101 ft.# M, -.:337.1 ft-# Tension force: ':1$45':# Add Tension force from panel directly above: 0# Total tension force: 1545# NNctHORNnPIOLD•OOWN .. .: REWIRED 11Y0e81614 Max 1/2"dia.Anchor Bolts Spacing Required(If at foundation): 75"OC Max 5/8"dia,Anchor Bolts Spacing Required(if at foundation): 107"OC Max,16d nail spacing required at bottom plate: Plate too thick for 18d nails"OC Simpson A35 or LTP4 maximum spacing: 48"OC Maximum tension force: 1545# Hold-down required at ends of segmental wall(new foundation): :Simpson HDU2-SD52,5 WISSTB24 Hold-down required at ends of segmental wall(existing foundation): 518-inchithreadedy rod embedded 10 Inches WI Simpson HDU5SDS2 Floor-to-Floor strap required at ends of segmental wall(If applicable) ,x,•.. Simpson CS18 with 13-Inch end length Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 2 Lateral Force 3249'# Number of Panels in Shear Wall Line 1: OMSNt0w1No •. -C .�,.-,� o d: •fr fr VNnd Force(1)or Seismic Force(2): 1 �f �4 i� A ' Maximum HNV Pier ratio: ' 1 eF J r rr ttf ika 6NeAnniNG Raasar+ets aY MOOR // r 0 A �r Son 41 pf f ; t 0 Overall Wali Height 9 Sift %f'.,,,,,,,;,,,,,,„,01,,,,A, f 1 R Minimum Allowable Panel Width O.W.A3 ft 'y�i, /0 Total Panel Width in Shear Wall Line $�5'ft alijl o Aspect Ratio OK? • ;i � Uniform Well Self Weight "#/ft f�// Panel Shear V ji Plus shear from panel above m , Total Panel Shear �,4M#M 1 Total Length of Shear Well Line9 50 ft II Required bottom plate size „,aottoii"S B 140t.0•DOYM STRAP MOdtRaO . Required sheathing ,1"711 -int ll,F'#ated?rI86 12<: moa APPLICABLE)stsat OP y Panel 1 Width 8:50 ft Panel 1 Roof&Floor Dead Load 0#/R M. s.011 ft-# M, �a3d ft-# Tension force: tit afii# Add Tension force from panel directly above: ;-: 0,# 'S 11 Total tension force: 3214'# y6 Atrorrami r mg.,904,1 eD DBY a motymM ........... ......... ge Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 36"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 52"OC Max.113d nail spacing required at bottom plate: Plate too thick for 16d nails"OC - � 'r >i Simpson A35 or LTP4 maximum spacing: 24"OC Maximum tension force: 3214# Hold-down required at ends of segmental wail(new foundation) X11ORK,I.IPU 0 ,. w/SSTB`2.a?<W '" r IA'."'. Hold-down required at ends of segmental well(existing foundation): 510-inch'threaded rod emE added 0 inches w/Simpson DU bS Floor-to-Floor strap required at ends of segmental wall(if applicable) 01010i0 M1'r :4s vht 20-Inch alai 0.14 t1 lili .>< ._ ... ....._ Force Transfer Method Job: Plan 60A,B,D 5 6 7 8 Client: Polygon Northwest Company 1 Area of house: Line 5,2nd floor WIND/SEISMIC Lateral Force 2724# FORCE Wind Force(1)or Seismic Force(2): 1; Maximum H/W Pier ratio: 3.5'1:1 A 0 F Overall Wall Height 8 ft Overall Wall Width 16 ft Height 1-2 1 ft 2 Height 2-3 5 ft Height 3-4 2 ft Length 5-6 3 ft Length 6-7 10 ft FORCE Length 7-8 3 ft TRANSFER Vertical reactions at bottom corners: 1362# STRA" S WINDOW/DOOR WINDOW/DOOR G Shear at bottom of panel: 170#/ft OPENING OPENING WIDTHS OK HEIGHTS OK HIW RATIO OF WALL PIERS OK " / \ B&G Horizontal: v= 454.0#/ft D&E Vertical: v= 454.0.#/ft Forces at points 2-6,2-7,3-6 and 3-7: 4540# I Forces zero out at points 2-5&2-8: 1 i vz-s to za= 1513.3#/ft vza m za= 1513.3#/ft C E I H A&C Horizontal: v= 1059,3#/ft F&H Horizontal: v= 1059.3#/ft Vertical Force @ Point 2-6: F= 605# 4 Vertical Force @ Point 3-6: F= -1665# 4 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 4540# FORCE FORCE Strap required for horizontal force transfer: Simpson CMSTC16 € End length required: 20 inches 9 Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2,5 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 CS18 with 11-Inch end length " Number of 16d nails required @ 16"o.c.at bottom plate for shear. 3 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A,Floor 1 Lateral Force '4312'# *I 4%00,m114,* Number of Panels In Shear Wall Line 1 9EIaMM./wlNb ,�,�'.� y ,..: Wnd Force(1)or Seismic Force(2): 1_ t)%,/ "y f t J/'//�� Maximum H/W Pier ratio: M 0:•1 �E�'/� � fi// �� amanita JwIfDCY ocemw ;pi . /0 �i. ce Overall Wall Height 9 ft �r�r ,�r Minimum Allowable Panel Wdth �a571429 ft � Total Panel W dth in Shear Wall Line 9I ft ,Yif Aspect Ratio OK? Yg5' :� � Uniform Wall Self Weight l,,(a 1.35#/ft /rF Panel Shear .� 479##/ft /i Plus shear from panel above .001 4 Total Panel Shear ,a., '% #/ft iio Total Length of Shear Wall Line $00 ft Required bottom plate size wiittt3emoi tWl0.00'H STRAP PEUtAREO Required sheathing: t. p ' i1ed o( x BY DESIGN OFAPPLICABLE) 11111 Panel 1 Wdth '.'''i#;043 ft Panel 1 Roof&Floor Dead Load245'.#/ft M, pct ft sR M, St ft-# Tension force: .ii# ...