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19227 30 MO) J/tk 02.5r2o/9-o6C '3 RECEIVED FEB 0 6 2019 CITY OF TIGARD Calculation Packet BUILDING DIVISION River Terrace ( Roshak) - TuckuPlan 60 Tigard, Oregon August 17, 2018 Client : Polygon Northwest Company O PROp Oeftleigit NEM 4ft 3i,o, 415110.8/17/201 .8 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 14718 NW Delia Street Portland, OR 97229 (971) 645-0901 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Project InformationAle C\Users\Dennis\Dropbox\V8-3ERCA 1\1956.ec6 Software copyright ENERCALCISTAS-1\VISTAJ,INC.191-83-2018 BuiId:1018 7 31 Lie.#:KW-06010523 Licensee:Vista Structural Engineering, Project Title : Plans 60A,B,D Description :Tuckunder Cottages(60 series) I.D. : 1956 Address : River Terrace-Roshak, Tigard, OR Project Leader : DMH Phone : Fax : eMail : Project Notes Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastruetural.com File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 ttl Software copyright ENERCALC,INC.1983-2018,BuiId:1018.7.31 �p — _ truettiraktitiOgilng;MC' Description: 60A:Headers at back of bed#2 and bed#3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi 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 D(0 405)L(0 27)S(0 6751 I � 2-2x10 Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load D=0.0150. L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.857 1 Maximum Shear Stress Ratio = 0.504 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 976.26 psi fit:Actual = 104.37 psi FB:Allowable = 1,138.50 psi Fv:Allowable = 207.00 psi Load Combination +0+0 750L+0.750S+H Load Combination +0+0 750L+0.750S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 1989>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.050 in Ratio= 1205>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+1 1 0.0498 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.784 2.784 Overall MINimum 1.688 1.688 +D+H 1.013 1.013 +D+L+H 1.688 1.688 +D+Lr+H 1.013 1.013 +D+S+H 2.700 2.700 +D+0.750Lr+0.750L+H 1.519 1.519 Vista Structural Engineering,LLC Project Title: Plans 60A,DID 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood File Closers\Dennis\Dropbox\VISTAS-11VISTAJ 1\ENERCA-111956ec6 . ` ` Beam Software copyright ENERCALC,INC 1983-2018,Build:1018 7 31 . au .n...: ecu : Description: 60A:Headers at back of bed#2 and bed#3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 2.784 2.784 +D+0.60W+11 1.013 1.013 +D+0.70E+H 1.013 1.013 +D+0.750Lr+0.750L+0.450W+H 1.519 1.519 +D+0.750L+0.7505+0.450W+4-1 2.784 2.784 +D+0.750L+0.7505+0.5250E+4-j 2.784 2.784 +0.60D+0.60W+0.60H 0.608 0.608 +0.60D+0.70E+0.60H 0.608 0.608 D Only 1.013 1.013 Lr Only L Only 0.675 0.675 S Only 1.688 1.688 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956.ec6 Wood BeamSoftware copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 1 € ., *» Description: 60A:header at front of master bath CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Don 4406]Lf0 27)StO 675) _. jj 2-2x6 Span=3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=27.0 ft DESIGN SUMMARY Design 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 +0+0.750L+0.750S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 1936>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 1173>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Load Combination Span Max."-'Defl Location in Span Load Combination Max."+'Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 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 1.013 1.013 +D+H 0.608 0.608 +D+L+H 1.013 1.013 +D+Lr+H 0.608 0.608 +D+5+H 1.620 1.620 +D+0.750Lr+0.750L+H 0.911 0.911 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com _ � File C\Users\Dennis\Dropbox\VISTAS--1\VISTAJ--1\ENERCA-1\1956.ec6 . '' Software copyright ENERCALC,INC 1983 2018 Build:10.18 7.31 . t.e. F(W416010 - true Engineeting,tip Description: 60A:header at front of master bath Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 1.671 1.671 +D+0.60W+H 0.608 0.608 +D+0.70E+H 0.608 0.608 +D+0.750Lr+0.750L+0.450W+H 0.911 0.911 +D+0.750L+0.7505+0.450W+H 1.671 1.671 +D+0.750L+0.7505+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood File=Q\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Li .:Ki +' 52 ;.: , � :•. ° ivetural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at from c,f house Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 4,50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 24.750 in^2 Cf or Cv for Compression 1,10 Fb+ 900.0 psi Fv 180.0 psi lx 62.391 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 32.210 pcf y 41.766 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600,0 ksi Use Cr:Repetitive? Yes Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis bucking=8.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. 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 DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4418:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S+0.450W+H Top along Y-Y 0,0 k Bottom along Y-Y 0,0 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 3,973 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.027 ft above base Applied Axial 9.119 k for load combination: W Only Applied Mx 0.1152 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0,0 ft above base Fc:Allowable 833.93 psi for load combination:nla Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02586:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 4.655 Psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.562 0.1620 PASS 0.Oft 0.0 PASS 8.Oft +D+L+H 1.000 0.562 0.2686 PASS O.Oft 0.0 PASS 8.Oft +D+Lr+H 1.000 0.562 0.1620 PASS 0.Oft 0.0 PASS 8.Oft +D+S+H 1.000 0.562 0.4285 PASS O.Oft 0.0 PASS 8.Oft +D+0.750Lr+0.750L+H 1.000 0.562 0.2420 PASS 0.Oft 0.0 PASS 8.Oft +D+0.750L+0.7505+H 1.000 0.562 0.4418 PASS 0.0ft 0.0 PASS 8.Oft +D+0.60W+H 1.000 0.562 0.1621 PASS 3.973ft 0.02586 PASS O.Oft +D+0.70E+H 1.000 0.562 0.1620 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.562 0.2420 PASS 3.973ft 0.01939 PASS 0,0 ft Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com F Column Software Software copyright ENERCALC,INC 1983-2018 Build:1018 7 31 °i .. T=0110523 t „ ._ .,.. ,� , L Description: 60A:Stud bearing under girder roof truss at front of house Load Combination Results Maximum Axial+Bendinq Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.000 0.562 0.4418 PASS 3.973ft 0.01939 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.562 0.4418 PASS 0.0ft 0.0 PASS 8.Oft +0.60D+0.60W+0.60H 1.000 0.562 0.09725 PASS 3.973ft 0.02586 PASS 0.Oft +0.60D+0.70E+0.60H 1.000 0.562 0.09722 PASS 0.0ft 0.0 PASS 8.Oft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 3.344 +D+L+H 5.544 +D+Lr+H 3.344 +D+S+H 8.844 +D+0.750Lr+0.750L+H 4.994 +D+0.750L+0.750S+H 9.119 +D+0.60W+H 0.077 0.077 3.344 +D+0.70E+H 3.344 +D+0.750Lr+0.750L+0.450W+H 0.058 0.058 4.994 +D+0.750L+0.750S+0.450W+H 0.058 0.058 9.119 +D+0.750L+0.750S+0.5250E+H 9.119 +0.60D+0.60W+0.60H 0.077 0.077 2.007 +0.60D+0.70E+0.60H 2.007 D Only 3.344 Lr Only L Only 2.200 S Only 5.500 W Only 0.128 0.128 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.018 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.013 in 4.027 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.013 in 4.027 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.018 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.030 in 4.027 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood column File=C:1Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-111956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.# KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Stud bearing under girder roof truss at front of house Sketches c: d ` - Load 1 ; X 0 1.0 U, ; of I i# 1t a 3- x6 t1 4.50 in ,., Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Header above middle window above back of bonus room CODE REFERENCES -- - -- -------------___-- Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.01)L(0.67)6(1.69) D(0.08) D'(0.405)L(0427)S(0.675) t ; , , I 4 3.5x9 Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf,Extent=0.0--»4.750 ft, Tributary Width=27.0 ft,(Roof) • Uniform Load: D=0.080, Tributary Width=1.0 ft,(Wall Dead load) Point Load: D=1.010, L=0.670, S=1.690 k @ 4.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.735 1 Maximum Shear Stress Ratio = 0.651 : 1 ' Section used for this span 3.5x9 Section used for this span 3.5x9 ft):Actual = 2,027.49psi fv:Actual = 198.37 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.653ft Location of maximum on span = 5.765ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.092 in Ratio= 852>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.159 in Ratio= 489>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1593 3.321 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.366 4.225 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com _. File=C:1Users\Dennis\Dropbox\VISTAS--1IVISTAJ--1IENERCA-111956.ec6 tioo Beam l Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Licensee:Vista Structural Engineering,LLC Description: 60A:Header above middle window above back of bonus room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 2.490 2.407 +D+H 1.753 1.701 +D+L+H 2.747 2.659 +D+Lr+H 1.753 1.701 +D+S+H 4.243 4.108 +D+0.750Lr+0.750L+H 2.498 2.420 +D+0.750L+0.7505+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+0.4501N+H 2.498 2.420 +D+0.750L+0.750S+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@yistastructural.com Wood BeamFile=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:headers at side windows at back of bonus room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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 D(1 01)L(0.68)S(1.69) D(0.08) ^ 0 ; 2-2x8 Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=1.010, L=0.680, S=1.690 k @ 1.0 ft Uniform Load: D=0.080, Tributary Width= 1.0 ft,(wall dead load) DESIGN SUMMARY Design 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 = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0 750L+0.750S+H Location of maximum on span = 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 1767>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0238 1.584 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.131 0.936 Overall MINimum 1.207 0.483 +D+H 0.861 0.429 +D+L+H 1.347 0.623 +D+Lr+H 0.861 0.429 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA 1\1956ec6 Wood BeamSoftware copyright ENERCALC INC 1983 2018 Build 1018 7 31 Description: 60A.headers at side windows at back of bonus room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 2.069 0.911 +D+0.750Lr+0.750L+H 1.226 0.574 +D+0.750L+0.750S+H 2.131 0.936 +D+0.60W+H 0.861 0.429 +D+0.70E+H 0.861 0.429 +D+0.750Lr+0.750L+0.450W+H 1.226 0.574 +D+0.750L+0.7505+0.450W+H 2.131 0.936 +D+0.750L+0.7505+0.5250E+H 2.131 0.936 +0.60D+0.60W+0.60H 0.517 0.257 +0.60D+0.70E+0.60H 0.517 0.257 D Only 0.861 0.429 Lr Only L Only 0.486 0.194 S Only 1.207 0.483 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1956ec6 . Wood BeamSoftware copyright ENERCALC,INC 1983-2018 Build 1018 7.31 . . Kt 06010 ,, : .. b : � . ° ,.y.,» �� `.Ases tlfistaStrudi01.Engiristalrigi.... Description: 60A:beam at right side of kitchen CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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 2{0 165)L(0 44) D(0'O8) 2-2x6 Span=350ft Applied Loads Service loads entered.Load Factors will be applied for calculations. 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 SUMMARY 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 = 1,170.00psi 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 = 3.053ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+'Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.770 0.770 +D+H 0.435 0.435 +D+L+H 1.205 1.205 Vista Structural Engineering,LLC Project Title: Plans 60A,B.D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com �� File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1956.ec6 Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 . `Lie.#:KW-06010523 Description: 60A:beam at right side of kitchen Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +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+0.7505+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+0.7505+0.450W+H 1.013 1.013 +D+0.750L+0.7505+0.5250E+11 1.013 1.013 +0.600+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood BeamFile=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA--1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic:#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:beam at right side of powder room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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 D(0165)L(0.44) a D(0°08) o a ¢ t 2-2x8 AS Span=3.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. 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 SUMMARY _._ 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 = 836.67psi N:Actual = 81.57 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 = 1.750ft Location of maximum on span = 3.053ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.770 0.770 +D+H 0.435 0.435 +D+L+H 1.205 1.205 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den n is@vistastructural.com ood File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 .Beam Software copyright ENERCALC,INC 1983 2018,Build:1018 7 31 tic.#:KW- Description: 60A:beam at right side of powder room ' �tjcal Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.7505+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+0.7505+0.450W+H 1.013 1.013 +0+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com {Ty £ l »s rn File C`N Software copyright ENEIRCASC,INC 1983 -2018RBuilild:1018 7 31 a Description: 60A:beam at left side of stair opening CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrII 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.165)L(0.44) $ t, D(0''D8) ' 4 A A a , t_ ) 441 2-2x6 41, Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. 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 SPAINIARy ...,...._ 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 = 836,67psi fv:Actual = 81.57 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 = 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 J Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.770 0.770 +D+H 0.435 0.435 +D+L+H 1.205 1.205 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com WO File=C.\Users\Dennis\Dropbox\VISTAS 1\VISTA) 1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC 1983-2018,Build•1018 7 31 Description: 60A:beam at left side of stair opening Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+1-1 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+0.7505+0.450W+H 1.013 1.013 +D+0.750L+0.7505+0.5250E41 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +0.60D+0.70E+0.60H 0.261 0.261 D Only 0.435 0.435 Lr Only L Only 0.770 0.770 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com WO® E3@1 File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA--111956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic # KIN480104a ,, ,, Licensee Vista Structural Eng Description: 60A.HEADER at right side of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900,0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D{0 D(0 D(T08) 44) d 3 D F A E 2-2X8 Span=2.50 ft Applied Loads 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-->>2.50 ft, Tributary Width= 11.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.226 1 Maximum Shear Stress Ratio = 0.170 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 244.35 psi fv:Actual = 30.60 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.250ft 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 0.003 in Ratio= 11756>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.004 in Ratio= 7551>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0040 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 0.856 0.856 Overall MINimum 0.550 0.550 +D+H 0.306 0.306 +D+L+H 0.856 0.856 +D+Lr+H 0.306 0.306 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA--1\1956.ec6 k!iioad E Etat! Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lig. 7f:06010823 > .. :;::_14;6'1661'1116ta Sirtigt(iptEngineering,LLC Description: 60A:HEADER at right side of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.306 0.306 +D+0.750Lr+0.750L+H 0.719 0.719 +D+0.750L+0.750S+H 0.719 0.719 +D+0.60W+H 0.306 0.306 +D+0.70E+H 0.306 0.306 +D+0.750Lr+0.750L+0.450W+H 0.719 0.719 +D+0.750L+0.7505+0.450W+H 0.719 0.719 +D+0.750L+0.750S+0.5250E+H 0.719 0.719 +0.60D+0.60W+0.60H 0.184 0.184 -0.60D+0.70E+0.60H 0.184 0.184 D Only 0.306 0.306 Lr Only L Only 0.550 0.550 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com W 0�d Beam =C;1Users\Dennis\Dropbox\VISTAS-11VISTAJ--11ENERCA-111956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . #:KW-06010523 Licensee:Vista Structural Engineering,LLC, Description: 60A:beam at front left of bonus room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx I,600.0ksi Fc-P rl l 1,350.0 psi E m i n be n d-xx 580.0 ks i Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling $ D(0.165)1(0.44) o § D((r08) eithit1 2-2x6 einS Span=3.50 rt Applied Loads Service loads entered.Load Factors will be applied for calculations. 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 SUMMARY 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 = 1,170.00psi 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 = 3.053ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1870>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1195>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0351 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.205 1.205 Overall MINimum 0.770 0.770 +D+H 0.435 0.435 +D+L+H 1.205 1.205 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com t r. File=C:\Users\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA-111956 ec6 . Software copyright�ENERCALC INC 1983-2018,BuiId:1018731 . Description: 60A:beam at front left of bonus room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.435 0.435 +D+S+H 0.435 0.435 +D+0.750Lr+0.750L+H 1.013 1.013 +p+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+0.7505+0.450W+H 1.013 1.013 +D+0.750L+0.7505+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.261 0.261 +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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com ,; File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 `oo Be-am Software copyright ENERCALC,INC 1983 2018 Build:1018 7 31 . Description: 60A:beam at front of great room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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-torsional buckling D(0 075)1(0 2) Dt0;08) 2-2x6 I ATT�t A0'11 Span=3.50 ft Applied Loads 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, Tributary Width=5.0 ft DESIGN SUMMARY 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 = 431.28psi fv:Actual = 42.05 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 = 1.750ft Location of maximum on span = 3.053ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 4115>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2318>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0181 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.350 0.350 +D+H 0.271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0.271 0.271 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den n is@vistastructu ral.com # FBearnile C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC 1983-2018,Build:10.18 7 31 4'501'0523:"• " .. ..err .... , e� ..;,:; ,. . wg.,, �=,. '. 5 St a Description: 60A.beam at front of great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.271 0.271 +D+0.750Lr+0.750L+H 0.534 0.534 +D+0.750L+0.7505+H 0.534 0.534 +D+O.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+0.7505+0.450W+H 0.534 0.534 +D+0.750L+0.7505+0.5250E+H 0.534 0.534 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.271 0.271 Lr Only L Only 0.350 0.350 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ 1\ENERCA-111956ec6 . Wood Bearn'. . Software copyright ENERCALC,INC.1983-2018,Build:1018 7.31 . Lk:*<KW-0601052V-', LI " ?VWS ttir Description: 60A.beam at front of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.075)L 0.2 f ) f ) a D(0•`.08) e 2-2x6 14441 Span=3 50 ft Applied Loads Service Toads 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, Tributary Width=5 0 ft DESIGN SUMMARY 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 = 431.28psi fv:Actual = 42.05 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 = 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2318>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0181 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.621 0.621 Overall MINimum 0.350 0.350 +D+H 0.271 0.271 +D+L+H 0.621 0.621 +D+Lr+H 0.271 0.271 Vista Structural Engineering,LLC Project Title: Plans 60A,8,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Proect ID: 1956 Project Descr:Tuck (971)645-0901 under Cottages(60 series) dennis@vistastructural.com ---- ----- - File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111956.ec6 \flood BeamSoftware copyright ENERCALC,INC 1983 2018,Build:10.18.7.31 . eld4 ... ,:n, ',,!:;'Stiel:!1/1SUISttOettiial Engineering,LLC Description: 60A:beam at front of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.271 0.271 +D+0.750Lr+0.750L+H 0.534 0.534 +D+0.750L+0.7505+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+4-j 0.534 0.534 +D+0.750L+0.7505+0.450W+H 0.534 0.534 +D+0.750L+0.7505+0.5250E+1-1 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com W Beam File=C.\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018 Build 1018.7.31 Lie.#:KW-06010523 Licensee:Vista Structural Engl%° " E Description: 60A:beam at front of front porch CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0-0525)L(0.14) a 0(0:'08) a '1 I 4x8 A Span=7.0 ft ---- Applied Loads 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, Tributary Width=3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.558 1 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 653.22 psi fv:Actual = 46.91 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 1963>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.083 in Ratio= 1008>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0833 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 0.954 0.954 Overall MINimum 0.490 0.490 +D+H 0.464 0.464 +D+L+H 0.954 0.954 +D+Lr+H 0.464 0.464 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.com File=C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956ec6 . Wood Beam 1 Software copyright ENERCALC,INC19832018 Build1018731 O Ot5 .. ,. LicenteetViOta StructUrar Englheering, Description 60A beam at front of front porch Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.464 0.464 +D+0.750Lr+9.750L+H 0.831 0.831 +D+0.750L+0.750S+H 0.831 0.831 +D+0.60W+H 0.464 0.464 +D+0.70E+H 0.464 0.464 +D+0.750Lr+0.750L+0.450W+H 0.831 0.831 +D+0.750L+0.750S+0.450W+H 0.831 0.831 +D+0.750L+0.7505+0.5250E+H 0.831 0.831 +0.60D+0.60W+0.60H 0.278 0.278 +0.60D+0.70E+0.60H 0.278 0.278 D Only 0.464 0.464 Lr Only L Only 0.490 0.490 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com 000File=C:IUsers\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:1018 7 31 . 5 .. • ,., a ,,. . :rte ' w Licensee Vista Structurai Engirteeripgi LLC Description: 60A:beam at left side of dining room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.165)L(0.44) 0( 08)-, I ( 2-2x10 Span=60ft Applied Loads Service loads entered.Load Factors will be applied for calculations. 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 SUMMARY Design OK Maximum Bending Stress Ratio = 0.881: 1 Maximum Shear Stress Ratio = 0.463 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 872.22 psi fv:Actual = 83.43 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft 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 0.041 in Ratio= 1766>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.064 in Ratio= 1124>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0640 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.073 2.073 Overall MINimum 1.320 1.320 +0+H 0.753 0.753 +D+L+H 2.073 2.073 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C:1Users\Dennis\Dropbox\VISTAS 11VISTAJ-11ENERCA-111956.ec6 . ' r Software copyrightENERCALC,INC.1983-2018,BuiId:10.18.7.31 Li`c !: �W 6Oi' 3 '" e ee:Vista,Structural Engineering,LIC Description: 60A:beam at left side of dining room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.753 0.753 +D+S+H 0.753 0.753 +D+0.750Lr+0.750L+H 1.743 1.743 +D+0.750L+0.7505+H 1.743 1.743 +D+0.60W+H 0.753 0.753 +D+0.70E+H 0.753 0.753 +D+0.750Lr+0.750L+0.450W+H 1.743 1.743 +D+0.750L+0.7505+0.450W+H 1.743 1.743 +D+0.750L+0.7505+0.5250E+H 1.743 1.743 +0.60D+0.60W+0.60H 0.452 0.452 +0.60D+0.70E+0.60H 0.452 0.452 D Only 0.753 0.753 Lr Only L Only 1.320 1.320 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam tl File C\Users 1Dennis\Dropbox\VISTA&-1\VISTAJ-11ENERCA-111956 ec6 . Software copyright ENERCALC,INC 1983-2018,Build:1018 7 31 . Lic.#:KW-06010523 Licensee:Vista SO ,: ... Description: 60A:Beam in second floor system supporting right end of girder truss CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 2600 psi Ebend-xx 1900ksi Fc-PrIl 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-torsional buckling D(3.3)L(2 2)S(5.5) i i 2-1.75x14 A r Span=7.0(1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=3.30, L=2,20, S=5.50k@1.Oft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.272 1 Maximum Shear Stress Ratio = 0.121 : 1 Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 fb:Actual = 813.43psi fv:Actual = 39.69 psi FB:Allowable = 2,990.00 psi Fv:Allowable = 327.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0 750L+0.750S+H Location of maximum on span = 1.022ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 4375>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.032 in Ratio= 2651>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E41 1 0.0317 3.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.779 1.296 Overall MINimum 4.714 0.786 +D+H 2.829 0.471 +D+L+H 4.714 0.786 +D+Lr+H 2.829 0.471 +D+S+H 7.543 1.257 +D+0.750Lr+0.750L+H 4.243 0.707 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C:\Users\Dennis\Dropbox\VISTAS 1\VISTAJ--1\ENERCA 1\1956ec6 *y W Boz. , Software copyright ENERCALC,INC 1983 2018 Build 1018 7 31 Lic.#.KW-06010523 Licensee':AnsteStructurat Entimeerin9iLLGI ..' Description: 60A:Beam in second floor system supporting right end of girder truss Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 7.779 1.296 +D+0.60W+H 2.829 0.471 +D+0.70E+H 2.829 0.471 +D+0.750Lr+0.750L40.450W+H 4.243 0.707 +D+0.750L+0.7505+0.450W+H 7.779 1.296 +D+0.750L+0.7505+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com V1/40d Beans File C:1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111956ec6 . Software copyright ENERCALC,INC 1983-2018 Build:1018 7 31 . Lic.#:KW-06010523 Licensee:Vista Stru i' Tt1) Description: 60A:Flush beam above right side of stair opening in first and second floor systems CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.135)L(0.36) --_ $ ' I �. 4x10 Span----7.0ft , Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft DESIGN SUMMARY Design 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 = 728.94psi fv:Actual = 62.69 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 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 1.260 1.260 +D+H 0.473 0.473 +D+L+H 1.733 1.733 +D+Lr+H 0.473 0.473 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+1-1 1.418 1.418 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956.ec6 . Wood Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Engineering,LLC Description: 60A:Flush beam above right side of stair opening in first and second floor systems Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.418 1.418 +D+0.60W+H 0.473 0.473 +D+0.70E+H 0.473 0.473 +D+0.750Lr+0.750L+0.450W+11 1.418 1.418 +D+0.750L+0.7505+0.450W+H 1.418 1.418 +D+0.750L+0.7505+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com @111 File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 VVood Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . : . .. .. ... ,.. ..,.., x.<<. ..:. arz' °y: .. Structural Engineering,LLC Description: 60A:Beam supporting rear wall of main floor CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0ksi 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.16) ° D(0.4125)L(0.275)5(0.6875) 5.5x22.5 Span=21.50 ft Applied Loads 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) DESIGN SUMMARY...__.. Design OK Maximum Bending Stress Ratio = 0.810 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 = 1,933.98psi fv:Actual = 140.35 psi FB:Allowable = 2,388.53psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10.750ft Location of maximum on span = 19.695ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.354 in Ratio= 729>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.666 in Ratio= 387>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.6661 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 7.391 7.391 +D+H 6.154 6.154 +D+L+H 9.111 9.111 +D+Lr+H 6.154 6.154 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com �® Fd Beamile C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 WSoftware copyright ENERCALC,INC 1983-2018,Build.10.18.7.31 . Lie.#sKW-0601052:3 '.. . e. Description: 60A Beam supporting rear wall of main floor Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 13.545 13.545 +D+0.750Lr+0.750L+H 8.372 8.372 +D+0.750L+0.750S+H 13.915 13.915 +D+0.60W+H 6.154 6.154 +D+0.70E+H 6.154 6.154 +D+0.750Lr+0.750L+0.450W+H 8.372 8.372 +D+0.750L+0.7505+0.450W+H 13.915 13.915 +D+0.750L+0.7505+0.5250E+H 13.915 13.915 +0.60D+0.60W+0.60H 3.693 3.693 +0.60D+0.70E+0.60H 3.693 3.693 D Only 6.154 6.154 Lr Only L Only 2.956 2.956 S Only 7.391 7.391 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com WooBeam File=C:1Users\Dennis1Dropbox\VISTAS-11VISTAJ-11ENERCA-111956.ec6 . _- Software copyright ENERCALC,INC.1983-2018,Build 1018 7.31 . Lic.#:KW-06010523 Licensee:Vista Structural En n ng Description: 60A Header above garage door CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.09)1(0.06)S(0.15) A 6x12 Span = 16.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=6.0 ft DESIGNS UMMARY Design OK Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73 psi fv:Actual = 43.12 psi FB:Allowable = 1,035.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 877>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.372 in Ratio= 531>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E41 1 0.3722 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.042 2.042 Overall MINimum 1.238 1.238 +D+H 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+H 1.980 1.980 +D+0.750Lr+0.750L+H 1.114 1.114 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTA)-1\ENERCA-1\1956.ec6 Wood BeamSoftware copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Description: 60A:Header above garage door Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+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-F0.450W+H 1.114 1.114 +D+0.750L+0.7505+0.450W+H 2.042 2.042 +D+0.750L+0.7505+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:1Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 Wood Beam R Software copyright ENERCALC,INC 1983 2018,Build:1018.7.31 . - � � ;.*. . `ee &rat.nitEngineeting,.LLa Description: 60A:Beam through middle of crawl space CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.11)L(0.44) 4x8 ,.; Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY 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 = 5.907ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.100 in Ratio= 780>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.125 in Ratio= 624>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 1.430 1.430 +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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.com File=C:\Users\Dennis\Dropbox\VISTAS--1\VISTAJ-11ENERCA 111956.ec6Wood Beam . Software copyright ENERCALC,INC.1983 2018 Build 10.18.7.31 . 4 M x `-...: €..¢» x,' Structural Engineedng,LLC, Description: 60A,Beam through middle of crawl space Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 1.430 1.430 +D+0.60W+H 0.358 0.358 +D+0.70E+H 0.358 0.358 +D+0.750Lr+0.750L+0.450W+H 1.430 1.430 +D+0.750L+0.7505+0.450W+H 1.430 1.430 +D+0.750L+0.7505+0.5250E+H 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Column File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KW-06010523.-- .- , - . = ..,.. - ,e> -7--- ..l:F='Litelifsitlelyista Stfuctural Engineering,LLC,, Description: 60A:Column supporting 5 1/2"x 31 1/2"glulam beam above garage Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE7-10 General Information 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 caicuiations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi Ix 76.255 ine4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psiWet Fc-Prll 1,350.0 psi Density 32.210 pcf Iy 76.255 inA4 Cm TUse Factor 1.0 Ct:Tempemperature Factor 1.0 Fc-Per P 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.Oksi Use Cr:Repetitive? No 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 Y-Y Axis buckling=9,0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:60,897 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft, D=6.150, L=2.960, S=7.390 k BENDING LOADS. .. Lat.Uniform Load creating Mx-x,W=0.0320 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5186:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.7505+0.450W Top along Y-Y 0.0 k Bottom along Y-Y 0,0 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.470 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 13.973 k for load combination: n/a Applied Mx 0.1458 k-ftAAlong X-X 0.0 in at 0.0 ft above base Fc:Allc:All My 0.0 k-ftowable 890.82 psi for load combination:n/a F Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02380:1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 9.0 ft Applied Design Shear 4.284 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 1.000 0.660 0.2305 PASS 0.Oft 0.0 PASS 9.0 ft +D+L 1.000 0.660 0.3403 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr 1.000 0.660 0.2305 PASS 0.0ft 0.0 PASS 9,0 ft +D+S 1.000 0.660 0.5047 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L 1.000 0.660 0.3129 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L+0.750S 1.000 0.660 0.5185 PASS 0.0 ft 0.0 PASS 9.0 ft +0+0.60W 1.000 0.660 0.2305 PASS 4.470ft 0.02380 PASS 9.0 ft +0+0.70E 1.000 0.660 0.2305 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W 1.000 0.660 0.3129 PASS 4.470ft 0.01785 PASS 9.0 ft Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA 1\1956.ec wood col Uin'Il Software copyright ENERCALCINC 1983-2018,Build:10187.31 . # KW-06010523 - ta Striletutal Engineering, Description: 60A:Column supporting 5 1/2"x 31 1/2"glulam beam above garage Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W 1.000 0.660 0.5186 PASS 4.470ft 0.01785 PASS 9.0 ft +D+0.750L+0.750S+0.5250E 1.000 0.660 0.5185 PASS 0.0ft 0.0 PASS 9.0 ft +0.60D+0.60W 1.000 0.660 0.1383 PASS 4.470 ft 0.02380 PASS 9.0 ft +0.60D+0.70E 1.000 0.660 0.1383 PASS O.Oft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Sketches Tel VA, 714 Load 1 X `i . • t: f 6x6 5.50 in Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com �. File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 . f'moral Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 : Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete 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. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure : No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.250 ft Length parallel to Z-Z Axis = 2.250 ft Z Footing Thickness = 10.0 in • I Pedestal dimensions... a px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete... h at Bottom of footing = 3.0 in L 1 Reinforcing 2.r . Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 R; ; Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a x.xs.-,-,oni -,=.Z #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 44t---- D Lr L S W E H P:Column Load = 3.30 2.20 5.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ--11ENERCA-1\1956.ec6 General Footing Software copyright ENERCALCINC.19832018,Build:10187.31 . Description: 60A:Footings under ends of roof girder truss DESIGN SUMMARY Desis n 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/ft 5.461 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.3173 Z Flexure(-X) 1.733 k-ft/ft 5.461 k-ft/ft +1.20D+0.50L+1.605+1.60H PASS 0.3173 X Flexure(+Z) 1.733 k-ft/ft 5.461 k-ft/ft +1.20D+0.50L+1.605+1.60H PASS 0.3173 X Flexure(-Z) 1.733 k-ft/ft 5.461 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.2142 1-way Shear(+X) 17.60 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2142 1-way Shear(-X) 17.60 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2142 1-way Shear(+Z) 17.60 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2142 1-way Shear(-Z) 17.60 psi ' 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4013 2-way Punching 65.934 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.7727 0.7727 n/a n/a 0.386 X-X,+D+L+H 2.0 n/a 0.0 1.207 1.207 n/a n/a 0.604 X-X,+D+Lr+H 2.0 n/a 0.0 0.7727 0.7727 n/a n/a 0.386 X-X,+D+S+H 2.0 n/a 0.0 1.859 1.859 n/a n/a 0.930 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.099 1.099 n/a n/a 0.550 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.913 1.913 n/a n/a 0.957 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7727 0.7727 n/a n/a 0.386 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7727 0.7727 n/a n/a 0.386 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.099 1.099 n/a n/a 0.550 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.913 1.913 n/a n/a 0.957 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.913 1.913 n/a n/a 0.957 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4636 0.4636 n/a n/a 0.232 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4636 0.4636 n/a n/a 0.232 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.7727 0.7727 0.386 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.207 1.207 0.604 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.7727 0.7727 0.386 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.859 1.859 0.930 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.099 1.099 0.550 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.913 1.913 0.957 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.7727 0.7727 0.386 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.7727 0.7727 0.386 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.099 1.099 0.550 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.913 1.913 0.957 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.913 1.913 0.957 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.4636 0.4636 0.232 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4636 0.4636 0.232 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 Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General OOtlt1 File=C:\Users\Dennis1Dropbox\VISTAS--1\VISTAJ-11ENERCA--111956.ec6 . g , Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60A:Footings under ends of roof girder truss Footing Flexure Mu Side Tension As Re 'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in"2Q in"2 in"2 k-ft Status X-X,+1.40D+1.60H 0.5775 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.40D+1.60H 0.5775 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9350 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.279 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.505+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+1.60S+0.50W+1.60H 1.595 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.595 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6325 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9763 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.205+E+1.60H 0.770 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.205+E+1.60H 0.770 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+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 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 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+0.505+1.60H 1.279 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6325 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4950 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.733 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.605+1.60H 1.733 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.595 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.605+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+1.601-1 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+0.20S+E+1.60H 0.770 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.3713 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.3713 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 5.87 psi 5.87 psi 5.87 psi 5.87 psi 5.87 psi 82.16 psi 0.07 0.00 +1.20D+0.50Lr+1.60L+1.60H 9.50 psi 9.50 psi 9.50 psi 9.50 psi 9.50 psi 82.16 psi 0.12 0.00 +1.20D+1.60L+0.505+1.601i 12.99 psi 12.99 psi 12.99 psi 12.99 psi 12.99 psi 82.16 psi 0.16 0.00 +1.20D+1.60Lr+0.50L+1.60H 6.43 psi 6.43 psi 6.43 psi 6.43 psi 6.43 psi 82.16 psi 0.08 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.03 psi 5.03 psi 5.03 psi 5.03 psi 5.03 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.605+1.60H 17.60 psi 17.60 psi 17.60 psi 17.60 psi 17.60 psi 82.16 psi 0.21 0.00 +1.20D+1.605+0.50W+1.60H 16.20 psi 16.20 psi 16.20 psi 16.20 psi 16.20 psi 82.16 psi 0.20 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 6.43 psi 6.43 psi 6.43 psi 6.43 psi 6.43 psi 82.16 psi 0.08 0.00 +1.20D+0.50L+0.50S+W+1.60H 9.92 psi 9.92 psi 9.92 psi 9.92 psi 9.92 psi 82.16 psi 0.12 0.00 +1.20D+0.50L+0.205+E+1.60H 7.82 psi 7.82 psi 7.82 psi 7.82 psi 7.82 psi 82.16 psi 0.10 0.00 +0.90D+W+0.90H 3.77 psi 3.77 psi 3.77 psi 3.77 psi 3.77 psi 82.16 psi 0.05 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com a File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . General F u=,ti Software copyright ENERCALC INC 1983 2018,Build:1018 7.31 . Lic.