��..... . "�. Add Tension force from panel directly above: 0# 5 Total tension force: :".:•:%!':;',..3461.:# Si li 4.21 I OteSl 11 k aVOESit1N M Max 1/2"dia.Anchor Bolts Spacing Required(If at foundation): 31"OC Max 5/8"dia.Anchor Bolts Spacing Required(If at foundation): 47"OC Max 16d nail spacing required at bottom plate: 2"OC Simpson A35 or LTP4 maximum spacing: 17"OC '''''',..°4 Maximum tension force: 4280# Hold-down required at ends of segmental wall(new foundation): Ta Hold-down required at ends of segmental wall(existing foundation) "�, 7181n0iiceat ed rodeimbe'dded"1 inches w/S m omI1 S`D°S3 Floor-to-FFloor strap required at ends of segmental wall(If applicable) x s: Simpson CMMSTC18 ttr 24)tich Arid long mai.m, .A Perforated Shear Wall Job: Plan 80(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Cs Lateral Force 4312# Seismic Wind %full-height aheafhlna,..„.h13._ h/2 2h/3 5h/6 h .._........,.._... _........_...._.__.._6........_............. ...._.3_.........03..........0 36..... Wind Force(1)or Seismic Force(2): -;1. Edge nailing v Edge nailing v 10% �� 1.00 0,89 0.53 0.43 0.38 ...�.._._.�.__._._.._.._..__...__.1_._._._ .._..__._._.....07._........._......._... 4 ........_8..,..... Maximum HNV Wall Segment ratio: ,_� 3.5':1 6 In. 240#/ft 8 In. 335#/ft 20% 1.00 0.71 0.56 0.45 0.38 __....._....__.................._..,..35.........__...... _._.�__........_..._.__._.....0 /_._.._......... _......_._..._0..._........._._.._..._.._1___.'"__.T......_.........._7................_._........0........._..._...__...._._..._.._..42_.... Maximum Allowable Shear per sheathed face: '.," 1210',#!ft 4 In. 350#ill 4 In. 490#Jfl 30% 1.00 0.74 0.59 0.49 0.42 .___._,..,.._.,.. ...._.._-_...............................__.....__. in. ._.__.__.6._._.__,..._. .._._.___....._.._.._....__...__.... __._..___.._.7....._....._................_......_......._.____....._ .45___. Faces of wail with APA-Rated sheathing: 1- 3 in. 450 f#ft 3 In. 830#/ft 40% 1.00 0.77 0.83 0.53 0.45 .._.................2 Inn'. __.._.._580_...... .....n......._.........__...__..._.........._ ....._..........5__...._._......_._...__....__.._..,.._.._._..._.8,.._................._....06.,......»...057..........05_.._ 2 in. 585#/Il2 In. 820#!ft 50% 1.00 0.80 0.87 0.57 0,50 .._........._..__0...........__.-.._...____.._._.. ....._...._........_0_..................._.._...3_..........._0......_.... Verify: Sheathed both faces Sheathed both faces 80% 1.00 0.83 0.71 0.83 0.58 ......_..__. _.._.__._'_____...__...._..,._..._._..0,._.._............._._....__..........._....069.._._.. 1)Full-width segment without opening at each end of shear well? Y> 6 in. 480#Ift B In, 670 t#fl 70% 1.00 0.67 0.77 0.89 0.63 2)H/W Ratio of all segments within limitations? Yi 4 In. 700 8/5 4 In. 980 8/f ----11-0,1-5 -100 "'""""'0,91� "'0.83 "�0.77 0.71 3)Top and bottom of entire wall have uniform elevations? Y 3 In. 900#/E 3 in.................1260#/11 905b "1,00 0.95 0.91 0,91 ..__0.870.83'" ...___._.__._. 1170_...._.._._............._.___._ .. ......Stift.............. _.._.._.. ._T.-6..T...._..__..0.__.._._,..,..._... 4)Lateral force does not exceed maximum allowable shear? � Y': 2 In. #Ift 2 In. 1640 Stift 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 ,r, ......,,>._._,.,...„.....„.......................„.„„„. . ..nvicews wuuwcorH ..., Maximum Opening Clear Height 4 ft I Overall Wall Width 30.5 ft H/W Ratio „„„...., . ..., ... „ .„„„_._,„, .,,..,_„... „.._........,., .,,„,_. ...,.._„._. Wail Segment#1 Length 16.5 ft 0.85 OK mm„.„�-. Wall Segment#2 Length 11.25 ft 0.80 OK Wall Segment#3 Length ft N/A OK „ .EGM, ,�„ a,,-sECilf ra,4.era z 1a` .a`»*arrf' Wall Segment#4 Length ft N/A - OK -,! I �r Wall Segment#5 Length ft N/A :OK "I i Wall Segment#6 Length ft N/A- -.OK I EL, 27.75 ft Floor&Roof Dead Load: 285#/ft ` Self Weight Dead Load: ` 135#/ft f,/,f' OK TO PROCEED WITH DESIGN W. . roes Nominal Shear Capacity: V =vCoELi Anchor Botts/Nelle Rebulred %full-height sheathing `91% Minimum sill plate thickness: .2 x . opening ratio: '' 44% 1/2"die.Anchor bolt capacity: 1040 C.---;'-. Ce 0.95 5/8"dia.Anchor bolt capacity: t488# i q(Service level unit shear): 155 tNft 16d common nail capacity: 2213..#,.-- q'('q/Cs) 164 OM w [ Total no.of 1/2"dia.Anchor bolts required: S ! 1 3 For Deakins Governed by Wind Total no.of 5!8"dia.Anchor boos required: s "3-. 7/16"APA-Rated Sheathing with 6tl common or galvanized box nails at: - • All Panel Edges: 6'O,C, 112"dia.Anchor bolt spacing: z 72 0iC.-F..'. `'-'4 } Intermediate Framing Members: .t21 0.0. 6/8" dia.Anchor bolt spacing: k 72 b C.:1 1 tlitrf vr'nesslIe wu�1 Wall Sheathing On: ONE,FACE 16d common nail spacing: i '17"O,C. s E ?ONCEi[ For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall -1472 a 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wail .-/995 it All Panel Edges: SEE ABOVE 0C Note:negative number signifies no hold-down required Intermediate Framing Members: ,12".n"0 0. Hold-down required at ends on new foundation: Sht)psbn HD412-SDS2.5 w/SSTB24 Wall Sheathing On: ONE SA L,.,.,t.,< Hold-down required at ends on existing foundation gt/841oh threaded rod embedded 10 Inches w/Simpson HDU5-0082.5 Floor-to-Floor strap required at ends: Srmpilbn CS22 with 7-Inch end length "Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: d 8"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 1 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line 2,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"Intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(84 common or galvanized box nails) Co Lateral Force :,,.:',,.-2040# Seismic Wnd %full-hal ht sheathingh/3 h/2 2h/3 OM h _•__ 9,__.._ 1 ____.__....._.._..4 _._. _... Wind Force(1)AN or Seismic Force 1 Edge nailing v Edge nailing v 10% 1.00 0.89 O.b3 0.43 0.36 Maximum H/W Wall Segment ratio: ;�, 6.x:1 ...._.�-6,in,,.,,,,,,,,_,240#!ft.................... „„6 in. ,,,,,,,,,335,i#H., ._ 20% 1.00_ 0.71 0.58 0,45 0.38 Maximum Allowable Shear per sheathed face: ""r"" --ilia-- ""'""'air ""'"0.42"""" g x;1d. §�#M ..__..__...,_...4!!?. .__.._. 350#Ji........... ......_"._,"...41n. ........__490#lit._...___._ 30%._.... 1.00 �74..._�......._._�x69_......_._0.48x42....... m� Faces of wall with APA-Rated sheathing: - ..'.1; 3 in. 450#/1t 3 In. 630#/ft 40% 1.00 0.77 0.63 0.53 0.45 .... ..__...._,,._......___i,......,.....,._".,,5#.,.............................._,. ....,.....,_82 --liiii-- ,.._1.00.,.._..»-._,..,"8.0.... ..._._.67,"_..".,.,0.57._,,,..0.50,..., 2 In. 585#Ift 2 in. 820 f#ft 50% 1.00 0.80 d,87 0.57 0,50 Verify: Sheathed both faces Sheathed both faces 60% 1 00 0.03 0.71 0.83 0.58 .,_.__._._..,__._....._ . ._,...._..,..... ...�_..,."._,...._.__.._._._","..._.L.,. 1)HNV Ratio segment without opening at each end of shear wall? Y4 6 In. 480 it/ft 8 In."_-670#/e _� 70% 1.00 0.87 0.77 0389 0.63 2)HNV Ratio of all segmenta within limitations? a �x€` 'r .-..,_,_..,�..."..,__.....,700_.______'..,,.,".,,"_.,. _„_,,,,_..,.,,._."„'_,"'._._,_,,,",,,""'""'"'"""__0.71,..,. .t,.n>"x„ 4 In, 700 if/ft 4 In. 980 fNil 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#/ft 3 In. 1280#!ft 90% 1.00 0 0,91 0.87 0.83 2 . 0_..,..,..,, .....,..,..__ "".._... ..,..._._._....._.00% ."„_..._........,..._.._.1.._0,....,,.....1.00.,........,._....__..... 4)Lateral force does not exceed maximum allowable shear? ,?;: � 2 In. 1170#/ft 2 In. 1640#M 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet 4igag.t tnifillWa Overall Wag Height 9 ft ..,.«. WALN y Maximum Opening Clear Height 6'II 4p Overall Wag Width 22-ft HNV Ratio , „- .__,,,y,,,,,,, „„,„,,,,,,„,,,„,,.,,,,,"„", Wall Segment#1 Length i 3 ft .,i 0d,� 0K: ' '°to i,. 1 ; Wall Segment#2 Length 9 ft r/i0 „ Ol( 7r assaha Wall Segment#3 Length • ft N/A,. 1C ..a .'�'�,RAMBEx P ,� sadutatr t tate. Walt Segment#4 Length ft 411tr 6 3 x� .1"`f+Frs*rsrcwt.$) Wall Segment#5 Length • : n RN s OK o"" ..olm .' r3 �1 Wall Segment#6 Length - -ft �t�. A`x�r .. �YJ7 ". E 0- .:- ,t. 1 ``; LLi a'ra "14{ rt Floor&Roof Dead Load: 120;#/ft ��" Self Weight Dead Load:: % N 15<-t#ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V vC tomb '' 17 IF P gY oE4 Anchor silt plate is Required %full-height sheathing - Minimum sill plate thickness 3 opening ratio: "., - 1/2"dia.Anchor bog capacity: L.A. 1040 5 "" i y A..S(pp Co 67 5/8"dia.Anchor bolt capacity: 9t�rdl ', a q(Service level ung shear): fi '17 i#/ft 16d common nail capacity: .^ 22 � ! : q'('q/Ca) xs`+x"'i'254i#/ft Total no.of 1/2"dia.Anchor bolts required: EN WO for Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: g*; 2 I Allik 7/18"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: .N6 CYC 112"dia.Anchor bolt spacing: 0.0. 4, A t. # Intermediate Framing Members: ? � 2 -,t. t 5/8"dia.Anchor bolt spacing: 2"0.0i ,1 UPtrtrcos oaessgn txn a-rxxx+nrrsasrcr�[ Wall Sheathing On: "ONE PACE ., ?„t 16d common null spacing: - 9'0 r° r- Faacs ii for Deaton Governed by Seismic Gross uplift force at ands of perforated shear wall: 7/16"APA-Rated Sheathing with 64 common or galvanized box nails at: Net uplift force at ends of perforated shear waga: ,r.s1 '`.0 All Panel Edges: SESABOVE"'D C Intermediate Framing Members: y: f12 Q G Hold-down required at ends on new foundation: Simpson'DU2.SDS2 5 w/SSTB24 i z & , Wall Sheathing On: t)N PAG,E.``F,_ Hold-down required at ends on existing foundation (r1 1.t]readed rod embedded 10 Incites„'/ ?son HISlUSDS2.6 +S '. Floor-to-Floor strap required at ends: piton CS18 with 1'1-inch ent lengt .;w.>.,1„ , ;k, ILVght 'Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: is 3'. 