#:kW-06,102r '7 ili -.4 `" „ .." 77' I" t Engineer 'e Description: 60A:Footings under ends of roof girder t;ass One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 3.77 psi 3.77 psi 3.77 psi 3.77 psi 3.77 psi 82.16 psi 0.05 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 21.98 psi 164.32psi 0.1338 OK +1.20D+0.50Lr+1.60L+1.60H 35.58 psi 164.32psi 0.2166 OK +1.20D+1.60L+0.50S+1.60H 48.67 psi 164.32 psi 0.2962 OK +1.20D+1.60Lr+0.50L+1.601-1 24.07 psi 164.32 psi 0.1465 OK +1.20D+1.60Lr+0.50W+1.60H 18.84 psi 164.32 psi 0.1146 OK +1.20D+0.50L+1.605+1.60H 65.93 psi 164.32 psi 0.4013 OK +1.20D+1.60S+0.50W+1.60H 60.70 psi 164.32 psi 0.3694 OK +1.20D+0.50Lr+0.50L+W+1.60H 24.07 psi 164.32psi 0.1465 OK +1.20D+0.50L+0.50S+W+1.60H 37.15 psi 164.32psi 0.2261 OK +1.20D+0.50L+0.205+E+1.60H 29.30 psi 164.32psi 0.1783 OK +0.90D+W+0.90H 14.13 psi 164.32psi 0.08599 OK +0.90D+E+0.90H 14.13 psi 164.32 psi 0.08599 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH 1 Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Ge t € 4# File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-•1\ENERCA-111956.ec6 . r r 3 t Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 ,'.. .,,r'''''''' • , • 4ttista Structural Engineering,LLC Description: 60A:Footings under ends 5 112"x 31 1/2"glulam beam above garage Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 9 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. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.750 ft Length parallel to Z-Z Axis = 2.750 ft 2 Footing Thickness = 10.0 in Pedestal dimensions... x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in 4 Rebar Centerline to Edge of Concrete... I ,, at Bottom of footing = 3.0 in i Reinforcing r r 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 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a x #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General File C\U Software copyyrighhtt ENEIRCALC,INC 1983 2018,8 uild:10187 31 . Lie, 06 •u ' : : . . .. .. ,.. ; f. ,`...... a:Vista Stractutai Ettijihiatiting,LW Description: 60k Footings under ends 5 1/2"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/ft 4.488 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 Z Flexure(-X) 2.586 k-ft/ft 4.488 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(+Z) 2.586 k-ft/ft 4.488 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.5760 X Flexure(-Z) 2.586 k-ft/ft 4.488 k-ft/ft +1.200+0.50L+1.605+1.60H PASS 0.3161 1-way Shear(+X) 25.967 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3161 1-way Shear(-X) 25.967 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.3161 1-way Shear(+Z) 25.967 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3161 1-way Shear(-Z) 25.967 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6112 2-way Punching 100.423 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.9341 0.9341 n/a n/a 0.467 X-X,+D+L+H 2.0 n/a 0.0 1.325 1.325 n/a n/a 0.663 X-X,+D+Lr+H 2.0 n/a 0.0 0.9341 0.9341 n/a n/a 0.467 X-X,+D+S+H 2.0 n/a 0.0 1.911 1.911 n/a n/a 0.956 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.228 1.228 n/a n/a 0.614 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.961 1.961 n/a n/a 0.981 X-X,+D+0.60W+H 2.0 n/a 0.0 0.9341 0.9341 n/a n/a 0.467 X-X,+D+0.70E+H 2.0 n/a 0.0 0.9341 0.9341 n/a n/a 0,467 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.228 1.228 n/a n/a 0.614 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.961 1.961 n/a n/a 0.981 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.961 1.961 n/a n/a 0.981 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.5604 0.5604 n/a n/a 0.280 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.5604 0.5604 n/a n/a 0.280 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.9341 0.9341 0,467 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.325 1.325 0.663 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.9341 0.9341 0.467 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.911 1.911 0.956 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.228 1.228 0.614 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.961 1.961 0.981 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.9341 0.9341 0.467 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.9341 0.9341 0.467 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.228 1.228 0.614 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.961 1.961 0.981 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.961 1.961 0.981 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.5604 0.5604 0 280 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.5604 0.5604 0.280 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 Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Footing File C:\Users\Dennis\Dro box\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 . General 1 l. . 5i . Software copyright ENERCALC,INC.1983 2018,Build:1018 7 31 Description: 60A:Footings under ends 51/2"x 31 1/2"glulam beam above garage Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Surface in"2 in^2 in^2 k-ft X-X,+1.40D+1.60H 1.076 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.40D+1.60H 1.076 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.515 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.515 -Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L+0.505+1.60H 1.976 +Z Bottom 0.216 Min Temp% 0.2182 4.488 OK X-X,+1.20D+1.60L+0.505+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+1.605+1.60H 2.586 -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+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 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 Z-Z,+1.20D+1.60L+0.505+1.60H 1.976 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60L+0.505+1.60H 1.976 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.108 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9225 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9225 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+1.605+1.60H 2.586 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+1.605+1.60H 2.586 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.605+0.50W+1.60H 2.401 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+1.605+0.50W+1.60H 2.401 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.108 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.569 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D-+0.50L+0.50S+W+1.60H 1.569 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 1.292 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.292 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+W+0.90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+E+0.90H 0.6919 -X Bottom 0.216 Min Temp% 0.2182 4.488 OK Z-Z,+0.90D+E+0.90H 0.6919 +X Bottom 0.216 Min Temp% 0.2182 4.488 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 10.81 psi 10.81 psi 10.81 psi 10.81 psi 10.81 psi 82.16 psi 0.13 0.00 +1.20D+0.50Lr+1.60L+1.60H 15.21 psi 15.21 psi 15.21 psi 15.21 psi 15.21 psi 82.16 psi 0.19 0.00 +1.20D+1.60L+0.505+1.60H 19.85 psi 19.85 psi 19.85 psi 19.85 psi 19.85 psi 82.16 psi 0.24 0.00 +1.20D+1.60Lr+0.50L+1.60H 11.12 psi 11.12 psi 11.12 psi 11.12 psi 11.12 psi 82.16 psi 0.14 0.00 +1.20D+1.60Lr+0.50W+1.60H 9.27 psi 9.27 psi 9.27 psi 9.27 psi 9.27 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+1.60S+1.60H 25.97 psi 25.97 psi 25.97 psi 25.97 psi 25.97 psi 82.16 psi 0.32 0.00 +1.20D+1.605+0.50W+1.60H 24.11 psi 24.11 psi 24.11 psi 24.11 psi 24.11 psi 82.16 psi 0.29 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 11.12 psi 11.12 psi 11.12 psi 11.12 psi 11.12 psi 82.16 psi 0.14 0.00 +1.20D+0.50L+0.50S+W+1.60H 15.76 psi 15.76 psi 15.76 psi 15.76 psi 15.76 psi 82.16 psi 0.19 0.00 +1.20D+0.50L+0.205+E+1.60H 12.98 psi 12.98 psi 12.98 psi 12.98 psi 12.98 psi 82.16 psi 0.16 0.00 +0.90D+W+0.90H 6.95 psi 6.95 psi 6.95 psi 6.95 psi 6.95 psi 82.16 psi 0.08 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis1Dropbox\VISTAS-1\VISTAJ--1\EN ERCA-1\1956.ec6 G r` ° FootingSoftware copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . LIC:. -- Description: 60A:Footings under ends 51/2"x 31 1/2"glulam beam above garage One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 6.95 psi 6.95 psi 6.95 psi 6.95 psi 6.95 psi 82.16 psi 0.08 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 41.80 psi 164.32 psi 0.2544 OK +1.20D+0.50Lr+1.60L+1.60H 58.82 psi 164.32 psi 0.358 OK +1.20D+1.60L+0.505+1.60H 76.76 psi 164.32 psi 0.4672 OK +1.20D+1.60Lr+0.50L+1.60H 43.02 psi 164.32psi 0.2618 OK +1.20D+1.60Lr+0.50W+1.60H 35.83 psi 164.32 psi 0.2181 OK +1.20D+0.50L+1.605+1.60H 100.42 psi 164.32 psi 0.6112 OK +1.20D+1.605+0.50W+1.60H 93.24 psi 164.32 psi 0.5674 OK +1.20D+0.50Lr+0.50L+W+1.60H 43.02 psi 164.32 psi 0.2618 OK +1.20D+0.50L+0.50S+W+1.60H 60.96 psi 164.32 psi 0.371 OK +1.20D+0.50L+0.205+E+1.60H 50.19 psi 164.32 psi 0.3055 OK +0.90D+W+0.90H 26.87 psi 164.32 psi 0.1635 OK +0.90D+E+0.90H 26.87 psi 164.32 psi 0.1635 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General i � ��� � File=CaUsers1Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-111956.ec6 ng Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . i #r. = t tfi5 , 4"-44,. . Licensee:Vista Structural Engineering,LLC Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 qp 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. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.667 ft Length parallel to Z-Z Axis = 1.667 ft Footing Thickness = 10.0 in Pedestal dimensions... a a px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis t-raerr Number of Bars = 2.0 2-#4Bars Reinforcing Bar Size = # 4 . Bandwidth Distribution Check (ACI 15.4.4.2) `'' o ' Direction Requiring Closer Separation n/a #Bars required within zone n/a X-X sectionLaaiongo♦Z z-z .��tcak.mgso.x #Bars required on each side of zone n/a Applied Loads 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C Users\Dennis\Dro box\VISTAS 11VISTAJ-11ENERCA-111956.ec6 Footing g Software copyright ENERCALC,INC 1983-2018,Build 1018.7.31 Description: 60B&D:Footings under ends 5 1/7 x 19 1/2"glulam beam above garage DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9180 Soil Bearing 1.836 ksf 2.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1655 Z Flexure(+X) 0.8151 k-ft/ft 4.926 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 Z Flexure(-X) 0.8151 k-ft/ft 4.926 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.1655 X Flexure(+Z) 0.8151 k-ft/ft 4.926 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1655 X Flexure(-Z) 0.8151 k-ft/ft 4.926 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+X) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-X) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(+Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08502 1-way Shear(-Z) 6.985 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1791 2-way Punching 29.424 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X,+D+L+H 2.0 n/a 0.0 1.762 1.762 n/a n/a 0.881 X-X,+D+Lr+H 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X,+D+S+H 2.0 n/a 0.0 1.474 1.474 n/a n/a 0.737 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.617 1.617 n/a n/a 0.809 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.836 1.836 n/a n/a 0.918 X-X,+D+0.60W+H 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X,+D+0.70E+11 2.0 n/a 0.0 1.182 1.182 n/a n/a 0.591 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.617 1.617 n/a n/a 0.809 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.836 1.836 n/a n/a 0.918 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.836 1.836 n/a n/a 0.918 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7094 0.7094 n/a n/a 0.355 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.7094 0.7094 n/a n/a 0.355 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.762 1.762 0.881 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.474 1.474 0.737 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.617 1.617 0.809 Z-Z,+D+0.750L+0.7505+H 2.0 0.0 n/a n/a n/a 1.836 1.836 0.918 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 1.182 1.182 0.591 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.617 1.617 0.809 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.836 1.836 0.918 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.836 1.836 0,918 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.7094 0.7094 0.355 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.7094 0.7094 0.355 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 Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com . File C.\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956 ec6 . General Footing Software copyright ENERCALC,INC.1983-2018,Build:10 18 7 31 . Ltd:Af 0523 . . .. . '"_... ,.,. , ,_ : Vista Structural Engineering,J :.. Description: 60B&D:Footings under ends 51/2"x 19 1/2"glulam beam above garage Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 102 k-ft X-X,+1.40D+1.60H 0.5163 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.40D+1.60H 0.5163 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8151 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8151 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7051 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.6045 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5938 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+W+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 +Z Bottom 0.216 Min Temp% 0.240 4.926 OK X-X,+0.90D+E+0.90H 0.3319 -Z Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.40D+1.60H 0.5163 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.40D+1.60H 0.5163 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7645 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8151 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8151 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4425 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7051 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7051 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6045 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5431 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.601-1 0.5938 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5938 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5634 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5634 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+W+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0.90H 0.3319 -X Bottom 0.216 Min Temp% 0.240 4.926 OK Z-Z,+0.90D+E+0.90H 0.3319 +X Bottom 0.216 Min Temp% 0.240 4.926 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.42 psi 4.42 psi 4.42 psi 4.42 psi 4.42 psi 82.16 psi 0.05 0.00 +1.20D+0.50Lr+1.60L+1.60H 6.55 psi 6.55 psi 6.55 psi 6.55 psi 6.55 psi 82.16 psi 0.08 0.00 +1.20D+1.60L+0.505+1.60H 6.99 psi 6.99 psi 6.99 psi 6.99 psi 6.99 psi 82.16 psi 0.09 0.00 +1.20D+1.60Lr+0.50L+1.60H 4.65 psi 4.65 psi 4.65 psi 4.65 psi 4.65 psi 82.16 psi 0.06 0.00 +1.20D+1.60Lr+0.50W+1.60H 3.79 psi 3.79 psi 3.79 psi 3.79 psi 3.79 psi 82.16 psi 0.05 0.00 +1.20D+0.50L+1.605+1.60H 6.04 psi 6.04 psi 6.04 psi 6.04 psi 6.04 psi 82.16 psi 0.07 0.00 +1.20D+1.605+0.50W+1.60H 5.18 psi 5.18 psi 5.18 psi 5.18 psi 5.18 psi 82.16 psi 0.06 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 4.65 psi 4.65 psi 4.65 psi 4.65 psi 4.65 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+0.50S+W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+0.20S+E+1.60H 4.83 psi 4.83 psi 4.83 psi 4.83 psi 4.83 psi 82.16 psi 0.06 0.00 +0.90D+W+0.90H 2.84 psi 2.84 psi 2.84 psi 2.84 psi 2.84 psi 82.16 psi 0.03 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com GeneralFile=C:\Users\Dennis1Dropbox\VISTAS--1\VISTAJ-11ENERCA--1\1956.ec6 Footing Software copyright ENERCALC,INC.1983-2018,Build10.18.7.31 ,nv Lic.#:KW _ .. .. .. :., ... � .""r"�"#r .,.` w ,;, ,,... .:: ,..... Engineering,ta ,':'LC�'_.. Description: 60B&D:Footings under ends 5 1/2"x 19 1/2"glulam beam above garage One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 2.84 psi 2.84 psi 2.84 psi 2.84 psi 2.84 psi 82.16 psi 0.03 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 18.64 psi 164.32psi 0.1134 OK +1.20D+0.50Lr+1.60L+1.60H 27.60 psi 164.32psi 0.1679 OK +1.20D+1.60L+0.505+1.60H 29.42 psi 164.32psi 0.1791 OK +1.20D+1.60Lr+0.50L+1.60H 19.61 psi 164.32psi 0.1193 OK +1.20D+1.60Lr+0.50W+1.60H 15.97 psi 164.32psi 0.09721 OK +1.20D+0.50L+1.60S+1.60H 25.45 psi 164.32psi 0.1549 OK +1.20D+1.605+0.50W+1.60H 21.82 psi 164.32psi 0.1328 OK +1.20D+0.50Lr+0.50L+W+1.60H 19.61 psi 164.32 psi 0.1193 OK +1.20D+0.50L+0.50S+W+1.60H 21.43 psi 164.32 psi 0.1304 OK +1.20D+0.50L+0.20S+E+1.60H 20.34 psi 164.32 psi 0.1238 OK +0.90D+W+0.90H 11.98 psi 164.32 psi 0.07291 OK +0.90D+E+0.90H 11.98 psi 164.32 psi 0.07291 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com W rn File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 . Software -.... ,., m , . Ah ; NE?Vista Structural Engin.l0 copyright E 18 7.31 . Description: 60B&D:Header at right side of master bath and 2nd floor community bath CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx I,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 195)L(0 13)S(0.325) 2-2x6 Span=2.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.247. 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 332.39 psi fv:Actual = 38.70 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 6948>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 4211>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0071 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 0.406 0.406 +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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com 3 "1 g File C:1Users\Dennis\Dropbox\VISTAS 11VISTAJ-1\ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983 2018 Build 1018 7.31 Description: 60B&D:Header at right side of master bath and 2nd floor community bath Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+0.750Lr+0.750L+0.450W+H 0.366 0.366 +D+0.750L+0.7505+0.450W+H 0.670 0.670 +D+0.750L+0.7505+0.5250E+H 0.670 0.670 -r0.60D+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA--1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lie.