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 206's required at each end of wall: 2 Segmental Sheer Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 1771# rABEL WEIllteS- Number of Panels In Shear Well Line 1 amskocrvvtND FORGE Wind Force(1)or Seismic Force(2): 1 r Maximum H/W Pier ratio: 3.5-.:1 i� " S. 0 733': EH@ArHmD REQuv{EA1 BY pEaKm /J/Jr�r+/J i Overall Wali Height 9 ft r/ ,� r""" ' r Minimum Allowable Panel Width 2.571429 ft •^' w Total Panel Width in Shear Well Line 9.5 ft i Aspect Ratio OK? YBSI Uniform Wall Self Weight 135#/ft r Panel Shear 186#/ft Plus shear from panel above 166'#/ft Total Panel Shear :353':#/9 Total Length of Shear Wall Line 9.00 ft Required bottom plate size: ),,(2)2x Bottom Plat°: H0i D•DOwN STRAP REQUIRED Required sheathing. ! 7/16=Inch 4PA-Refed w/8d,�4&12' BYDEE GN fW APPLICABLE) -------- Panel 1 Width 9.00 ft ' `�""`-;-- -,�•, Panel 1 Roof&Floor Dead Load 0#/9 M. .ft-# ' M, 27;19'ft4 Tension force: 13-76# Add Tension force from panel directly above: 1545# Total tension force: 2921# i r • „ ArictfoRAHD BOLD-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 HDU2-5D52 5 w/SST624 Hold-down required at ends of segmental wall(existing foundation) : 5/84nchCthreaded rod embedded 10 inches w/SimpsonHDU5-SDS25 •,,,• ,:, Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMSTCI6'with 20-Inch end length Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 4,Floor 1 Lateral Force 2926# I PANEi.DEMI,* 1' Number of Panels in Shear Wall Line 1 5E1a&siod mNO•••I. •�'' .p Wind Force(1)or Seismic Force(2): 1 if �� f/ /�,J� Maximum H/WPier reto: 35 1 !� ' ; // ;Or w Soe 0 T33-. arEan+s+G REQUIniio Err.DESIGN �///'''''',�j� /�%//� I'!!/1;c: Overall Wall Height ' 9 ft y0f 1 let Minimum Allowable Panel Width Ow� ft .0t,i Total Panel Width In Shear Well Line a.5 ft of �' I Aspect Ratio OK? Uniform Wall Self Weight 135;#/ft of Panel Shear „ 3U8#/t it/ Plus shear from panel above NEMtuft �f Total Panel Shear ralitTIOP1#/R 10 Total Length of Shear Well Line 9 00:ft II Required bottom plate size: *x.10.00 ' { KOLO•4?OWN STRAP REQUIRED Required sheathing: 7/1 .int i go*norm2 8Y°ESIDR(=APPLICABLE) 11 Panel 1 Width 9.o0'ft - Panel 1 Roof&Floor Dead Load • 0....#111 M. 4 ft# M, 2719 ft-# �... .o,e•�d...®.... ..�....��......... Tension force: 'f 270# - Add Tension force from panel directly above: 3214# Total tension force: 5684# C • IL ....... ,., ..... ... .., ...- ...' ANGFtCRAMD ItOLDOO?.t REQUIRED sroasi4ttt INSAlikit COOSI ; 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 led nails"OC Simpson A35 or LTP4 maximum spacing: 25"OC ;'.`2 - Maximum tension force: 5684# ;. Hold-down required at ends of segmental wall(new foundation) 51m eorlNOPO 5S3 Wi 5 1828.81,8 411 afld p tat MPARx. _... ' . galipm3 Hold-down required at ends of segmental wall(existing foundation). IR 3 p Consult Simpson M nuaf Ri 0s 4` igi�i adi Floor-to-Floor strap required at ends of segmental wall(if applicable) •a g sti �1(�pbol�g��� �0�1�"�31§�3 .�.�. '" mx..�_. Kix�._._�:.. Force Transfer Method Job: Plan 60A,B,D 5 8 7 8 Client: Polygon Northwest Company {, 1 Area of house: Line 5,1st floor WIND/SEISMIC FORCE Lateral Force 5307# Wind Force(1)or Seismic Force(2): 1 Maximum H/W Pier ratio: 3.5`:1 A 0 I F 1 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 WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: ,2985# STRA" — a 0 Shear at bottom of panel: '332#/ft OPENING OPENING WIDTHS OK HEIGHTS OK HM/RATIO,OF WALL'.PIERS OK 13&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# 3 Forces zero out at points 2-5&2-8: vz-s to za= 2487.7#/ft V2a to 2.8= 2487.7#/ft C E j H A&C Horizontal: v= 1603.2#/ft F&H Horizontal: v= 1603.2#/ft 1 Vertical Force©Point 2-6: F= • 1714# 4 Vertical Force @ Point 3-6: F= -2709# 4 4 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 7463# FORCE FORCE Strap required for horizontal force transfer: Simpson CMST12 End length required: 39 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson,HDU2-SDS2.5 w/'SSTI324 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches vv/Simpson HDUS-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CMSTCI6 with 20-Inch end length Number of 16d nails required©16"o.c.at bottom plate for shear 6 Segmental Shear Wall Job: Plan 60A,8,D Client: Polygon Northwest Company Area of house: Line A&B,Floor BSMT Lateral Force 1771# I' wttfs' ----T Number of Panels in Shear Wall Line . , ,'14 astahtlefWINO rant 5, r �,�� r, P`/� Wind Force(1)or Seismic Force(2): 1 f // Maximum H/W Pier ratio: : o /JJ/�! Sos -AV1 aNaATtaf+KF RaWiw&gav Otr;aiGN A. // t /% Overall Wall Height 8 ft f�I � ^/// � Minimum ELine 2 28t 124:#/ftp Panel Shear 84#/ft Plus shear from panel above a"#/ft / T Total Panel Shear .,& +#/ft Total Length of Shear Wall Line 21 00';ft Required bottom plate size' Zx Bottom Plate: HOt.4r{tOsN STRAP R£G taftED.. Required sheathing: 11 r t AI'A-RatedW I8 t t 8&(2 1 eroE r ARM-ICAat, 111111"------,-----„. Panel 1 Wdth 9.00 ft Panel 1 Roof&Floor Dead Load330-#/ft M, 72'i 114 M, 'WA*" . Tension force*: „ -....... <... .. �.-- .-....,. Add Tension force from panel directly above: 3214# r Total tension force: 2981# 1 'Note:Negative tension force signifiesil p,�E no hold-down required x».1'.w=�"rmok,li•a 0 ... .. f ii Rio; 8k1e 41; ANCHOR AND HOLD,DOWN REWIRED cv OEalma IrrElfA i S'"x'.x: ORTEM'5 Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 148"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 212"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC r r . Simpson A35 or LTP4 maximum spacing: 95"OC Maximum tension force: 2881# Hold-down required at ends of segmental wall(new foundation): Slmp i!))t H U2r$tAS 92'}�f.. .. Pte_. a� v;" r Hold-down required at ends of segmental wall(existing foundation): 5/8-inc)t-;threaded rod embeddedtt O inches;i�/Slmp o c (bU6. O 5 rN„ l Floor-to-Floor strap required at ends of segmental wall(if applicable) Slmpedn CMSTG1 wtthi20-(nch end length r `U ,` SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Stating-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 I T Sill Anchor Load Uplift (in) (in) (in) Anchor I Bolts j (lbs) (lbs) � a SSW24x10 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. n (800)999-5099 S� PS�� 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Sbiongrille www.strongtie.com Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *Stemwall-Perimeter *2009 International Bldg Code *Wind *3000 psi concrete Anchor Solution Details: memmmemmoveft pH shear whottge Wit Sat laNstgatt ogle, SSWHSR Baan tern of red Immo mite ItrIK o 1 k SSWka-a -;wit tH shear�A'tthota'}R (SWAB*y 3 '3-�5� ttta SttAtHatfingk l: SSW/6114t itom �-,,. 3' Shaw mamma p' when requited SSWAB t i . I j 34§WMas..'hWA 1"0.___Ya W- `14 'hW-► I { Curb or Stairwell Section View Footing Plan Section at Stemwall SSWAB and SSWHSR' Extension Application Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model W de S Anchor Bolt Strength Model W de S Anchor Bolt Strength SSW24x10 27 9 18.251 SSWAB1 1 Standard I SSW24x10 24 8 18.25 SSWAB1 Standard 1 t ! 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. t'Ci ` co www.strongtie.com STEEL STRONG-WALL®SHEAR ANCHORAGE Famtahnn S to resist#war tones rrom strong-Walt panels located at the ago-ot cetcret hisshoes in tl e table below, :borne anti SSWI5 o ed in ttin0 sppbcStisna Ao nal require shex enndorteme 1 utwn the panel deSgo�Maf lorro islets than 1iw . oeaga atlewable sheen toad shame in 8w table below. SfTSLi1Cr Wp�1' . . *50ANawaela Shear Long.Y 16rdtti" Modal tin)h Sheet CaAJStaanaet 1 CarO/Staaif at Pasl _... : ... RtlMdtsemenl Width`� RaNip{ M - ':_Width 8'}A}sim-mCurblSttmraN 8^etie,nnxnCdrWSlemwa0 , I » •t�) ',malted Ctaetxd unt acted crested S-5W12 9 11)#Ofk S� Nonere eed — I37U 930 _ rb05 I1145 SSWSS ( 12 (1)13tie & None eQeteM — 1765 1260 i 2015 Natl ) &SWIG 14 (I)f31100014 8' (1)13"344n I, 5. Ha r+rwnleecanmtathheesmacinwm i SSW2f 15 OMR** itt 2)*3Haepsr aeswate arleaaotihesteetsvr�gwae'renal SSW24 1r' gj 41tat S 12)03 tiairpxpi mum,5 — — --.—._ _._._._—. 1.Sdimr ancMrape des to raatam to ACA 318.05 and snort tnsdmum tC..250e pd concrete., 2:Son is to rag Mmtd tet 551011 tnsakkd on a wows fix"tvamr temuaties appl estiatt 3. i es Scone 0lsOn Cata5ey C dein F.Des.wcaiml i MI 2ataa tN dwetseae zi$X C ray use woo antltara9a ablatives. Snob s,stear n i iKsue d designs cmaemt to ACt 318-05 Ulm a.3.3A_ 4,Wi nztudes$etre DISiQr eCategoiYA and 8.:. 5-Where. 0 w444,eau's-rnnm1 waft n 5'mtt1 S dard•Slnagda SSWA5 is tKad. 5.Lase(1)13 tie for SS1Y12 and SSWtS ill the SisatSttmtp-Wal.paw eesignsfican fume efs�ctls tele taWdalod aara•tte tstrsrehle shier iat0,. 7.inc rspisierea design seolesnionnl may specAr'alternate shear aEtrnea%e. Li .s---flat--a.`: 41 orsmm.......,.. e$ ` 3 $. l SWAB 3 taapts ped tit ar0senwrdue15 SSW4 5 1 3T FreAteSl0senna erode 40 tater. comet ptaceneni.Dserlap Orals 44 duYmrp caraak (Maid:) aarn55ststi spa'na- radar(tour,,) pbc meilt Hairpin Shear Reinforcement Tie Shear Heinimcement SSWAS i3Hairpin{83 tin simiidr)r.. -.,sea table for required qua,'t1ttY: 1ilali.- • ,,, r t zSPatnC F M m&. ' ra I Fla ltrr. Halt-pm Installationp (swage txrrb shmsn,athcr loot napes s rmfarl Page 3 of 3 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:1 MAY 2016,11:59AM �0 g� 3�i c , � r RCALC t ..,, 1643 ,Y 1 k Lic #i KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Altikkizaz Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.055011r L(0.220) tRrik� -Y � ib; v. qq � az, 'C x_ r� 4-41-A‘ ` `1 ��-s' a e '� "4.��4.... "' .*` *,a <r, Zs '.a '.,° "aswr✓.. .'",?�,c_==.33N 4x8 4x8 Span=1.0 ft Span=8.0 ft L�aE(SZ Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, L=0.040 ksf, Tributary Width=5.50 ft DES%GN.St MMARY�,. - Design OK Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.314 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 834.32 psi fv:Actual = 56.60 psi FB:Allowable = 994.50psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.067ft Location of maximum on span = 1.