#:I<W-06010523 Licensee:Vista Structural Engineerin. LLC Description: 60B&D:Header at right side of laundry room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp ' 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 195)L(0.13)S(0.325; p c AN 2-2x6 Span=3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.015 in Ratio= 2437>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0148 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.804 0.804 Overall MINimum 0.488 0.488 +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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956 ec6 Wood Beam $ Software copyright 1983-2018, Lica#:KW-06010523 Licensee': Description: 60B&D:Header at right side of laundry room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 0.804 0.804 +D+0.60W+H 0.293 0.293 +D+0.70E+H 0.293 0.293 +D+0.750Lr+0.750L+0.450W+H 0.439 0.439 +D+0.750L+0.750S+0.450W+H 0.804 0.804 +D+0.750L+0.750S+0.5250E+H 0.804 0.804 +0.60D+0.60W+0.60H 0.176 0.176 +0.60D+0.70E+0.60H 0.176 0.176 D Only 0.293 0.293 Lr Only L Only 0.195 0.195 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 ProProject ID:ect Descr:Tuckunder Cottages(60 series) 645-0901 ) g dennis@vistastructural.com W ®Qd Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KW-06010523 Licensee:Vista Structural Engineerin LLCM Description: 60B&D:Header at left side of bedroom#4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-NI 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.195)L(013)S(0.325) 1 2-2x8 6 Span=5.50 ft *1 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.745 1 Maximum Shear Stress Ratio = 0.384 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 925.84 psi fv:Actual = 79.43 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0,750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 905>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+^Defl Location in Span +D+0.750L+0.7505+0.5250E41 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 0.894 0.894 +D+H 0.536 0.536 +D+L+H 0.894 0.894 +D+Lr+H 0.536 0.536 +D+S+H 1.430 1.430 +D+0.750Lr+0.750L+H 0.804 0.804 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com �� 1 Beam File C�NSoftwsers are copyrightnis ENERCALC,INC 1983 2018 RB ild:1018 7.31 . Description: 60B&D:Header at left side of bedroom#4 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.475 1.475 +D+0.60W+H 0.536 0.536 +D+0.70E+H 0.536 0.536 +D+0.750Lr+0.750L+0.450W+H 0.804 0.804 +D+0.750L+0.750S+0.450W+H 1.475 1.475 +D+0.750L+0.750S+0.5250E+H 1.475 1.475 +0.60D+0.60W+0.60H 0.322 0.322 +0.60D+0.70E+0.60H 0.322 0.322 D Only 0.536 0.536 Lr Only L Only 0.358 0.358 S Only 0.894 0.894 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 PrPro ect Descr:Tuect ID: cckkunder Cottages(60 series) 1 g dennis@vistastructural.com File=C1Users\DennislDro box\VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 . ' m Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 KW-08010523. ,, r E. ea € I3 e nsee:Vista Structural Engineerino,LLC Description: 60B&D:Header at left side of stairway on roof framing plan CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx I,600.0ksi Fc-Prll 1,350,0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 195)L(0.13)S(0.325) 2-2x8 Span=4.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.499 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 619.78psi fv:Actual = 61.35 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.033 in Ratio= 1654>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+'Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0326 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 0.731 0.731 +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+H 0.658 0.658 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956 ec6 Wood Beam Software copyright ENERCALC,INC.1983 2018,Build 1018 7.31 Lic.#:KW-06010523 . : ,.. .... _ .;Vista Structural Engineering,LLC Description: 60B&D:Header at left side of stairway on roof framing plan Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.207 1.207 +D+0.60W+H 0.439 0.439 +D+0.70E+H 0.439 0.439 +D+0.750Lr+0.750L+0.450W+H 0.658 0.658 +D+0.750L+0.7505+0.450W+H 1.207 1.207 +D+0.750L+0.750S+0.5250E+H 1.207 1.207 +0.60D-t0.60W+0.60H 0.263 0.263 +0.60D+0.70E+0.60H 0.263 0.263 D Only 0.439 0.439 Lr Only L Only 0.293 0.293 S Only 0.731 0.731 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com _ .. File=C:IUsers\Dennis\Dropbox1VISTAS-1\VISTAJ-11ENERCA-111956.ec6 . Wood €, t'tl .` Software copyright ENERCALC,INC.1983-2018,Build:10.18.7,31 . lit4rICWr.r:ir",s> ,". ._. ., ...::. a �� � ist Structural° '. rin•,GC Description: 60B&D:beam at right side of kitchen CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx I,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.195)1.10.13)S(0.325) a a D(0.10+1(0.44) • C 6 — -9 - d901 - 9 —9 I f `i 2-2x8 Span=3 50 tt Applied Loads Service loads entered.Load Factors will be applied for calculations. 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 SUMMARY........ Desi•n OK Maximum Bending Stress Ratio = 0.657. 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 709.56psi fv:Actual = 80.46 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 1689>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+1-1 1 0.0249 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.953 1.953 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.com �� � File C\Users\Dennis\Dropbox\VISTAS--1\VISTAJ-1\ENERCA-1\1956ec6 . Beam Software copyright ENERCALC,INC 1983 2018,Build:1018 7 31 . Description: 60B&D:beam at right side of kitchen Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.569 0.569 +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 +0+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.750S+0.450W+H 1.953 1.953 +D+0.750L+0.750S+0.5250E+H 1.953 1.953 +0.60D+0.60W+0.60H 0.467 0.467 +0.60D+0.70E+0.60H 0.467 0.467 D Only 0.779 0.779 Lr Only L Only 0.998 0.998 S Only 0.569 0.569 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com .. . Filesers ennis ro ox TA 1VISTAJ 11ENERCA-111956. .36 .f ( mSoftwarecopyrightBuil1018731 . e . 0601- .` *, ' - ; , "idn ee V1S wal..En' Description: 60B&D:beam at right side of powder room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D0.195)L(0.1318(0.3251 ° d D().165)L(0 44) 4 s t e Q Q09) • e U.-- 4 -- q --, I I 2-2x8 ,, Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1,0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY ...._ 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.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 1689>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E41 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 Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Woodearrt File=C:\Users\Dennis\Dropbox\VISTAS--1\VISTAJ-11ENERCA-111956.ec6 Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.7.31 Description: 60B&D:beam at right side of powder room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.569 0.569 +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+H 1.527 1.527 +D+0.750L+0.7505+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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com W �Od Beam =C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956 ec6 . Software copyright ENERCALC,INC.1983-2018,Build:1018 7 31 Lic.#:KW-06010523 Licensee:Vista Structural Engi Description: 60B&D:HEADER at right side of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900 psi Ebend-xx 1600ksi Fc-Pill 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.536 L(1.43) D(0.195)D(0.160. L( .44.325) s : e- _ _pp ) 4 ) e 1 A 2-2x8 Ati. r Span=2.50 ft •, Applied Loads 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--»2.50 ft, Tributary Width=11.0 ft Point Load: D=0.5360, L=1.430 k @ 2.50 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.334 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 360.29 psi fv:Actual = 45.12 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.250ft 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 0.003 in Ratio= 9075>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.006 in Ratio= 4654>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0064 1.259 0.0000 0.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Bearn File=C:1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC 1983-2018,Build 1018 7 31 Lic.#:KW ,,; $ .: LicenseeVistal � ing; y Description: 60B&D:HEADER at right side of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.389 3.229 Overall MINimum 0.406 0.406 +D+H 0.550 1.086 +D+L+H 1.263 3.229 +D+Lr+H 0.550 1.086 +D+S+H 0.956 1.492 +D+0.750Lr+0.750L+H 1.084 2.693 +D+0.750L+0.750S+H 1.389 2.998 +D+0.60W+H 0.550 1.086 +D+0.70E+H 0.550 1.086 +D+0.750Lr+0.750L+0.450W+H 1.084 2.693 +D+0.750L+0.7505+0.450W+H 1.389 2.998 +D+0.750L+0.7505+0.5250E+i1 1.389 2.998 +0.60D+0.60W+0.60H 0.330 0.652 +0.60D+0.70E+0.60H 0.330 0.652 D Only 0.550 1.086 Lr Only L Only 0.713 2.143 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956.e�6 . Software copyright ENERCALC,INC 1983-2018,Build:1018 7 31 . O. _,: .,: 11 # :., , . : -, . .,tea -... `, :. :_ `,.("� . ,. Description: 60B&D:beam at left side of great room above bumpout CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.536 L(1.43) D(0.195 L(0 13 S(0.325) t D(0.04 (D.06 D(0.165)L(0.44) a ° ° a D(&08) 2-2x12 Soan=4.50 ft Applied Loads 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--»2.250 ft, Tributary Width=11.0 ft Point Load: D=0.5360, L=1.430 k @ 2.250 ft Uniform Load: D=0.020, S=0,0250 ksf, Tributary Width=2.0 ft,(roof above bumpout) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.865 1 Maximum Shear Stress Ratio = 0.499 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 778.21 psi fv:Actual = 89.88 psi FB:Allowable = 900.00psi 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 2189>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0247 2.234 0.0000 0.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com "` File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Wood Software copyright ENERCALC,INC 1983 2018 Build 1018 731 Description: 60B&D:beam at left side of great room above bumpout Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.201 2.644 Overall MINimum 0.844 0.844 +D+H 1.255 1.070 +D+L+H 3.005 2.325 +D+Lr+H 1.255 1.070 +D+S+H 2.099 1.913 +D+0.750Lr+0.750L+H 2.568 2.011 +D+0.750L+0.7505+H 3.201 2.644 +D+0.60W+H 1.255 1.070 +D+0.70E+H 1.255 1.070 +D+0.750Lr+0.750L+0.450W+H 2.568 2.011 +D+0.750L+0.7505+0.450W+H 3.201 2.644 +D+0.750L+0.7505+0.5250E41 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 1 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-111956 f c6 Software copyright ENERCALC,INC.1983-2018 Build:1018 7 31 . Lic.#:KW-06010523 Licensee:Vista Structural Engineerin, Description: 60B&D:beam at back left of great room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi 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 13(0.195)L(0.13)8(0.325) d o 0(0108)) a a Y 2-2x6 �y rrT1T ,4}}/ Span=3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) ,,DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.773 1 Maximum Shear Stress Ratio = 0.53$ : 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 I 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 = 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 1172>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0307 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.672 1.672 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com . EY! File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 Software copyright ENERCALC,INC 1983-2018,Build:1018 7.31 KW-0601052a' ,,. . EAciista- true ura ng neer.... Description: 60B&D:beam at back left of great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.488 0.488 +D+H 0.666 0.666 +D+L+H 1.521 1.521 +D+Lr+H 0.666 0.666 +D+S+H 1.153 1.153 +D+0.750Lr+0.750L+H 1.307 1.307 +D+0.750L+0.750S+H 1.672 1.672 +D+0.60W+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+0.7505+0.450W+H 1.672 1.672 +D+0.750L+0.750S+0.5250E+H 1.672 1.672 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0.399 0.399 D Only 0.666 0.666 Lr Only L Only 0.855 0.855 S Only 0.488 0.488 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-111956ec6 - ood Ream Software copyright ENERCALC,INC 1983-2018,Build:1018.7.31 .. s2 . .._ __. .. Licensee:Vista Structural Engineerin., Description: 60B&D:beam at front left of bonus room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 195)Lt0.13 f 5(0 325) a Di0 ids)L(8.44} e e D(c e t 2-2x8 :41 Span=3.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.080, Tributary Width=1.0 ft,(wall dead load) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.657. 1 Maximum Shear Stress Ratio = 0447 : 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 = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.900 ft Span#where maximum occurs = Span it 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3307>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 1689>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0249 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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam File=C.\Users\Dennis\Dro box\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 . Software copyright ENERCALC,INC 1983 2018,Build 1018 7 31 Lie. :KW-06010523r + Description: 60B&D:beam at front left of bonus room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.569 0.569 +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+0.7505+H 1.953 1.953 +0+0.60W+H 0.779 0.779 +D+0.70E+H 0.779 0.779 +D+0.750Lr+0.750L+0.450W+H 1.527 1.527 +D+0.750L+0.7505+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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com W ��d BeamFile=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ--1\ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KW-06010523 a °-°• _ w =_ - Licensee:Vista Structural Engineering,LLC Description: 60B&D:beam at front of great room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 03)L(0.04810_05)8 . t5(a b7S)-C(b-2} 6 s tr D(0 0 ) � I 2-2x8 Span=50tt Applied Loads 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, Tributary Width=5.0 ft Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=2.0 ft,(roof load) DESIGN SUMMARY 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 = 577.88psi fv:Actual = 53.01 psi FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 2939>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.038 in Ratio= 1596>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0376 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.013 1.013 Overall MINimum 0.125 0.125 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam Ale=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018 7.31 Lic.#: KW-06010523 £. if Description: 60B&D:beam at front of great room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +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+0.7505+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+0.7505+0.450W+H 0.969 0.969 +D+0.750L+0.7505+0.5250E41 0.969 0.969 +0.60D+0.60W+0.60H 0.278 0.278 +0.60D+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\UDrop box box\VISTAS-1\VISTAJ-1\ENERCA 111956eWood Bearnc6 Software copyright ENERCALC,INC 1983-2018 Build.1018 7.31 . Description: 60B&D:beam at front of entry CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling togj: lig L(0.066S(0.15) ° D(0.045i Li0.12) C , _ 2-2x6 Span=350ft Applied Loads 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, Tributary Width=3.0 ft Uniform Load D=0.0150, L=0.010. S=0.0250 ksf, Tributary Width=6.0 ft,(roof load) DESIGN SUMMARY.___.... Design OK Maximum Bending Stress Ratio = 0.418 1 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 561.88psi fv:Actual = 54.78i p`' FB:Allowable = 1,345.50psi Fv:Allowable = 207,00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 1779>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E41 1 0.0236 1.763 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.809 0.809 Overall MINimum 0.263 0.263 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Wood ' r rt5 hw Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.7.31 Lic.#. KW-060''t :. .,;:u.., . .. 1Vista Structural Engineering,LLC Description: 60B&D:beam at front of entry Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +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+0.7505+0.450W+H 0.809 0.809 +D+0.750L+0.7505+0.5250E+H 0.809 0.809 +0.60D+0.60W+0.60H 0.226 0.226 +0.60D+0.70E+0.60H 0.226 0.226 D Only 0.376 0.376 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project 1956 (971)645-0901 Project Descr:Tckunder Cottages(60 series) dennis@vistastructural.com File=C1Use� en Dropb VIST S-1VISTAJ ENERCA-11195$e c6 Software copyrightENERCALC,INC1983-2018,Bui-101731 mkt Description: BOB.beam at left side of front porch CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0525)L(0.035)S(0.0875) 1 4x10 Span=15.250 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.812 1 Maximum Shear Stress Ratio = 0.223 : Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,009.07 psi fv:Actual = 46.17P si FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+0,750L+0.7505+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.625ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.290 in Ratio= 631>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.478 in Ratio= 382>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4785 7.681 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.101 1.101 Overall MINimum 0.667 0.667 +D+H 0.400 0.400 +D+L+H 0.667 0.667 +D+Lr+H 0.400 0.400 +D+S+H 1.068 1.068 +D+0.750Lr+0.750L+H 0.600 0.600 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-111956ec6 . Software copyright ENERCALC,�pINC.1983 2018 Build-10 18 7.31 P: 5' W r 060 , ri&`.s t mew x.;, X 'St : d :,.<,. gnee..,. x Description: 60B:beam at left side of front porch Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 1.101 1.101 +D+0.60W+H 0.400 0.400 +D+0.70E+H 0.400 0.400 +D+0.750Lr+0.750L+0.450W+H 0.600 0.600 +D+0.750L+0.7505+0.450W+H 1.101 1.101 +D+0.750L+0.7505+0.5250E+H 1.101 1.101 +0.60D+0.60W+0.60H 0.240 0.240 +0.60D+0.70E+0.60H 0.240 0.240 D Only 0.400 0.400 Lr Only L Only 0.267 0.267 S Only 0.667 0.667 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ--1\ENERCA--1\1956.ec6 . Wood ern Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . 1:, <... ._• O iF ' Licensee:Vista Structural Engineerin•,LLC Description: 60B&D:beam at left side of dining room CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.195)L(0.13)S(0.325) a ' D(0.1651 L(0.44) } 4x10 rTi'R1 Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0,0150, L=0.040 ksf, Tributary Width=11.0 ft,(floor) Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=13.0 ft,(roof load) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.939 1 Maximum Shear Stress Ratio = 0.539 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,013,77psi fv:Actual = 96.97 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 = 3.000ft 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 0.045 in Ratio= 1590>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.082 in Ratio= 873>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.0825 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.115 3.115 Overall MINimum 0.975 0.975 +D+H 1.101 1.101 +D+L+H 2.811 2.811 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com ill File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA--111956.ec6 II 0 ud Bea Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 kiN4,010523,,. °� Strettural Engineering, E Description: 60B&D:beam at left side of dining room Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 1.101 1.101 +D+S+H 2.076 2.076 +D+0.75OLr+0.750L+H 2.384 2.384 +D+0.750L+0.750S+H 3.115 3.115 +D+0.60W+H 1.101 1.101 +D+0.70E+H 1.101 1.101 +D+0.750Lr+0.750L+0.450W+H 2.384 2.384 +D+0.750L+0.7505+0.450W+H 3.115 3.115 +D+0.750L+0.750S+0.5250E+H 3.115 3.115 +0.60D+O.60W+0.60H 0.661 0.661 +0.60D+0.70E+0.60H 0.661 0.661 D Only 1.101 1.101 Lr Only L Only 1.710 1.710 S Only 0.975 0.975 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis 1Dropbox\VISTAS-1\VISTAJ-1\ENERCA--1\1956.ec6 . Wood Bearn Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#: KW-06010523 Licensee:Vista Structural Engineerin.,LLC Description: 60B&D:Flush beam above right side of stair opening in first and second floor systems CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.135)L(0.36) 7 j 4x10 rT � Span=7A ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft DESIGN SUMMARY _.. Design OK Maximum Bending Stress Ratio = 0.675 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 728.94 psi fv:Actual = 62.69 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180,00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 1586>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.073 in Ratio= 1153>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Ovej HMaximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0728 3.526 0.0000 0.000 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 1.260 1.260 +D+H 0.473 0.473 +D+L+H 1.733 1.733 +D+Lr+H 0.473 0.473 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+H 1.418 1.418 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.corn File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956ec6 pearl')i earn Software copyright ENERCALC,INC.1983 2018 Build 1018.7.31 :KW-06010523 ; , «.. .. ,... .::. .