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 867>=360 Max Upward Transient Deflection -0.042 in Ratio= 564>=360 Max Downward Total Deflection 0.138 in Ratio= 693>=240. Max Upward Total Deflection -0.053 in Ratio= 450>=240. Mamlum�fo'c�s&�tir���sfor t.��u ikitan . : 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 +041 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 +04+11 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 4)+54i 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 6OA,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,i 1.54AM iitw$m' ENERCACµ41e C:l1983-llsestfle601511Bt€NERCA 1-51150ec8 a .,... P_.,,. .-. �.._._.. �.... 1NC ; fi,hi d616.415.Ve'6.16415•., Lic.#:KW-06010.523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv Length=8.0 ft 2 0.146 0.055 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1143.68 0.19 11.32 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.035 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1243.13 0.77 45.28 225.00 Length=8.0 ft 2 0.537 0.201 1.25 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1243.13 0.77 45.28 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.038 0219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1143.68 0.77 45.28 207.00 Length=8.0 ft 2 0.584 0.219 1.15 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1143.68 0.77 45.28 207.00 +D+0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D-0.60W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D-0.70E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.007 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.03 10.76 1591.20 0.19 11.32 288.00 Length=8.0 ft 2 0.105 0.039 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.43 166.86 1591.20 0.19 11.32 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 4528 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750Lr+0.750L-0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.7505+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 +D+0.750L+0.750S-0.450W+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +D+0.750L+0.750S-0.5250E+11 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.027 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.11 43.05 1591.20 0.77 45.28 288.00 Length=8.0 ft 2 0.419 0.157 1.60 1.300 1.00 1.00 0.85 1.00 1.00 1.71 667.45 1591.20 0.77 45.28 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.0 ft 1 0.004 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.02 6.46 1591.20 0.11 6.79 288.00 Length=8.0 ft 2 0.063 0.024 1.60 1.300 1.00 1.00 0.85 1.00 1.00 0.26 100.12 1591.20 0.11 6.79 288.00 Overall Ma3dmurnl Def ec, tans Load Combination Span Max "Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0531 0.000 +D+L+H 2 0.1384 4.022 0.0000 0.000 Ue ical:Rel tions , 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 t?aC Fe C tt3sar•s10ean311th:4CPrmed1 MA71016115.5g AM e / CAW:M20166 ..4.15N.#0;& ! Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Deck support beam(worst case-18'x10'deck) V1e�t( Re`aati3 S x M, `594 "`P Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+}1 1.392 1.083 +D+Lr+H 0.278 0.217 +D+S+}I 0.278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +D+0.60W+H 0.278 0.217 +D+0.70E+H 0.278 0217 +D+0.750L1+0.750L+0.450W41 1.114 0.866 +D+0.750L+0.750S+0.450W+H 1.114 0.866 +1340.750L+0.7505+0.5250E+H 1.114 0.866 +0.60D+0.60W+0.60H 0.167 0.130 +0.600+0.70E+0.60H 0.167 0.130 D Only 0.278 0217 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 7�� p F e-C:lifsasaDenn�itlDSENE7 CeA�11 LaU ecb jo Rear ,p,�., - ENERCALC.,NC,.1 83-2D16,Bur>F816415,Ver_6164.15, Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK JOIST SUPPORTING STAIRS ` CODE REFERENCES.;° ._ .. . Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.06)L(0.24) • I' V 'V I' if • D(0.01 L(0.04) D(0.01 L(0.04) • i t i i i s * i i 1 • • • 2-2x8 2-2x6 • • • Span 9.0 ft Span=1.0 ft • Applied Loads a',.; Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 fl Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50->>6.50 ft, Tributary Width=6.0 ft Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.011 DESIGN SUMMARY -- : Desi.n OK Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 985.00psi fv:Actual = 48.11 psi FB:Allowable = 1,055.70psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.777ft Location of maximum on span = 8.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio= 698>=360 Max Upward Transient Deflection -0.054 in Ratio= 446>=360 Max Downward Total Deflection 0.193 in Ratio= 558>=240. Max Upward Total Deflection -0.067 in Ratio= 356>=240. :Maximum Forces&Stresses;#or Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ft) Fb V fv 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+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.933 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 2.16 985.00 1055.70 0.70 48.11 180.00 Length=1.0 ft 2 0.011 0.267 1.00 1.200 1.00 1.15 0.85 1.00 1.00 0.03 11.41 1055.70 0.02 48.11 180.00 +D+Lr+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer: DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2116,227PM � A V s r Wsz a _a '. 1�`_.. a .o A ,€ - fi:i k � , K'i, , C 1 SSS P i1O 1�. Ck"$"� .,7,, ,,-,.meg! ,,�,�,^.,. r,:, , ,-a�.,, �tb 3w �'k`�'�'. gt., tol ^!( so=1 '£I plo , t 876b]5_ 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 fb Fb V fv Fv Length=9.0 ft 1 0.149 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1319.63 0.14 9.62 225.00 Length=1.0 ft 2 0.002 0.043 1.25 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1319.63 0.00 9.62 225.00 +1J+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 +0+0.750Lr+0.750L+1-1 1200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.597 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 +040.60W+1-1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D-0.60W+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.70E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 4)-0.70E41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.117 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.43 197.00 1689.12 0.14 9.62 288.00 Length=1.0 ft 2 0.001 0.033 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.01 2.28 1689.12 0.00 9.62 288.00 +D+0.750Lr+0.750L+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+0.750L1+0.750L-0.450W41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.450W+1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0+0.750L+0.750S-0.450W+1-1 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +D+0.750L+0.750S-0.5250E41 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.467 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 1.73 788.00 1689.12 0.56 38.49 288.00 Length=1.0 ft 2 0.005 0.134 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.02 9.13 1689.12 0.02 38.49 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.60W+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 2 0.001 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.00 1.37 1689.12 0.00 5.77 288.00 +0.60D-0.70E+0.60H 1.200 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.070 0.020 1.60 1.200 1.00 1.15 0.85 1.00 1.00 0.26 118.20 1689.12 0.08 5.77 288.00 Length=1.0 ft 1** y*2 0.001W0.020 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 :54470124 Load Combination Span Max.""Dell 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 +0441 -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 den nis@vistastructural.com Printed:10 MAY 3716,2:27PM WOOd Bea1 .... ,.._. �, ...,, ._,. s_s_... .y .:. Fe C,lusersDe,nnslOMENERCA 111150 e6 . . . `ENERCALC;NC.. 983.2046 Budd6154 i&VVr:816415 Lic.#.KVII-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 MAXimum 0.622 0.778 Overall MINimum 0.075 0.093 +D+H 0.124 0.156 +D+L+H 0.622 0.778 +D+Lr+H 0.124 0.156 +D+S+H 0.124 0.156 +0+0.750Lr+0.750L+1-1 0.498 0.622 +D+0.750L+0.750S+H 0.498 0.622 +D+0.60W+H 0.124 0.156 +D+0.70E+FI 0.124 0.156 +D+0.750Lr+0.750L+0.450W+H 0.498 0.622 +0+0.750L+0.750S+0.450W+H 0.498 0.622 +0+0.750L+0.750S+0.5250E4l 0.498 0.622 +0.60D+0.60W+0.60H 0.075 0.093 +0.60D+0.70E+0.60H 0.075 0.093 D Only 0.124 0.156 Lr Only L Only 0.498 0.622 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 7140 SW Queen Lane Engineer. DMH Project ID: 1150 Beaverton,OR 97008 Project Descr. Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com Printed:10 MAY 2016,2:51PM .r� a 4 a.. r ` 1StJs�sln�lt3LA1FAz111906 111/10:01 ,,.,r ih0 ;a-n 'l 6 gtt6 6.4,1 Cr$ 6;4 5..i Lic.#:KW-06010523 Licesee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS i d E , ;` 7: Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-;o( 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase • D(0.0154 L(0.06) i 14[5 R...•µ.x,71...,, ,?ro "'a�`m. .?k,,. .,...� ,�...... ;, -.....,,; � �� ,3„�":.,a.: � $'.. � + � 2-2x6 • • Span=11.670 ft Service loads entered.Load Factors will be applied lied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 ft • DESIGN SUMMRY r.A ,�,1 ., ,, «, X Desi•n OK Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio = 0/05 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual 1,012.98psi fv:Actual 36.88 psi FB:Allowable = 1,143.68psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.835ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.378 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.473 in Ratio= 296>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maa� vr+rai its # imbntions Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ib Fb V iv 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 +0+1+4-1 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.886 0.205 1.00 1.300 1.00 1.15 0.85 1.00 1.00 1.28 1,012.98 1143.68 0.41 36.88 180.00 +D+Lr+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.142 0.033 1.25 1.300 1.00 1.15 0.85 1.00 1.00 026 202.60 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 +0+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 File=C:AUs�sll3ennis\OO1ENERCA-111150.ecb W. Beam .,- ENERCALC,INC.1983-2016,Ba9616.4.15 V 6as.4 as Lic.