-.,... : StructuraFejgfneering, Description: 60B&D:Flush beam above right side of stair opening in first and second floor systems Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 1.418 1.418 +D+0.60W+H 0.473 0.473 +D+0.70E+H 0.473 0.473 +D+0.750Lr+0.750L+0.450W+H 1.418 1.418 +D+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+0.7505+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Bea IA File=C Dennis\DropbEN 7 3 \Users\ VISTAS-11VISTAJ-11ENERCA-1\1956 6 SoftwarecopyrightERCALC,INC 1983-2018 Build:1018. . 1 . ... r..0: ... ',. -Licensee... sta Structural i'ng,LLC Description: 60B&D:Beam supporting rear wall of main floor CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-PrIl 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0jL(0.15)S(0.075) D(0-16) 5.5x16.5 AIN span=2150 ft Applied Loads 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) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.528 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 = 1,167.74psi fv:Actual = 65.41 psi FB:Allowable = 2,209.90psi 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 = 20.166ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.196 in Ratio= 1318>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.573 in Ratio= 450>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 1 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5729 10.828 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.720 4.720 Overall MINimum 0.806 0.806 +D+H 2.906 2.906 +D+L+H 4.518 4.518 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com W File C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956 ec6 O ear Software copyright ENERCALC,INC.1983 2018,Build 1018 7 31 Lic.#:KW-06010523 T-75111.1.,77,14,00.ifieCNista..;4tri.44tal EitOttufering,LLC Description: 60B&D:Beam supporting rear wall of main floor Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 2.906 2.906 +D+S+H 3.712 3.712 +D+0.750Lr+0.750L+H 4.115 4.115 +D+0.750L+0.7505+H 4.720 4.720 +D+0.60W+H 2.906 2.906 +D+0.70E+H 2.906 2.906 +D+0.750Lr+0.750L+0.450W+H 4.115 4.115 +D+0.750L+0.7505+0.450W+H 4.720 4.720 +D+0.750L+0.7505+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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) `deennnis@vistastructural.com File=C:1U Wood Beam Software . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KVV-0601 1 °; : , Licensee:Vista Structural Engineerin.,LLC Description: 60B&D:Header above garage door CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling --- D(0.09)L(0.06)S(0.15) — — I 6x12 Span = 16.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load D=0 0150, L=0.010, S=0.0250 ksf, Tributary Wldth=6.0 ft DESIGN SUMMARY......._. Design OK Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 833.73psi 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>=360 Max Upward Transient Deflection 0,000 in Ratio= 0<360 Max Downward Total Deflection 0.372 in Ratio= 531>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+'Defl Location in Span +D+0.750L+0.7505+0.5250E41 1 0.3722 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.042 2.042 Overall MINimum 1.238 1.238 +D+H 0.743 0.743 +D+L+H 1.238 1.238 +D+Lr+H 0.743 0.743 +D+S+H 1.980 1.980 +D+0.750Lr+0.750L+4'1 1.114 1.114 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com �0d B Fte=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 �!x Software copyright ENERCALC,INC 1983-2018,Build 1018 7.31 W Lic.#:K -06010523 _, ,§ ...., Tib Description: 60B&D:Header above garage door Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +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+0.7505+0.5250E+H 2.042 2.042 +0.60D+0.60W+0.60H 0.446 0.446 +0.60D+0.70E+0.60H 0.446 0.446 D Only 0.743 0.743 Lr Only L Only 0.495 0.495 S Only 1.238 1.238 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C 1Users\Dennis\Dropbox1VISTAS-11VISTAJ-11ENERCA-111956.ec6 . Ma:T ( ` {gym Software copyright ENERCALC,INC1983-2018,Build:10.18.7.31 . k � t��..r � .�. �... _, i'.:..i . Licensee ��taStructuralEn e Description: 60B&D:Beam through middle of crawl space CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.11)L(0.44) As 4x8 Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D-0.010, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY 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>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.125 in Ratio= 624>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1249 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.788 1.788 Overall MINimum 1.430 1.430 +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 Vista Structural Engineering,LLC Project Title: Plans 60A,B.D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA-1\1956.ec6 Ream f� Software copyright ENERCALC,INC 1983-2018,Build 1018 7.31 Description: 60B&D:Beam through middle of crawl space Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 1.430 1.430 +D+0.60W+H 0.358 0.358 +D+0.70E+H 0.358 0.358 +D+0.750Lr+0.750L+0.450W+H 1.430 1.430 +D+0.750L+0.7505+0.450W+H 1.430 1.430 +D+0.750L+0.7505+0.5250E+H 1.430 1.430 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.358 0.358 Lr Only L Only 1.430 1.430 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com W ��d Brant File=C:\Users\Dennis1Dropbox\VISTAS--1\VISTAJ-11ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: 60D:Header at front of master bedroom CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625,0 psi Wood Grade :No.2 Fv 180,0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling _ D(0.075)L(0�05)S(0.125) 2-2x8 j 01 Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.010, S=0.0250 ksf, Tributary Width=5.0 ft DESIGN SUMMARY : Design OK Maximum Bending Stress Ratio = 0.400 1 Maximum Shear Stress Ratio = 0,183 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 497.35 psi fv:Actual = 37.79 psi FB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio= 2354>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 1426>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall,Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505+0.5250E41 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 0.406 0.406 +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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beat t File=C:\Users\Dennis\Dropbox\VISTAS-1IVI STAJ-1\ENERCA--1\1956.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . 4t-1061-06(1 i _: i. >.,� . • Sze. ems.. : .».. , ,z,, Description: 60D:Header at front of master bedroom Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 0.670 0.670 +D+0.60W+H 0.244 0.244 +D+0.70E+H 0.244 0.244 +D+0.750Lr+0.750L+0.450W+H 0.366 0.366 +D+0.750L+0.7505+0.450W+H 0.670 0.670 +D+0.750L+0.750S+0.5250E+H 0.670 0.670 +0.60D+0.60W+0.60H 0.146 0.146 +0.60D+0.70E+0.60H 0.146 0.146 D Only 0.244 0.244 Lr Only L Only 0.163 0.163 S Only 0.406 0.406 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General FootingFile=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18 7.31 . Lic.#:KW-06010523 Licensee:Vista Structural Engineerin Description: Plan 60:Footings supporting crawl space posts Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0,30 op Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis SettingsFooting base depth below soil surface = ft % Min SteelBending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Footing Thickness = 10.0 in Pedestal dimensions... x x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in i..! Height = in Rebar Centerline to Edge of Concrete... k, at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis _ 4 Bars z °n"s Number of Bars = 2.0 Reinforcing Bar Size = # 4 co Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a x-x Section Looking to+2 z-z sect,on looka,g to*X #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.660 2.640 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . General i Software copyright ENERCALC,INC 19812018,Build 1018 7 31 Description Plan 60:Footings supporting crawl space posts DESIGN SUMMARY u.', 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/ft 5.461 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 Z Flexure(-X) 0.6270 k-ft/ft 5.461 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 X Flexure(+Z) 0.6270 k-ft/ft 5.461 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1148 X Flexure(-Z) 0.6270 k-ft/ft 5.461 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05330 1-way Shear(+X) 4.379 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05330 1-way Shear(-X) 4.379 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05330 1-way Shear(+Z) 4.379 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.05330 1-way Shear(-Z) 4.379 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1333 2-way Punching 21.896 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,+D+L+H 2.0 n/a 0.0 1.588 1.588 n/a n/a 0.794 X-X,+D+Lr+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,+D+S+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0.647 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0.647 X-X,+D+0.60W+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0.207 X-X,+D+0.70E+H 2.0 n/a 0.0 0.4142 0.4142 n/a n/a 0,207 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0,647 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0,647 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.294 1.294 n/a n/a 0,647 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.2485 0.2485 n/a n/a 0.124 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.2485 0.2485 n/a n/a 0.124 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.588 1.588 0.794 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0,207 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.4142 0.4142 0.207 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.294 1.294 0.647 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.2485 0.2485 0.124 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.2485 0.2485 0.124 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 Stability Ratio Status Footing Has NO Sliding Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com General Footing File=C:\Users1Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-111956.ec6 g Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . tic.# KW-06010523 Licensee:Vista Structural Engineerin. LLC. Description: Plan 60:Footings supporting crawl space posts Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in"2 in^2 in^2 k-ft Status X-X,+1.40D+1.60H 0.1155 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK I 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+0.505+1.60H 0.6270 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60L+0.505+1.60H 0.6270 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0990 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2640 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.2640 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.07425 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+W+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.07425 +Z Bottom 0.216 Min Temp% 0.2667 5.461 OK X-X,+0.90D+E+0.90H 0.07425 -Z Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.40D+1.60H 0.1155 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK 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 Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6270 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6270 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0990 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2640 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+W+0,90H 0.07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.07425 -X Bottom 0.216 Min Temp% 0.2667 5.461 OK Z-Z,+0.90D+E+0.90H 0.07425 +X Bottom 0.216 Min Temp% 0.2667 5.461 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.81 psi 0.81 psi 0.81 psi 0.81 psi 0.81 psi 82.16 psi 0.01 0.00 +1.20D+0.50Lr+1.60L+1.60H 4.38 psi 4.38 psi 4.38 psi 4.38 psi 4.38 psi 82.16 psi 0.05 0.00 +1.20D+1.60L+0.50S+1.60H 4.38 psi 4.38 psi 4.38 psi 4.38 psi 4.38 psi 82.16 psi 0.05 0.00 +1.20D+1.60Lr+0.50L+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.69 psi 0.69 psi 0.69 psi 0.69 psi 0.69 psi 82.16 psi 0.01 0.00 +1.20D+0.50L+1.60S+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +1.20D+1.605+0.50W+1.60H 0.69 psi 0.69 psi 0.69 psi 0.69 psi 0.69 psi 82.16 psi 0.01 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.50S+W+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.20S+E+1.60H 1.84 psi 1.84 psi 1.84 psi 1.84 psi 1.84 psi 82.16 psi 0.02 0.00 +0.90D+W+0.90H 0.52 psi 0.52 psi 0.52 psi 0.52 psi 0.52 psi 82.16 psi 0.01 0.00 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C 1Users1Dennis1Dropbox\VISTAS 1\VISTAJ-11ENERCA-111956 ec6 Gerieral Footing Software copyright ENERCALC,INC 1983-2018,Build•1018 7.31 ctural Engineering; t . Description: Plan 60:Footings supporting crawl space posts One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.900+E+0.90H 0.52 psi 0.52 psi 0.52 psi 0.52 psi 0.52 psi 82.16 psi 0.01 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 4.03 psi 164.32psi 0.02455 OK +1.20D+0.50Lr+1.60L+1.60H 21.90 psi 164.32 psi 0.1333 OK +1.20D+1.60L+0.505+1.60H 21.90 psi 164.32 psi 0.1333 OK +1.20D+1.60Lr+0.50L+1.60H 9.22 psi 164.32 psi 0.05611 OK +1.20D+1.60Lr+0.50W+1.60H 3.46 psi 164.32 psi 0.02104 OK +1.20D+0.50L+1.605+1.60H 9.22 psi 164.32 psi 0.05611 OK +1.20D+1.60S+0.50W+1.60H 3.46 psi 164.32 psi 0.02104 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.22 psi 164.32 psi 0.05611 OK +1.20D+0.50L+0.50S+W+1.60H 9.22 psi 164.32psi 0.05611 OK +1.20D+0.50L+0.20S+E+1.60H 9.22 psi 164.32psi 0.05611 OK +0.900+W+0.90H 2.59 psi 164.32psi 0.01578 OK +0.90D+E+0.90H 2.59 psi 164.32psi 0.01578 OK Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File Misers Dropbox\VISTAS-11VISTAJ-11ENERCA--111956 f.c6 . Cantilevered Retainl l Wall Software copyright ENERCALC,INC 1983-2018 Build 10.18 7 31 . t. Description: Plan 60:6'retaining wall with seismic load applied(note:allowable sliding FS=1.1 due to application of seismic load) Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC.2012, Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. 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 = 216.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity • = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.42 Ratio<1.5! Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,267 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 10.53 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 2,760 psf OK fb/FB+fa/Fa = 0.653 Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Total Force @ Section lbs= 1,051.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 2,396.0 ACI Factored @ Toe = 3,554 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 0 psf Shear Actual psi= 14.0 Footing Shear @ Toe = 1.7 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 20.3 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 875.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 890.8 lbs Concrete Data Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 65.9 lbs NG y psi= 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com r # File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . _ i_ : s_d :;v i z.„: =.all Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.7.31 . ,' f , 6d1O ' r' ,, Licensee':Vidt*Stiudural Engipeerft,MX 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 Heel Heel Width = 2.75 Factored Pressure = 3,554 0 psf Total Footing Width = 3.33 Mu':Upward = 554 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 48 1,901 ft-lb Mu: Design = 506 1,901 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.69 20.28 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S'Fr Heel: #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 ResistinglOverturning 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 ProProtect ID:ect Descr:T95cgkunder Cottages(60 (971)645-0901 5series) dennis@vistastructural.com Cantilevered R �tf7lt i File=C\Users1 Dennis\Dropbox\VISTAS-1\VISTAJ--11ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983-2018,Build:10.18.7 31 . 0 , -----'4"-!'''''" a Description: Plan 60:6'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Back of W Above/Below 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 = 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 Soil Pressure Toe = 1,754 psf OK fb/FBDesign Data = .441 Pressure @ Heel = 129 sf OK +falFa = a5.8 Allowable = 2,000 psf Total Force @ Section lbs= 835.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 1,618.4 ACI Factored @ Toe = 2,298 psf Moment Allowable ft-I= 3,671.3 ACI Factored @ Heel = 169 psf Shear Actual psi= 11.1 Footing Shear @ Toe = 10.5 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 10.5 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 Lateral Sliding Force = 659.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 354.2 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 656.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com I1� File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA 1\1 956 ec6 Cantilevered l l Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 . u: .* 6010523 rr r te. riq 6 't x gl is Description: Plan 60:6'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Ism Heel Heel Width = 1.75 Factored Pressure = 2,298 169 psf Total Footing Width = 2.75 Mu':Upward = 1,020 0 ft-lb Footing Thickness = 10.00 in Mu':Downward = 141 514 ft-lb Mu: Design = 879 514 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 10.55 10.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = #4 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S"Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 655.4 2.21 1,447.4 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 ResistinglOverturning Ratio = 2.05 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,589.2 lbs Vert.Component = Total= 1,874.2 lbs R.M.= 3,086.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Ca 1 i 1 G'P£C� RetainingWall Software . . ` •E ,w a . .,; - p r' Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lit:#i 601 ... x' ; �; -. .,; � w: Vista Structural Engineering,LLC Description Plan 60:4'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs • Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 3.10 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 275.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.69 OK Wall Material Above"Hf' = Concrete Sliding = 1.15 OK 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 Soil Pressure Toe = 1,757 psf OK fb/FBDesign Data .182 Soil Pressure @ Heel = 179 sf OK Total +falFa = o5 8 Allowable = 2,000 psf Total Force @ Section lbs= 355.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 448.2 ACI Factored @ Toe = 2,368 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 241 psf Shear Actual psi= 4.7 Footing Shear @ Toe = 1.4 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 315.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 420.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 111.8 lbs NG y psi= 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Cantilevered , ) t° ) E91I33 File C:1Users1Dennis 1Dropbox1VISTAS11VISTAJ-11ENERCA-111956ec6 Software copyright ENERCALC,INC 1983 2018 Build 1018 7 31 Lie.#:' W-06010523 .,.. ,„ -.'.%%-:,;,. I }go 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 fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 315.7 O.T.M. = 481.7 Footing Weight = 225.0 1.00 225.0 Resisting/Overturning Ratio = 2.69 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,935.8 lbs Vert.Component = Total= 1,220.8 lbs R.M.= 1,295.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com a File=C\Users1Dennis 1Dropbox\VISTAS--1\VISTA) 11ENERCA--1\1956 ec6 Cantilevered d Retaining Wall Software copyright ENERCALCINC 1983-2018,Build:1018731 . =060105231'1 1 .: w11 ' see Vista Structtal gad Maeda'. 1 Description: Plan 60:4'retaining wall with seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530.11,IBC 2012, Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 96.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 2.90 ft Footing Width = 0.00 ft -Surcharge Over Toe = 0.0 psf ...Height to Bottom = 1.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil Axial Dead Load = 275.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Sliding = 0.88 OK 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 Soil Pressure @ Toe = 2,256 psf OK Design Data Soil Pressure @ Heel = 0 psf OK /FB+falFa 0.275 Allowable = 3,000 psf Total Force @ Section lbs= 451.81.