#:KW ... -06090523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN CI Cr Cm C t CL M ib Fb V fv Fv +D+0.60W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 0.026 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.26 202.60 1829.88 0.08 7.38 288.00 +D-0.60W+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 +4J-0.70E+1-I 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.111 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 +43+0.750Lr+0.750L-0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S-0.450W41 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +D+0.750L+0.750S+0.5250E+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 +3-+0.750L+0.750S-0.5250E+H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.443 0.102 1.60 1.300 1.00 1.15 0.85 1.00 1.00 1.02 810.38 1829.88 0.32 29.50 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 +0.60D-0.70E+0.60H 1.300 1.00 1.15 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.066 0.015 1.60 1.300 1.00 1.15 0.85 1.00 1.00 0.15 121.56 1829.88 0.05 4.43 288.00 Overall Maxiintini Deflections Load Combination Span Max. -"Dell Location in Span Load Combination Max."+"Defl Location in Span 40+L41 1 0.4730 5.878 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.438 0.438 I Overall MINimum 0.053 0.053 +D+}{ 0.088 0.088 +D+L+H 0.438 0.438 +D+Lr+H 0.088 0.088 +D+S+H 0.088 0.088 +D+0.750Lr+0.750L+H 0.350 0.350 +D+0.750L+0.750S41 0.350 0.350 +D+0.60W+H 0.088 0.088 I +D+0.70E+H 0.088 0.088 +0+0.750Lr+0.750L+0.450W+H 0.350 0.350 +0+0.750L+0.7505+0.450W4I 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 1 +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 , 1', ROOF SL OJDL f b, OIAREA 1 :`: 0 DECK LL I40 DL 10IAREA I ":. 180 Effective Seismic Wei•ht,W Ss 0.962 Si 0.411 Fa 1.115 Fs, 1.589 SMS 1.073 SM1 0.653 DESIGN SPECTRAL RESPONSE SDs .. S Vaihigil Importance Factor,IE LO Response Modification Factor,R 6.5 Seismic Design Class: D1' ...._._..... .. Period,Ta(seconds) CS r , V ,✓rte,. a Weight,W(lbs) hx(ft) Wxhxk Cs,x Fx(lbs) 0.7E(lbs) Roof ' I` 0 V .. f ` tAo ? M Deck 4C' * 4 :2O 100- k=1.0 Total 198 PROJ: P)Dtn 60 I DATE: / N''''''..mill <SA/"2-L) /(;• I S T A PROJ#: /tre) IIIIIP 0111 E N5T RU 6—I N -E ECT4 1 rsi ALLL C ENGR: DMH j . . . . . . . : .• : . . , : ; • 1 : i-a), t_tt-- .CArttAt– ANI:Act3.38(.5 : ; ; tiPvii4 10-61 - i 1 te; . . , !,.• ! • , ••<: : ,... , . . . : . . ! i ! ;, :,! ! i• . : , • • . . i •••: .1 . .... „.,....,....„_!---. , /I! ! 46, 1-- i ; • et? , . i /------- -•--.,_.- 11.: . I: : ./ .. . . 1.: : 1 1 i -rels.)4)1'IS , 61144.L. • : • • : -. .• P _ . 1-54Y Ce (2)(41 - I • - ,• • • : i ; . . • - . . - • . i . . . i . 5 1 ! , : : • ...:- .. . .. 6k1: ' • - , r . . . . . . : . - • . . : : : -.i.• • • - ' '.4 ' : i • ' . I • • t : t 1 t ' I : c• 1 ''' .. ... ,... ;....--,, ,...-- ...- ......-- ...,.....--i...-/ : : - --,.-- .. ,....- --.: ..., ---:-- -- " -!* i 14::, E : • • ' I. . f • --1:- r..-- --L---'-'- •'` .:43.L • ' L7744-cC.-CR-- C)C5 13. ,A1L- : ._..,._•7... k' .744, .1,o4a. -,_ :o, <-4:•; : . .• , i ..„ , . . i ._ : .. ,. .__ .• . .... . ,. : .• - - - ! : ; • .4- . e : 1 :- . . .. 1 Ilk, IA(57 ' :(4 /-,Pi 0, 7-Kir4 e74-1117/1k i •1 t 1 f.,,,...fv-QV•T., -,...-.. .i 2t1 4• '.!-I1-,,R/: . °.:' c- -e- ....,i frAil-vetE1 M6A,D•..gkr hi l ie1,-Mgg, ..±.r.e>- j6,... -.r1 . /Wl - _ ilig- 'r 4P . Fed : . : , > / # 2- .• : , ; .. .• • -4 • -.i : II • - , . . . . . . . , • : ; , . .• : . • : . :_ . , : i• . .: . , : . . . . , i - : : .,.. ____L. • 1 ... , ..„,,,,,,,.. ..t. 61Mlif; ••7•"':•'!I'3.C4- . . -a 3. ' 1 } ?';•i.f -;..••• :. • ; I i . . ; I • -•-1-.. : -'. : : •t• -i• : . ; i . L. i•; . i .- ... . I --1—; . : . . . : . : f ' • i • 1 i . : . ; . .• : " i „: . F •-1 . . i . • i . 1 1 .. . . 5 i i 1 : ; 1 . • • , ;• 4 1 , .• . : ! . . i • . : ; ! i .• . ; • . . . • i I t ; i ' . • : i. ' • • ; • : . t - : - ' " • • I ; -i--. I • : - 4 . : • ; i • .• , . i . : , PL15-32 2-3-15 El Roseburg J2 MAIN 10:06am • A I''arvst t'rzxtiteas I cranpsrts I of 1 CS Beam 4.11.26 1 IanBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 is7ir / / 11 0 0 11 0 0 7 220 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# -- 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owne s KAMI L HENDERSON EWP MANAGER Stro21g.Tie: Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floorjoist,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 qualifed designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifcations. 503-858-9663