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 678.6 ACI Factored @ Toe = 3,041 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.0 Footing Shear @ Toe = 1.8 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 6.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force = 411.7 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 420.0 lbs Concrete Data fc Added Force Req'd = 50.0 lbs NG psi= 3,000.0 F ....for 1.5:1 Stability = 255.8 lbs NG y psi= 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com � # �� File=C:\Users1Dennis\Dropbox\VISTAS-1\VISTAJ--11ENERCA-1\1956.ec6 CantileveredSoftware copyright ENERCALC,INC.1983 2018 Build 1018 7.31 . tic.#:KW-0801052�, � N ..-,.. � . .,..,.� _ .,.. . t'e Description: Plan 60:4'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 3,041 0 psf Total Footing Width = 2.00 Mu':Upward = 343 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 17 207 ft-lb Mu: Design = 326 207 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 1.81 6.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 320.8 1.58 508.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.83 229.2 Added Lateral Load = 96.0 3.15 302.4 *Axial Live Load on Stem = 715.0 0.83 595.8 Load @ Stem Above Soil = 8.0 4.50 36.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions = Total = 411.7 0.T.M. = 784.1 Footing Weight = 225.0 1.00 225.0 ResistinglOverturning 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Can ti File C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956ec6j i •Prec€ € `t1: Viall Software copyright ENERCALC,INC 1983-2018 BwId:1018 7 31Lid . .. 40601+' ...... , '''s- .'` ...w..,_, ,,:, : '''*•. ., Licefit , > tru . .,n,9(n . Description: Plan 60:2'retaining wall with seismic load applied . Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 24.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil 0.0 ft Axial Dead Load = 275.0 lbs at Back of Wall = Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.66 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.89 in Rebar Placed at = Edge Soil Pressure Toe = 1,397 psf OK fb/FBDesign Data 34 Soil Pressure @ Heel = 696 sf OK Total +falFa _ 909.8 Allowable = 3,000 psf Total Force @ Section lbs= 99.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 82.7 ACI Factored @ Toe = 1,963 psf Moment Allowable ft-I= 2,465.0 ACI Factored @ Heel = 978 psf Shear Actual psi= 1.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 1.4 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 Lateral Sliding Force 112.2 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 65.6 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 238.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK f c psi= 3,000.0 ....for 1.5:1 Stability = 0.0 lbs OK FY psi= 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com ntt�ey re RetainingFile C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-11ENERCA-111956ec6 Software copyright ENERCALC,INC 1983 2018 Build 1018 7.31 Description: Plan 60:2'retaining wall with seismic load applied Footing Dimensions&Strengths Footing Design Results Toe Width = 0.33 ft Toe Heb Heel Width = 1.00 Factored Pressure = 1,963 978 psf Total Footing Width = 1.33 Mu':Upward = 0 0 ft-lb Footing Thickness = 9.00 in Mu':Downward = 0 19 ft-lb Mu: Design = 83 19 ft-lb Key Width = 12.00 in Actual 1-Way Shear = 0.00 1.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 88.6 0.75 66.4 Soil Over Heel = 55.0 1.17 64.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 275.0 0.67 183.2 Added Lateral Load = 24.0 1.95 46.8 *Axial Live Load on Stem = 715.0 0.67 476.4 Load @ Stem Above Soil = 8.0 2.50 20.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.67 133.3 Earth @ Stem Transitions = Total = 112.2 O.T.M. = 131.1 Footing Weight = 150.0 0.67 100.0 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. Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,1Oregon 97229 ProProject ID:ect Descr:Tuckunder Cottages(60 series)56 9 dennis@vistastructural.com . ' . ,. . , - ., File=C\Users\Dennis\Dropbox\VISTAS-1VISTAJ-11ENERCA-1\956.0c6 . ran "C_ t . " i;; s `ajl Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . tierI0.i . . . . - . . '' , -e:7.i'':'. -:,-.47: ,AtIVisItStoictural Engineerin LL C Description: Plan 60:2'retaining wall without seismic load applied Criteria Soil Data Calculations per ACI 318.11, ACI 530-11,IBC 2012, Retained Height = 1.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.350 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 1.70 ft Footing Width = 0.00 ft • Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.70 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Spread Footing Base Above/Below Soil Axial Dead Load = 275.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 715.0 lbs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.70 OK Wall Material Above"Ht" = Concrete Sliding = 1.96 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 1,395 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 0.49 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,239 psf OK Design Data Soil Pressure @ Heel = 854 psf OK /FB+falFa = 0.022 Allowable = 2,000 psf Total Force @ Section lbs= 75.8 Soil Pressure Less Than Allowable Moment....Actual ft-I= 53.9 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 Hook embed into footing in= 6.00 less 100%Passive Force = - 65.6 lbs less 100%Friction Force = - 238.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi= 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:1Users\Dennis\Dro box\VISTAS-11VISTAJ-11ENERCA-111956.ec6 . Cantilevered i1 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 ray ?� gy . Lie. IfVC= :�� tf6010a'�23r. .._. ,.� m. '-:'-i,:t .:.' N5 ,his d nuraEngineering,L.L.0 e.. Description: Plan 60:2'retaining wall without seismic load applied Footing Dimensions&Strengths Footing Design Results 1 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 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<5*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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined �t7®ivl n File=C:1Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956 ec6 . ,_ Software copyright ENERCALC,INC 19832018 Build:1018 7 31 . Lic.#:KW-06010523 ""' � f � Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information 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 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1:1 Shear: 0.75 Min.Sliding Safety Factor 1:1 Soil Information Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive SlidingResistance 250 pcf Increases based on footing Depth.... Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user .) Dimensions&Reinforcing Distance Left of Column#1 = 1 ft Pedestal dimensions... As As Between Columns = 9.50ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 14.0 ft Col#1 Col#2 Bottom Bars 3 4 0.60 0.3888 inA2 Total Footing Length = 24.50 ft Sq.Dim. = 12 12 in Top Bars 3 4 0.60 0.3888102 Height = in Bars Btwn Cols Footing Width = 1.50ft Bottom Bars 5.0 4 1.0 0.810 inA2 Footing Thickness = 12.0 in Top Bars 5.0 4 1.0 0.3888102 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.8215 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.3888 inA2 Applied Loads 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 - 24._6. 246 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Co � � Footing File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA 1\1956.ec6 Software copyright ENERCALC,INC 1983 2018,Build 1018 7,31 Lit,. 4N= a - '' r +`"" Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 2.043 Overturning 54.239 k-ft 110.797 k-ft +0.60D+0.60W+0.60H PASS 1.257 Sliding 2.012 k 2.530 k +0.60D+0.60W+0.60H PASS 3.927 Uplift 2.222 k 8.727 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.2991 Soil Bearing 0.4487 ksf 1.50 ksf +D+0.60W+H PASS 0.2329 1-way Shear-Col#1 19.138 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1767 1-way Shear-Col#2 14.518 psi 82.158 psi +0.90D+W+0.90H PASS 0.02508 2-way Punching-Col#1 4.121 psi 164.317 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.02935 2-way Punching-Col#2 4.822 psi 164.317 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.01148 Flexure-Left of Col#1-Top -0.1806 k-ft 15.729 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.05147 Flexure-Between Cols-Top -1.322 k-ft 25.693 k-ft +1.40D+1.60H PASS 0.7830 Flexure-Between Cols-Bottom 20.118 k-ft 25.693 k-ft +0.90D+W+0.90H PASS 0.05170 Flexure-Right of Col#2-Top -1.328 k-ft 25.693 k-ft +1.40D+1.60H PASS 0.8290 Flexure-Right of Col#2-Bottom 21.298 k-ft 25.693 k-ft +0.90D+W+0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+L+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+Lr+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+S+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750Lr+0.750L+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750L+0.750S+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.60W+H 10.84 k 2.133 ft 0.14 ksf 0.45 ksf 1.50 ksf 0.299 +D+0.70E+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +D+0.750Lr+0.750L+0.450W+H 10.84 k 1.600 ft 0.18 ksf 0.41 ksf 1.50 ksf 0.274 +D+0.750L+3.750S+0.450W+H 10.84 k 1.600 ft 0.18 ksf 0.41 ksf 1.50 ksf 0.274 +D+0.750L+0.7505+0.5250E+H 10.84 k -0.000 ft 0.30 ksf 0.30 ksf 1.50 ksf 0.197 +0.60D+0.60W+0.60H 6.50 k 3.555 ft 0.02 ksf 0.33 ksf 1.50 ksf 0.220 +0.60D+0.70E+0.60H 6.50 k -0.000 ft 0.18 ksf 0.18 ksf 1.50 ksf 0.118 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H - 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+1-1 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.7505+H 0.00 0.00 . 999.000 0.00 0.00 999.000 +D+0.60W+H 2.22 158.15 71.163 54.24 163.92 3.022 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 1.67 151.82 91.082 40.68 156.14 3.838 +D+0.750L+0.7505+0.450W+H 1.67 151.82 91.082 40.68 156.14 3.838 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 2.22 105.03 47.260 54.24 110.80 2.043 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.36 psi 1.30 psi 164.32 psi 0.06 psi 0.06 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 10.15 psi 7.24 psi 164.32 psi 2.09 psi 2.44 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined Footing File=C:IUsers\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA--111956.ec6 . 9 Software copyright ENERCALC,INC 1983-2018,Build:1018 7 31 Lic.#:KW-06010523 Licensee:Vista Stru.ct ' ..a a ,L Description: Plans 60A,B,D:Footing at shear wall line 3,adjacent to garage One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+0.50L+1.605+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 10.15 psi 7.24 psi 164.32 psi 2.09 psi 2.44 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 19.14 psi 14.51 psi 164.32 psi 4.12psi 4.82 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 19.14 psi 14.51 psi 164.32 psi 4.12psi 4.82 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 1.16 psi 1.12 psi 164.32 psi 0.05 psi 0.05 psi +0.90D+W+0.90H 82.16 psi 18.85 psi 14.52 psi 164.32 psi 4.11 psi 4.81 psi +0.90D+E+0.90H 82.16 psi 0.87 psi 0.84 psi 164.32 psi 0.04 psi 0.04 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined �� � � �� File=C;Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 „� 4 a „amu _ Software copyright ENERCALC,INC.1983-2018,Build 1018 7.31 LAC.#:kW-06010523 Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information 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 43, :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1: 1 Shear: 0.75 Min.Sliding Safety Factor 1: 1 Soil Information Allowable Soil Bearing 3.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Soil Passive SlidingResistance 250.0pcf Increases based on footing Depth.... Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface”for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 1.0 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions&Reinforcing Distance Left of Column#1 = 1.0 ft Pedestal dimensions... As As Between Columns = 9.50 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 12.50 ft Col#1 Col#2 Bottom Bars 3 4 0.60 0.4860 inA2 Total Footing Length = 23.0 ft Sq.Dim. = 12 12 in Top Bars 3 4 0.60 0.4860 inA2 Height = in Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 5.0 5 1.550 1.402 inA2 Footing Thickness = 15.0 in Top Bars 5.0 4 1.0 0.4860 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 5 1.550 1.491 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.4860 inA2 Applied Loads _ 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 �. b. 4 ya -" ssfi 1,0: 9`-3' 7743 . 23''0' Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C\Users\Dennis\Dropbox\VISTAS-11VISTAJ--11ENERCA-111956.606 . Combined FootingSoftware copyright ENERCALC INC 1983-2018 Build:1018 7.31 . __. ,.: _.; •ate_. - r '• ,1ry Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.167 Overturning 139.110 k-ft 162.308 k-ft +0.60D+0.60W+0.60H PASS 1.891 Sliding 3.840 k 7.262 k +0.60D+0.60W+0.60H PASS 2.225 Uplift 6.105 k 13.583 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3560 Soil Bearing 1.068 ksf 3.0 ksf +0.60D+0.60W+0.60H PASS 0.5138 1-way Shear-Col#1 42.212 psi 82.158 psi +0.90D+W+0.90H PASS 0.4103 1-way Shear-Col#2 33.709 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.04774 2-way Punching-Col#1 7.844 psi 164.317 psi +0.90D+W+0.90H PASS 0.04774 2-way Punching-Col#2 7.844 psi 164.317 psi +0.90D+W+0.90H PASS 0.006951 Flexure-Left of Col#1-Top -0.2178 k-ft 31.341 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.02948 Flexure-Between Cols-Top -1.505 k-ft 51.059 k-ft +1.40D+1.601-1 PASS 0.9127 Flexure-Between Cols-Bottom 69.944 k-ft 76.634 k-ft +0.90D+W+0.90H PASS 0.02951 Flexure-Right of Col#2-Top -1.507 k-ft 51.059 k-ft +1.40D+1.60H PASS 0.9653 Flexure-Right of Col#2-Bottom 73.973 k-ft 76.634 k-ft +0.90D+W+0,90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+L+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+Lr+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+S+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+0.750Lr+0.750L+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+0.750L+0.750S+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+0.60W+H 12.46 k 5.039 ft 0.00 ksf 0.86 ksf 3.00 ksf 0.285 +D+0.70E+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +D+0.750Lr+0.750L+0.450W+H 12.46 k 3.779 ft 0.01 ksf 0.72 ksf 3.00 ksf 0.239 +D+0.750L+0.750S+0.450W+H 12.46 k 3.779 ft 0.01 ksf 0.72 ksf 3.00 ksf 0.239 +D+0.750L+0.750S+0.5250E+H 12.46 k -0.000 ft 0.36 ksf 0.36 ksf 3.00 ksf 0.120 +0.60D+0.60W+0.60H 7.48 k 8.398 ft 0.00 ksf 1.07 ksf 3.00 ksf 0.356 +0.60D+0.70E+0.60H 7.48 k 0.000 ft 0.22 ksf 0.22 ksf 3.00 ksf 0.072 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +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 6.11 212.23 34.763 139.11 219.64 1.579 +D+0.70E+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+0.450W+H 4.58 195.00 42.589 104.33 200.56 1.922 +D+0.750L+0.7505+0.450W+H 4.58 195.00 42.589 104.33 200.56 1.922 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 6.11 154.90 25.372 139.11 162.31 1.167 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.07 psi 1.07 psi 164.32 psi 0.21 psi 0.21 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 18.41 psi 15.72 psi 164.32 psi 3.29 psi 4.14 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined � . File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA--111956.ec6 Footing Software copyright ENERCALC,INC.1983-2018,Build 10.18 7.31 . Lic.#:KW-06010523 r.. ;, ,. .,.. +. °:-L1centee INIst6'Stmeturaleeri Description: Plans 60A,B,D:Footing at shear wall line 4,adjacent to garage One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+0.50L+1.60S+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 18.41 psi 15.72 psi 164.32 psi 3.29 psi 4.14 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 40.58 psi 33.71 psi 164.32 psi 7.51 psi 7.80 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 40.58 psi 33.71 psi 164.32 psi 7.51 psi 7.80 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 0.92 psi 0.92 psi 164.32 psi 0.18psi 0.18 psi +0.90D+W+0.90H 82.16 psi 42.21 psi 27.09 psi 164.32 psi 7.84 psi 7.84 psi +0.90D+E+0.90H 82.16 psi 0.69 psi 0.69 psi 164.32 psi 0.14 psi 0.14 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Proect ID:Project Descr: k Tuckunder Cottages(60 series) (971)645-0901 dennis@vistastructural.com . FileC\UA11836 Combined Footing Software ENERCALC INC 1 08 Build 160 :.KW060 ' Licensee X Description: Plans 60A,B,D:Footing under garage door Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 40.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1: 1 Shear: 0.75 Min.Sliding Safety Factor 1:1 Soil Information Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Increases based on footing Depth.... Soil Passive Sliding Resistance 250.0 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.40 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column#1 = 18.0 ft Pedestal dimensions... As Bars left of Col#1 Count Size# Provided Req'ds Between Columns = 4.0 ft Distance Right of Column#2 = 0.50 ft Col#1 Col#2 Bottom Bars 5.0 4 1.0 0.6093102 Total Footing Length = 22.50 ft Sq.Dim. = 6.0 6.0 in Top Bars 5.0 4 1.0 0.6093102 Height = in Bars Btwn Cols Footing Width = 2,170ft Bottom Bars 5.0 4 1.0 0.7636 inA2 Footing Thickness = 13.0 in Top Bars 5.0 4 1.0 0.7166 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 5.0 4 1.0 0.6093 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 5.0 4 1.0 0.6093 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.90 0.450 1.125 6.862 k Moment(+CW) = k-ft Shear(-FX) = 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 !n: ______..... ....... ---i 6. .11 F. 18 0' 4'.4X 6 22,r - 12�• Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA-1\1956.ec6 Combined Footing Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#`kW8tf80 3 x... ..-. _ '. _ . r ¢ f',.';:-.'Iri- .--ptt--:.,4;-,.. . '.'Licentee:Vista Strtictural Engineering,;LLC Description: Plans 60A,B,D:Footing under garage door DESIGN SUMMARY Design OK '£ Factor of Safety Item Applied Capacity Governing Load Combination PASS 2.071 Overturning 90.578 k-ft 187.602 k-ft +0.60D+0.60W+0.60H PASS 1.767 Sliding 2.148 k 3.796 k +0.60D+0.60W+0.60H PASS 3.316 Uplift 4.117 k 13.653 k +0.60D+0.60W+0.60H Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.2875 Soil Bearing 0.4313 ksf 1.50 ksf +D+0.750L+0.750S+H PASS 0.3162 1-way Shear-Col#1 25.976 psi 82.158 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.3204 1-way Shear-Col#2 26.325 psi 82.158 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.08242 2-way Punching-Col#1 13.543 psi 164.317 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.08351 2-way Punching-Col#2 13.721 psi 164.317 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.7032 Flexure-Left of Col#1-Top -20.461 k-ft 29.096 k-ft +0.90D-W+0.90H PASS 0.7495 Flexure-Left of Col#1-Bottom 21.808 k-ft 29.096 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.7229 Flexure-Between Cols-Top -21.033 k-ft 29.096 k-ft +0.90D-W+0.90H PASS 0.7692 Flexure-Between Cols-Bottom 22.382 k-ft 29.096 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.000713 Flexure-Right of Col#2-Top -0.02076 k-ft 29.096 k-ft +1.20D+0.50Lr+0.50L+W+1.60H 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 I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 15.89 k 0.407 ft 0.29 ksf 0.36 ksf 1.50 ksf 0.241 +D+L+H 16.34 k 0.594 ft 0.28 ksf 0.39 ksf 1.50 ksf 0.258 +D+Lr+H 15.89 k 0.407 ft 0.29 ksf 0.36 ksf 1.50 ksf 0.241 +D+S+H 17.02 k 0.856 ft 0.27 ksf 0.43 ksf 1.50 ksf 0.285 +D+0.750Lr+0.750L+H 16.23 k 0.549 ft 0.28 ksf 0.38 ksf 1.50 ksf 0.254 +D+0.750L+0.750S+H 17.07 k 0.877 ft 0.27 ksf 0.43 ksf 1.50 ksf 0.288 +D+0.60W+H 15.89 k -0.482 ft 0.37 ksf 0.28 ksf 1.50 ksf 0.245 +D+0.70E+H 15.89 k 0.407 ft 0.29 ksf 0.36 ksf 1.50 ksf 0.241 +D+0.750Lr+0.750L+0.450W+H 16.23 k -0.105 ft 0.34 ksf 0.32 ksf 1.50 ksf 0.228 +D+0.750L+0.7505+0.450W+H 17.07 k 0.256 ft 0.33 ksf 0.37 ksf 1.50 ksf 0.249 +D+0.750L+0.7505+0.5250E+H 17.07 k 0.877 ft 0.27 ksf 0.43 ksf 1.50 ksf 0.288 +0.60D+0.60W+0.60H 9.54 k -1.076 ft 0.25 ksf 0.14 ksf 1.50 ksf 0.167 +0.60D+0.70E+0.60H 9.54 k 0.407 ft 0.17 ksf 0.22 ksf 1.50 ksf 0.144 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.40 172.73 431.813 +D+L+H 0.00 0.00 999.000 0.60 174.75 291.250 +D+Lr+H 0.00 0.00 999.000 0.40 172.73 431.813 +D+5+H 0.00 0.00 999.000 0.90 177.79 197.542 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.55 174.24 316.807 +D+0.750L+0.750S+H 0.00 0.00 999.000 0.93 178.04 192.476 +D+0.60W+H 90.58 261.71 2.889 4.79 191.25 39.964 +D+0.70E+H 0.00 0.00 999.000 0.40 172.73 431.813 +D+0.750Lr+0.750L+0.450W+H 67.93 248.83 3.663 3.84 188.14 49.005 +D+0.750L+0.7505+0.450W+H 67.93 264.39 3.892 4.21 191.94 45.545 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.93 178.04 192.476 +0.60D+0.60W+0.60H 90.58 187.60 2.071 4.63 122.16 26.410 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.24 103.64 431.813 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.96 psi 1.11 psi 164.32 psi 1.72 psi 1.84 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.78 psi 1.49 psi 164.32 psi 2.51 psi 2.60 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 3.63 psi 1.92 psi 164.32 psi 3.32 psi 3.40 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 2.03 psi 1.12 psi 164.32 psi 1.79 psi 1.90 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 13.15 psi 13.35 psi 164.32 psi 6.94 psi 7.09 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Proect ID: 15 Project Descr:Tuck (971)645-0901 kunder Cottages(60 series) dennis@vistastructural.com Combined F t File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 . g Software copyright ENERCALC,INC 1983-2018,Build:10.18 7 31 Lic.#:KW-06010523 Licensee:Vista StructuralEngineerin• L Description: Plans 60A,B,D:Footing under garage door One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+1.60Lr-0.50W+1.60H 82.16 psi 10.08 psi 11.43 psi 164.32 psi 4.00 psi 3.93 psi +1.20D+0.50L+1.605+1.60H 82.16 psi 4.76 psi 2.47 psi 164.32 psi 4.38 psi 4.46 psi +1.20D+1.605+0.50W+1.60H 82.16 psi 15.92 psi 14.69 psi 164.32 psi 9.53 psi 9.65 psi +1.20D+1.605-0.50W+1.60H 82.16 psi 7.32 psi 10.09 psi 164.32 psi 1.41 psi 1.37 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 25.11 psi 25.90 psi 164.32 psi 12.73psi 12.92 psi +1.20D+0.50Lr+0.50L-W+1.60H 82.16 psi 21.35 psi 23.66 psi 164.32 psi 9.14psi 9.12 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 25.98 psi 26.33 psi 164.32 psi 13.54psi 13.72 psi +1.20D+0.50L+0.50S-W+1.60H 82.16 psi 20.49 psi 23.24 psi 164.32 psi 8.34 psi 8.32 psi +1.20D+0.50L+0.20S+E+1.60H 82.16 psi 2.37 psi 1.29 psi 164.32 psi 2.12psi 2.22 psi +1.20D+0.50L+0.20S-E+1.60H 82.16 psi 2.37 psi 1.29 psi 164.32 psi 2.12psi 2.22 psi +0.90D+W+0.90H 82.16 psi 24.38 psi 25.50 psi 164.32 psi 12.04psi 12.21 psi +0.90D-W+0.90H 82.16 psi 22.08 psi 24.06 psi 164.32 psi 9.84 psi 9.84 psi +0.90D+E+0.90H 82.16 psi 1.26 psi 0.72 psi 164.32 psi 1.10psi 1.19 psi +0.90D-E+0.90H 82.16 psi 1.26 psi 0.72 psi 164.32 psi 1.10psi 1.19 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com r biaseFooting File=C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-1\ENERCA--1\1956.ec6 COM d Software copyright ENERCALC,INC 1983 2018,Build 1018 7.31 °'e:#'. :13.# ` . ..�+ ...,. w.... .. ,_. . .., ; ' - ''*i-' '' LicrineitC Vista Std ' Description: Plan 60A&D:Footing at front of entry porch Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1: 1 Shear: 0.75 Min.Sliding Safety Factor 1: 1 Soil Information Allowable Soil Bearing 2.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Increases based on footing Depth.... Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 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.) Dimensions at Reinfof'itng Distance Left of Column#1 = 1.50 ft Pedestal dimensions... As As Between Columns = 4.667 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 1.50 ft Col#1 Col#2 Bottom Bars 2.0 4 0.40 0.2303 inA2 Total Footing Length = 7.667 ft Sq.Dim. = 8.0 8.0 in Top Bars 2.0 4 0.40 0.0 inA2 Height = 1.0 1.0 in Bars Btwn Cols Footing Width = 1.333ft Bottom Bars 2.0 4 0.40 0.2303 inA2 Footing Thickness = 8.0 in Top Bars 2.0 4 0.40 0.2303102 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 4.0 in Bottom Bars 2.0 4 0.40 0.2303 inA2 Rebar Center to Concrete Edge @ Bottom = 3.0 in Top Bars 2.0 4 0.40 0.0 in"2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 0.210 0.140 0.350 k Moment(+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = 0.210 0.140 0.350 k Moment(+CW) = k-ft Shear(+X) = k Overburden = . ,'8" ., 4'.1-1:119• 1 I' 4 6 6 la2s1._- _.._. ..,.. .. ....,_... _ .._ ......,,,.,_,,,.._. 214 . ... >. ;44 2414 • T.8.1ft6" rs,;1r . Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Combined Footing File=C:1 Users\Dennis 1Dropbox\VISTAS-11VISTAJ-11ENERCA-111956.ec6 . Software copyright ENERCALC,INC 1983-2018 Build 1018 7 31 . tic.#:KW-06010523 Licensee:Vista Structural gn.Itogerin• Description: Plan 60A&D:Footing at front of entry porch DESIGN SUMMARY _ Design OK Factor of Safety Item Applied Capacity Governing Load Combination 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 Utilization 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 0.05588 1-way Shear-Col#1 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.05588 1-way Shear-Col#2 4.591 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#1 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS 0.01589 2-way Punching-Col#2 2.611 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Left of Col#1-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.05511 Flexure-Between Cols-Top -0.3676 k-ft 6.670 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.01057 Flexure-Between Cols-Bottom 0.08956 k-ft 8.470 k-ft +1.20D+0.50L+1.60S+1.60H PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.01796 Flexure-Right of Col#2-Bottom 0.1522 k-ft 8.470 k-ft +1.20D+0.50L+1.605+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 1.41 k 0.000 ft 0.14 ksf 0.14 ksf 2.00 ksf 0.069 +D+L+H 1.69 k 0.000 ft 0.17 ksf 0.17 ksf 2.00 ksf 0.083 +D+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+0.750S+0.450W+H 2.14 k 0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +D+0.750L+0.7505+0.5250E+H 2.14 k 0.000 ft 0.21 ksf 0.21 ksf 2.00 ksf 0.105 +0.60D+0.60W+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 +0.60D+0.70E+0.60H 0.84 k 0.000 ft 0.08 ksf 0.08 ksf 2.00 ksf 0.041 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+5+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr+0.750L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.7505+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+0.7505+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.60W+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear _ Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 1.54 psi 1.54 psi 164.32 psi 0.87 psi 0.87 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 2.48 psi 2.48 psi 164.32 psi 1.41 psi 1.41 psi +1.20D+1.60L+0.505+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 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com r File C\Users\Dennis IDropbox\VISTAS 1\VISTAJ-11ENERCA-1\1956ec6 Confst11 Footing Software copyright ENERCALCINC 19832018,Build1018731 o t KW- O '$ 3 r : _ 3 ‘: _: ista truc uta dig ring, Description: Plan 60A&D:Footing at front of entry porch One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +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 +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 1.69 psi 1.69 psi 164.32 psi 0.95psi 0.95 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 2.59 psi 2.59 psi 164.32 psi 1.47psi 1.47 psi +1.20D+0.50L+0.205+E+1.60H 82.16 psi 2.05 psi 2.05 psi 164.32 psi 1.16psi 1.16 psi +0.90D+W+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56psi 0.56 psi +0.90D+E+0.90H 82.16 psi 0.99 psi 0.99 psi 164.32 psi 0.56psi 0.56 psi Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C\Users1 Dennis DropboxVISTAS-11VISTAJ-11ENERCA-111956.ec6"f (t Software copyright ENERCALC,INC.1983-2018,Build:10.18.7 31 1W' ,: w . .,. . v ., �. ,,,�t �.., ,: 'Licensee:Vista Structural Engineerin.,LLC Description: Plan 60D:Footing at front wall of great room Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60.0 ksi Calculate Pedestal weight as dead load? Yes Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1:1 Shear: 0.75 Min.Sliding Safety Factor 1:1 Soil Information Allowable Soil Bearing 2.667 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 1.50 ft Increases based on footing Depth.... Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 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.) Dimensions& Reinforcing Distance Left of Column#1 = 1.50 ft Pedestal dimensions... As Bars left of Col#1 Count Size# Provided RAsd Between Columns = 13.50 ft Distance Right of Column#2 = 1.50 ft Col#1 Col#2 Bottom Bars 2.0 4 0.40 0.3888 inA2 Total Footing Length = 16.50 ft Sq.Dim. = 6.0 6.0 in 2.0 4 0.40 0.0 inA2 Height = 1 1 in Bars Btwn Cols Footing Width = 1.50 ft Bottom Bars 2.0 4 0.40 0.3888102 Footing Thickness = 12.0 in Top Bars 2.0 4 0.40 0.3888 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3.0 in Bottom Bars 2.0 4 0.40 0.3888 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 2.0 4 0.40 0.0 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = k Moment(+CW) = 11.90 k-ft Shear(-FX) = k Applied @ Right Column Axial Load Downward = k Moment(+CW) = 11.90 k-ft Shear(+X) = k Overburden = . 1 4' - 13-e. _ +s' , ... to: ■ 0 :to . -4'4'.. t3'.8' _''e', 46'6' , . 164' Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com 5 o Ined .€.J File C\ sers SoftwarecopyyrighttENERCALC,INC 1983-2018,RBuld11`018731 � 1 ' i"., 1 ral Engineering, Description: Plan 60D:Footing at front wall of great room DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.708 Overturning 14.280 k-ft 24.396 k-ft +0.60D+0.60W+0.60H PASS No Sliding Sliding 0.0 k 1.854 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.1514 Soil Bearing 0.4037 ksf 2.667 ksf +D+0.60W+H PASS 0.06665 1-way Shear-Col#1 5.476 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1157 1-way Shear-Col#2 9.502 psi 82.158 psi +0.90D+W+0.90H PASS 0.002553 2-way Punching-Col#1 0.4195 psi 164.317 psi +1.40D+1.60H PASS 0.008603 2-way Punching-Col#2 1.414 psi 164.317 psi +0.90D+W+0.90H PASS 0.01753 Flexure-Left of Col#1-Top -0.2757 k-ft 15.729 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS No Bending Flexure-Left of Col#1-Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.7034 Flexure-Between Cols-Top -11.063 k-ft 15.729 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.7297 Flexure-Between Cols-Bottom 11.478 k-ft 15.729 k-ft +0.90D+W+0.90H PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.03438 Flexure-Right of Col#2-Bottom 0.5408 k-ft 15.729 k-ft +0.90D+W+0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+L+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+Lr+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+S+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+0.750Lr+0.750L+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+0.750L+0.750S+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+0.60W+H 4.80 k 2.978 ft 0.00 ksf 0.40 ksf 2.67 ksf 0.151 +D+0.70E+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +D+0.750Lr+0.750L+0.450W+H 4.80 k 2.233 ft 0.04 ksf 0.35 ksf 2.67 ksf 0.131 +D+0.750L+0.750S+0.450W+H 4.80 k 2.233 ft 0.04 ksf 0.35 ksf 2.67 ksf 0.131 +D+0.750L+0.750S+0.5250E+H 4.80 k 0.000 ft 0.19 ksf 0.19 ksf 2.67 ksf 0.073 +0.60D+0.60W+0.60H 3.36 k 4.253 ft 0.00 ksf 0.37 ksf 2.67 ksf 0.140 +0.60D+0.70E+0.60H 3.36 k 0.000 ft 0.14 ksf 0.14 ksf 2.67 ksf 0.051 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +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 14.28 40.66 2.847 +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 10.71 40.66 3.796 +D+0.750L+0.750S+0.450W+H 0.00 0.00 999.000 10.71 40.66 3.796 +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 14.28 24.40 1.708 +0.600+0.70E+0.60H 0.00 0.00 999.000 0.00 0.00 999.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D+1.60H 82.16 psi 0.11 psi 0.11 psi 164.32 psi 0.42 psi 0.42 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36 psi 0.36 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36 psi 0.36 psi +1.20D+1.60Lr+0.50L+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36 psi 0.36 psi +1.20D+1.60Lr+0.50W+1.60H 82.16 psi 3.36 psi 3.54 psi 164.32 psi 0.06 psi 0.78 psi Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Footing� File C\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-11ENERCA-1\1956ec5 ; tt Software copyright ENERCALC,INC.1983 2018 Build 1018 7.31 . -KW-060' ;: ' ,�$ -- ,,""". ` ' .` Whams*:.Vista Structtural E, r l'! Description: Plan 60D:Footing at front wall of great room One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.20D+0.50L+1.60S+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36psi 0.36 psi +1.20D+1.60S+0.50W+1.60H 82.16 psi 3.36 psi 3.54 psi 164.32 psi 0.06 psi 0.78 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi 5.48 psi 7.58 psi 164.32 psi 0.35psi 1.28 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 5.48 psi 7.58 psi 164.32 psi 0.35 psi 1.28 psi +1.20D+0.50L+0.205+E+1.60H 82.16 psi 0.09 psi 0.09 psi 164.32 psi 0.36 psi 0.36 psi +0.90D+W+0.90H 82.16 psi 4.11 psi 9.50 psi 164.32 psi 0.26psi 1.41 psi +0.90D+E+0.90H 82.16 psi 0.07 psi 0.07 psi 164,32 psi 0.27 psi 0.27 psi Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS 1\VISTAJ-1\ENERCA-1\1956ec6 . Wood Sheer Walt Software copyright ENERCALC INC 1983-2018,Build 1018 7.31 ct fig' .C t# � 'FY." :...,r� ,.:,�:�._ .:� fir,. - R, Description: Shear wall between entry and kitchen General Information Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Total Wall Length 6.0ft Framing&Chord Material: Number of Storys 1 Wood Species: DouglasFir-Larch Story#1 Height 9.0 ft Wood Grade: No.2 Fc-PrIl= 1,350.0 psi Ft-Tension 575.0 psi Fc-Perp= 625.0 psi E 1,600.0 ksi Specific Gravity= ).4999 SDC:Seismic Design Category : D Sheathing Main Sheathing SDPWS 2012 Construction Table: 4.3A Wood Structural Panels,Sheathing,7/16"Thk,1-3/8"Min Pen,8d Nominal Seismic Shear Capacities(plf): 6"Spac. 480 3"Spac. 900 4"Spac. 700 2"Spac. 1170 Nominal Wind Shear Capacities(plf): 6"Spac. 670 3"Spac. 1260 4"Spac. 980 2"Spac. 1640 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 2x4 Chord Cf: Comp: 1.0 Tens: Max.Allow Stress Ratio: 1.0 :1 Chord Area= 5.250 in^2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening a> Left Edge Width Bottom Height ft ft ft ft ft ft ft ft ft ft ft PS Vista Structural Engineering,LLC Project Title: Plans 6OA,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) d en n i s @vistastru ctu ral.com Wood Shear ii File=C:\Users1Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-111956ec6 . Software copyright ENERCALC,INC.1983-2018 Build:1018 7 31 Lic.#:KW-06010523 Licensee:VistaStructurat Engin ce rt' Description: Shear wall between entry and kitchen Applied Concentrated Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Roof Live Live Snow Wind Seismic 9.0 7.175 Shear Panel Summary Panel Level Max Shear #Sides Shear Summary&Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force #Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status Chord Naming Information:C:Item is a Chord L:Followed by level number #:Followed by chord number from left to right WL:Indicates Chord is on left edge of wall WR:Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist.Left 7.50 ft fc 3.0 ksi Rebar Cover 3.0 in Wall Length 6.0 ft Fy 40.0 ksi Footing Thickness 12.0 in Dist.Right 7.50 ft Width 2.Oft Total Ftg Length 0.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 0.0 psf @ Left Side of Footing 0.0 psf ....governing load comb 0.0 ....governing load comb 0.0 @ Right Side of Footing 0.0 psf @ Right Side of Footing 0.0 psf ....governing load comb 0.0 ....governing load comb 0.0 Footing One-Way Shear Check... Overturning Stability... (a?Left End of Ftg (o?Right End of Ftq vu @ Left End of Footing 0.0 psi Overturning Moment 0.0 k-ft 0.0 k-ft vu @ Right End of Footing 0.0 psi Resisting Moment 0.0 k-ft 0.0 k-ft vn"phi:Allowable 93.113 psi Stability Ratio 999,999 :1 999,999:1 ....governing load comb 0.0 0.0 Footing Bending Design... @ Left End @ Right End Mu 0.0 k-ft 0.0 k-ft Ru 0.0 psi 0.0 psi As%Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0.3888 inA2 0.3888 inA2 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File C. Dropbox\VISTAS \VISTAJ-1\ENERCA-11956ec6 . = t t copyright ENERCALC,INC 1983 2018 Build 1018 7 31 \ sers enms Software - 601Q . E.,:. . . ,, _neeCr.-yistaSitectural Engineering, Description: Deck support beam(worst case-18'(10'deck) 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+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0550)L(0,220) __ 4x8 4x8 Span=1.0 ft.1. Span=8.0 ft 14 Applied Loads 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 DESIGN SUMMARY 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 = 1.000ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.123 in Ratio= 780>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.154 in Ratio= 624>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0590 0.000 +D+L+H 2 0.1537 4.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.392 1.083 Overall MINimum 1.114 0.866 +D+H 0.278 0.217 +D+L+H 1.392 1.083 +D+Lr+H 0.278 0.217 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) den nis@vistastructu ral.com oog$ 111 W File=C:1Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-111956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Lie.#: KW-06010523 Licensee:Vista Structural Engineerin•,LLC Description: Deck support beam(worst case-18'x10'deck) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S+H 0.278 0.217 +D+0.750Lr+0.750L+H 1.114 0.866 +D+0.750L+0.750S+H 1.114 0.866 +D+0.60W+H 0.278 0:217 +D+0.70E+H 0.278 0.217 +D+0.750Lr+0.750L+0.450W+H 1.114 0.866 +D+0.750L+0.7505+0.450W+H 1.114 0.866 +D+0.750L+0.7505+0.5250E+4-j 1.114 0.866 +0.60D+0.60W+0.60H 0.167 0.130 +0.60D+0.70E+0.60H 0.167 0.130 D Only 0.278 0.217 Lr Only L Only 1.114 0.866 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . '',Metirtseiit 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+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.06)L(0.24) D(0.t1)L(0.04) " h pp 011140.04) 2-2x8 2-2x8 Span=9.0ft Span=.1.0ft y.. Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft Uniform Load: D=0.010, L=0.040 ksf,Extent=3.50-->>6.50 ft, Tributary Width=6.0 ft Load for Span Number 2 Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design 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 = 8.397ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.172 in Ratio= 628>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.215 in Ratio= 502>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2148 4.626 0.0000 0.000 2 0.0000 4.626 +D+L+H -0.0745 1.000 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Bearn File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1956.ec6 Software copyright ENERCALC,INC.1983-2018 Build:10.18.7.31 . Lic.#:KW-06010523 Licensee:Vista Structural Eng 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 0.498 0.622 +D+H 0.124 0.156 +D+L+H 0.622 0.778 +D+Lr+H 0.124 0.156 +0+S+H 0.124 0.156 +D+0.750Lr+0.750L+H 0.498 0.622 +D+0.750L+0.750S+H 0.498 0.622 +D+0.60W+H 0.124 0.156 +D+0.70E+H 0.124 0.156 +D-'-0.750Lr+0.750L+0.450W+H 0.498 0.622 +D+0.750L+0.7505+0.450W+H 0.498 0.622 +D+0.750L+0.750S+0.5250E+1i 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 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com as 1 File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1956.ec6 ta Software copyright ENERCALC,INC.1983-2018,Build 1018 7 31 r 'M.06010523' 523 , �* : : :.. Licensee Vats Structure,Engineering, Description: DECK STAIR STRINGERS 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+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.015)L(0.06) 3-2x6 r� Span= 12 50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.50 ft DESIGN SUMMARY ' Design OK Maximum Bending Stress Ratio = 0.677. 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 3-2x6 Section used for this span 3-2x6 fb:Actual = 774.79psi fv:Actual = 26.34 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 = 6.250ft Location of maximum on span = 12.044ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.332 in Ratio= 451>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.415 in Ratio= 361>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4151 6.296 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.469 0.469 Overall MINimum 0.375 0.375 +D+H 0.094 0.094 +D+L+H 0.469 0.469 +D+Lr+H 0.094 0.094 +D+S+H 0.094 0.094 +D+0.750Lr+0.750L+H 0.375 0.375 Vista Structural Engineering,LLC Project Title: Plans 60A,B,D 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 1956 (971)645-0901 Project Descr:Tuckunder Cottages(60 series) dennis@vistastructural.com Wood Beam =C:\Users\Dennis\Dropbox\VISTAS-11VISTAJ-11ENERCA-1\1956.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18 7.31 ;. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: DECK STAIR STRINGERS Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 0.375 0.375 +D+0.60W+H 0.094 0.094 +D+0.70E+H 0.094 0.094 +D+0.750Lr+0.750L+0.450W+H 0.375 0.375 +D+0.750L+0.7505+0.450W+H 0.375 0.375 +D+0.750L+0.7505+0.5250E+4-1 0.375 0.375 +0.60D+0.60W+0.60H 0.056 0.056 +0.60D+0.70E+0.60F1 0.056 0.056 D Only 0.094 0.094 Lr Only L Only 0.375 0.375 S Only W Only E Only H Only PL15-31 2-3-15 MAIN Roseburg J2A 10:06 1 of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 / 11 0 0 / 11 0 0 / p O 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DEL 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 owners KAM I L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 mU G Design Maps Detailed Report ASCE 7-10 Standard (45.56872°N, 122.83002°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain Si). 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 22-1E13 Ss = 1.025 g From Figure 22-212] S1 = 0.447 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs Nor Nth s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s� < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Vista Structural Engineering,LLC Plan 60, Polygon Northwest 7140 SW Queen Ln Beaverton,OR 97008 (971)645-0901 SEISMIC CALCULATIONS (PER ASCE7) #OF STORIES 2 Ta 0.2 (=0.1 X#STORIES) SS 1.03 S1 0.447 Choose A-E(Where the soil properties are not known in sufficient detail to determine the site SOIL SITE CLASS: D class,site D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site Fa 1.090 F„ 1.553 SMS 1.047 (=FaSs) IE 1.0 (Importance Factor) SMI 0.654 (=FvS1) R 6.5 (Response Modification Factor) SDS D1 (Seismic Design Class) SDS 0.698 (=2/3xSMS) Spy 0.436 (=2/3xSp1) CS 0.107 V 3827 lbs (=Cs 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. Fx(lbs) 2ND FLOOR 1188 23760 18.5 439560 78.7% 3013 1ST FLOOR 1188 11880 10 118800 21.3% 814 k=1.0 TOTAL WEIGHT 35640 FX C„xV Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fe Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS <_ 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 S5 >- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.025 g, Fa = 1.090 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 S1 = 0.30 S1 = 0.40 S1 >_ 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 = 0.447 g, F„ = 1.553 Equation (11.4-1): SMS = FaSs = 1.090 x 1.025 = 1.117 g Equation (11.4-2): SM1 = F„S1 = 1.553 x 0.447 = 0.694 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDs = 2A SMS = 2/ x 1.117 = 0.745 g Equation (11.4-4): SD1 = 2/3 SM1 = 2/ x 0.694 = 0.463 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[31 = 16 seconds Figure 11.4-1: Design Response Spectrum T<T3:S;=Sos(0.4+0.6TITa) ToSTsT,:S.=S03 TycTsTL:S„=Dirr T>TL S =S31T1IT? ti u , s , _.,12� .:621 1:%-43 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. a 0 m 0 M W r1' `).621 t.:70 ssc.) Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7E43 PGA = 0.452 Equation (11.8-1): PGA,, = FPGAPGA = 1.048 x 0.452 = 0.474 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 = 0.452 g, FPGA = 1.048 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[57 CRS = 0.898 From Figure 22-18[63 CRl = 0.867 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or iI III IV SDS < 0.167g A A A 0.167g <_ SDS < 0.33g B B C 0.33g <_ SDS < 0.50g C C D 0.50g <_ SD5 D D D For Risk Category = I and SD, = 0.745 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SD1 I or iI III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SD1 D D D For Risk Category = I and SiD = 0.463 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://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. 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I ; ! • : , ..,,....,.. • • ! . . i : .;;.- - •••:.•- • ; •-!. 4- , . . . . ; .... . • : • • • . • ............ ... . : : "-.--- • ! ; ... ; l. 1 • : i i . .• f I 1 : . . • . : — ... . . : t -••- . • • ; : : e. . / 'el 1 . . . • . : . : . • : 1! , . . I . . • . . . • • : : : .• : . . . : 55 . .. • • • • •••.:.... • • . , ... ..... ,. . . PROJ: DATE .. • VISTA'1 PROJ#: IS*4•4rtti, : . .. 4:.: .. . -- 5 T P.U C T 14p,AL....... .---.;1 w. -: 0 rd 5. 1 NVE EHR•1 :.N: q-,, ...: 4:.,4p ENGR: DMH .. . .. : "::": - ..;. .... .,,.. , .. .• : • • • , , : , , : ;------r--. . . . . . . . . . • . • , , , - i 1 i L i : , ; ! t , I , 4 -I • 4-- .! 4- -717-•:41-JF-- :e) - Ltcr-miti.., .6401: -ioi.A,. I ../..JJe74 i70' 1di Ii. . . .. ; • • 477- 4 471-46 ., 44-7051- ! : -1 ' :: • . • ! . i : • : ! ':- • i- --- r5 i ! i . . i ' : i '• - 1 .1: i • . ,. , • , 2-9.1 : -70i4 . . r : . .,. • • ; . ... . ?La.' 0 likt: : . .•.. T' =. . '2 .- • . : :,..k.ow • , - , . . • ..i.• . , , • ; • , , ! : , , : , „ , ! 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PROJ: DATE 4VISTA, PROJ#: 4410 - STRUCTURAL ENGR: DMH _ irxt A Tic r 7.; bsr-- - 7 2,72 - 5 1,,C1 For4- 1.(41/4! 1/4L ), r r ) , 2 2 14- ti 4),(2 9; -°1,1 , It > 77- (j ( ))./ 1-;>) f4I t. 5 A f',1 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Rear wall of bedrooms 2/3 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate t able 4.3.3.5(Amencan Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 808# Seismic Wind A L9.11±eight sheathing _�h/3 .mm h/2 _2h/3 5h/6 h Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v 10% 1.00 0.69 __- 0.53_T 0.43----o6--- .. Maximum H/W Wall Segment ratio: 3.5:1 6 in. 240#/ft 6 in. 335#/ft 20% ._._t A0 T.- 0.71 0.56_--678-_0.36- .........................................._.._....__.............. __._...__. 3430._.___.._. ........._........__.....__............_.._..._._......_.__.__�........._..._......._..._ __�.__.__................._.__._......... Maximum Allowable Shear per sheathed face: 1218#/ft 4 in. 350#/ft 4 in. 490#/ft 30% mm 1.00 0.774 0_59 0.49 0.42 .................-- -.__......450.... ..........._-._...._.._....3..._..r.._.. Faces of wall with APA-Rated sheathing: 1 _ 3 in. 450#/ft 3 in. 630 ti/ft 40% 1.00 0.77 0.63 0.53 0.45 2 in. 585#/rt.�_.._._.._._._.2.in.,........_...820#/ft.__._ 50"k_.._.........00.,00.1.00 _.._..._.__.. 0.80......._......_--.0.67 0.57 0.50 Verify: Sheathed both faces Sheathed both faces 60%mmm� 1.00 0.63��mmmmm 0.71 mm 0.6 - 0.56 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/ft 6 in. 670 6/fl ................. 70% 1.00........___.._0.87 0.77�'�'0.69����0.63 ._._.....0........04 1n...-...__..._.._._#/f..........._....,..,..._..._......_in ..0 6/.................. ..................... ..._.___._._......._.... _...........__...........__1._........__....__.._.._.._........0..770...000.71...._ 2)H/W Ratio of all segments within limitations? Y 4 in. 700#/ft 4 in. 960#/ft 80% 1.00 m,mm�mm 0.91 0.83 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? Y3 in. mmT 900#/ft_.....0..00.0..__3 in. 1260#%ft............_ 90% 1.00 0.95 0.91 ---Tai- 0.83- 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#7t_.._.._._._�...__...._2 In: ...........1640#%fi............._ ..._._........100% 1.00 1.00 1.00- 1.00--7:6-0--- 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft - OVE.1.1..v,,.nam Maximum Opening Clear Height 3.75 ft Overall Wall Width 22 ft HM/Ratio __ _ _...... ....._.. Wall Segment#1 Length 3 ft 2.67 OK Wall Segment#2 Length 3 ft 2.67 OK Wall Segment#3 Length 5.67 ft 1.41 OKsr5MEnr s..,Etc •_ (G Mr'UFe:.FI ..• •...........SEGMENT 2-___.._...r Wall Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK `'" - '" £L, 11.67 ft Floor 8 Roof Dead Load: 45#/ft '.`\ Self Weight Dead Load: 120#/ft t _ OK TO PROCEED WITH DESIGN .vvoow000a aaw,0 Nominal Shear Capacity: V„=vC0ELi Anchor Bolts/Nails Required I \ u %full-height sheathing 53% Minimum sill plate thickness: 2 x 'Nwmeciaivocu opening ratio: 47% 1/2"dia.Anchor bolt capacity: 1040# a ___ _` z COMM,. Co 0.8 5/8"dia.Anchor bolt capacity: 1488 6 & q(Service level unit shear): 69#/ft 16d common nail capacity: 226 6 q'(=q/Co) 87#/ft 3 Total no.of 1/2"dia.Anchor bolts required: 1 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 264"O.C. ----_.-_ ;,._- �'. Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 264"O.C. o„au-ryovvaesspu vr0n.ccv,RtSan#4 Wall Sheathing On: ONE FACE 16d common nail spacing: 31"O.C. 0 `M' RM.'S For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 692# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: 225# All Panel Edges: SEE ABOVE"O.C. Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/6-inch threaded rod embedded 10 inches w/Simpson HDU5-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 than Number of 2x4's required at each end of wall: 3 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 2 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line A,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate I able 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2706# Seismic Wind %full-height sheathing h/3 h/2 2h/3 5h/6 h Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v .""115% 1.00 0.69 0 53 0.43 0.36 Maximum H/W Wall Segment ratio: 3.5:1 6 in. ,..,._240#/R .................mm_ 6 in, 335#/R 20% 1.00 0;71. 056 045 0,38,,,,,, Maximum Allowable Shear per sheathed face: 1218#/ft 4 in. 350#/ft 4 in. 490#/ft 30% 1.00 0.74 0.59 0.49 0.42 __..___............in..___._..._5_'____....__...._.__..,.3.............._...._3""_._.._._......... .........»_. ............._..._........... ...__......................06...............0.._..,,...._...045....... Faces of wall with APA-Rated sheathing: 1 3 in. 450#/ft 3 in. 630#/R 40"/0 1,00 0.77 0.63 0.53 0.45 _........._....._..__._....._.__._ ...................__. ....._. . .............. ....... 2 in. 585 Nit in. 620#/ft 50% 1.00 0.80 0.67 0.57 0.50 60 1 0.83 ..................... ........................._..... _................................. ............................. ..............................._,....._............... Verify: Sheathed both faces Sheathed both faces 60% 1.00 0;88 0 0 3 0.71 0.63 0.56 1)Full-width segment without opening at each end of shear wall? Y 6 in, 480#/ft 6 in. 670#/. 70% 1.00 0.87 0.77 0.69 0.63 2)H/W Ratio of all segments within limitations? Y 4 in 700 fit/ft 4 in 980#/ft 80 k 1.00 0.91 0.63 0.77 0.71 3)Top and bottom of entire wail have uniform elevations? Y 3 in 900 t#ft 3 in 1260 MIA 90 1.00 0.95 0.91 0.87 0.83 #/fl �.._.__. ..................._.._...._.._.__..._. #/f__.�._. .........._....._.__..._. .. .....___.._...._.........__.___....__..._._.__....._......___........._..._._1.._.__.. 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170 t#ft 2 in. 1640 100% � 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft M.xcui.V.U.w:uin, I Maximum Opening Clear Height 3.75 it Overall Wall Width 32.67 ft H/W Ratio .- --- --- ------- - -- - Wall Segment#1 Length 6.5 ft 1.23 OK Wall Segment#2 Length 21 ft 0.38 OK Wall Segment#3 Length ft N/A OK „=NT <.=_ac Sr_ ruc a,a -. Wall Segment#4 Length ft N/A OK � ��" :: Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK - '"- EL, 27.5 ft Floor&Roof Dead Load: 30#/ft ', '1�, Self Weight Dead Load: 120#/ft i e OK TO PROCEED WITH DESIGN w� , xxw Nominal Shear Capacity: V"=vCoEL.i Anchor Bolts/Nails Required �\, %full-height sheathing 84% Minimum sill plate thickness: 2 x N n au w� xrxw opening ratio: 47% 1/2"dia.Anchor bolt capacity: 1040# ".�` _..__,... _N z onen;S Co 0.91 5/8"dia.Anchor bolt capacity: 1488# 1 q(Service level unit shear): 98 tint 16d common nail capacity: 226# q'(=q/Co) 108#/ft 1 Total no.of 1/2"dia.Anchor bolts required: 3 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 2 �. 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: 4 All Panel Edges: 6"O.C. 112"dia.Anchor bolt spacing: 72"O.C. r4.. -'- Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C. vars7+obu nessx�w Uft..W,CIAORESSON Wall Sheathing On: ONE FACE 16d common nail spacing: 25"O.C. s Foace Foarx r For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 865# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: -710# All Panel Edges: SEE ABOVE"O.C. Note:negative number signifies no hold-down required Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Wali Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends: Simpson CS22 with 7-inch end length "Note:For walls sheathed on both faces with edge nail spacing less than Number of 2x4's required at each end of wall: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 1 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 2 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate t able 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2706# Seismic Wind %full-height sheathinJ h/3 h/2 2h/3 5h/0 h .............._ _..._..._.._.......06_...__ _.........04................0.........._ W ndForce(1)or Seismic Force(2): 1 Edge nailing Edge nailing v 10% 1.00 0.69 0.53 0.43 0.36 v __._...._.......... _.._.._..__..._.._ ..._.._.._...........................AAAA.......-..�_ Maximum H/W Wall Segment ratio: 3.5:1 6 in. 240#/fl 6 in. 335#/ft 20 h��mm.� 1.00 0.71 OS6 0;45 ,0.38 m ......._.__ .......__.'..___...____._.................._.......___._.._._...........__............_._.....__._ ......._._._._.____...........__........1_......__.._._..._...._.__...................... Maximum Allowable Shear per sheathed face: 1218#/ft 4 in. 350#/fl 4 in. 490#/ft 30% 1.00 0.74 mm_ OS9 0.49 0.42 .........._..-�.............._. 45_._... M. 0.... __._.... Faces of wall with APA-Rated sheathing: 1 3in. 450#/fl 3in. 630#/ft 40k 1.00 0.77 0.63 0.53__........_._.._...__.._......_..___...._............._._,......._...._��...... _. ........_.._.......... ..._..__......__.____...........__................_._.__.........05......... 2 in. 585#/fl 2 in. 820#/ft_�� 50% 1.00 0.80 0.67 0.57 0.50 AAAA_....._......._.___._.........__.._. Verify: Sheathed both faces Sheathed both faces 60% 1.00 0.63 0.71 0.63 0.56 __. __._..._.._..__..._......_._.._.__._._...__._.................__..........___.._..._.___...............AAAA _ 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/ft 6 in. 670#10 ...--_................. ......... .............AAAA.. 2)H/W Ratio of all segments within limitations? Y 4 inin. 700#/ft 4 in. 980#%ft 80% 1.90 0.91 0.63 0.77 0.71 ......... .....................................................................3 ........._......_.._.._._......__....__.._..........._.9................_..............._1 .0........._. 3)Top and bottom of entire wall have uniform elevations? Y 3in. 900#/ft 3 in. 1260#%ft 90% 1.00 0.95 0.91 ._..0.87 0.83 �.....__. _..................1................_...._.._._.__._._._..�.....1__.....__._....................0 4)Lateral force does not exceed maximum allowable shear? Y ..........2 in. 1170#%ft.................................2 in. 1640#%fi 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height Is less than or equal to 20 feet Y Overall Wall Height 8 ft OVERALL WALL Wzm Maximum Opening Clear Height 3.75 ft Overall Wall Width 28 ft H/W Ratio Wall Segment#1 Length 19 ft 0.42 OK Wall Segment#2 Length 6.75 ft 1.19 OK Wall Segment#3 Length ft N/A OKSEGMENT v...crc ••...SFGMr Nr T..-_+ ^. .f Wall Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK `- EL, 25.75 ft Floor 8 Roof Dead Load: 30#/ft Self Weight Dead Load: 120#/ft • OK TO PROCEED WITH DESIGN 4 W NIXRN:DiXT9 u Prry v o .v Nominal Shear Capacity: V„=vCoEL, Anchor Bolts/Nails Required %full-height sheathing 92% Minimum sill plate thickness: 2 x r W O.nW noon opening ratio: 47% 1/2"dia.Anchor bolt capacity: 1040# aPENvc Co - 0.95 5/8"dia.Anchor bolt capacity: 1488 6 & q(Service level unit shear): 105 idft 16d common nail capacity: 226 6 s q'(=q/Co) 111#/ft a Total no.of 1/2"dia.Anchor bolts required: 3 For Designs Governed by Wind Total no.of 5/6"dia.Anchor bolts required: 2 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72"O.C. - ` . Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C. ..mn ier.:nve5EssWN aIPa +C<wPp STSTON Wall Sheathing On: ONE FACE 16d common nail spacing: 24"O.C. -trace KORtf r For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 865# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: -540# All Panel Edges: SEE ABOVE"O.C. Note:negative number signifies no hold-down required Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-Inch threaded rod embedded 10 Inches w/Simpson HDU5-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 than Number of 2x4's required at each end of wall: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 1 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line 3,Floor 2 Lateral Force 1580# r Number of Panels in Shear Wall Line 1 xmsu cmvD FORCE------ \, Wind Force(1)or Seismic Force(2): 1 / ,r/-,.. / Maximum HlWPier ratio: 3.5:1 9MF.ATNINGREOU DSYDESIGN 1 lig { S� 0.733 // /�/� Overall Wall Height 9.5 ft % f. Minimum Allowable Panel Wdth 2.714286 ft Wi0 + Total Panel dth in Shear Wall Line 9.5 ft 1 ; Aspect Ratio OK? YES �. Uniform Wall Self Weight 142.5#/ft 0' r Panel Shear 166#/it 0 ('' Plus shear from panel above 0#/ft Total Panel Shear 166#/ft Total Length of Shear Wall Line 9.50 ft Required bottom plate size: 2x Bottom Plate ROLDADWN STRAP REOU:RED aY OE57G14 OF APPLICABLE) Required sheathing: 7/16-inch APA-Rated w/8d @ 6&12 Panel 1 Wdth 9.50 ft Panel 1 Roof&Floor Dead Load 0#/ft I - :::::i i M, 15010 ft-0t Mr 337 ft-# Tension force: 1545# _.. ,f' Add Tension force from panel directly above: 0# I' Total tension force: 1545# I I, j, ANCHOR AND HOLD-DOWN REOU'RED aY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 75"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 107"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 48"OC Maximum tension force: 1545# Hold-down required at ends of segmental wall(new foundation): Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CS16 with 13-inch end length Segmental Shear Wall Job: Plan 60A,B,D Client Polygon Northwest Company Area of house: Line 4,Floor 2 Lateral Force 3249# f r Number of Panels in Shear Wall Line 1 SEssulwwlNO 1-OR _-__r • r Wind Force(i)or Seismic Force(2): 1 Maximum HAV Pier ratio: 3.5:1 `a /// SDs 0.733 t,tAT IND REQU1RFD EP,DESIGN a�1 � l Overall Wall Height 9.5 ft , Minimum Allowable Panel Width 2.714286 ft •'� dr ill Total Panel Width in Shear Wall Line 9.5 ft Jr Aspect Ratio OK? YES (' Uniform Wall Self Weight 142.5#/ft ///// Panel Shear 342#/ft ` Plus shear from panel above 0#/ft Total Panel Shear 342#/ft Total Length of Shear Wall Line 9.50 ft • Required bottom plate size: 2x Bottom Plate i HOLD-DOWN STRAP REOU,RED- i Required sheathing: 7/16-inch APA-Rated w/Bd @ 4&12 sY DESIGN(IF APPLICABLE) I — t Panel 1 Width 9.50 ft --- Panel 1 Roof&Floor Dead Load 0#/ft M,, 30865.5 ft-# M, 337 ft-# • Tension force: 3214# rr, Add Tension force from panel directly above: 0# }� ..... Total tension force: 3214# '.. [. ..--- [ ANCHOR AND H0000M-- REQURRED BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 36"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 52"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 24"OC Maximum tension force: 3214# Hold-down required at ends of segmental wall(new foundation): Simpson HDU5-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMSTC16 with 20-inch end length Force Transfer Method Job: Plan 60A,B,D 5 6 7 8 Client: Polygon Northwest Company Area of house: Line 5,2nd floor WIND!SEISMIC FORCE Lateral Force 2724# , Wind Force(1)or Seismic Force(2): 1 A 0 F Maximum H/W Pier ratio: 3.5 :1 Overall Wall Height 8 ft Overall Wall Width 16 ft Height 1-2 1 ft 2 - 7- -! Height 2-3 5 ft Height 3-4 2 ft Length 5-6 3 ft Length 6-7 10 ft FORCE Length 7-8 3 ft TRANSFER WINDOW/DOOR WINDOW/DOOR Vertical reactions at bottom corners: 1362# STRAP-- 8OPENING OPENING G Shear at bottom of panel: 170#/ft WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK / \\Inum. ,', B&G Horizontal: v= 454.0#/ft D&E Vertical: v= 454.0#/ft Forces at points 2-6,2-7,3-6 and 3-7: 4540# Forces zero out at points 2-5&2-8: v25 to 2-6= 1513.3#/ft V2-7 to 2-8= 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# b 9 UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 4540# FORCE FORCE Strap required for horizontal force transfer: Simpson CMSTCI6 ? End length required: 20 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-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# Number of Panels in Shear Wall Line 3 SEISYICANIND FORCE_.__.�, Wind Force(1)or Seismic Force(2): 1 i Maximum H/W Pier ratio: 3.5:1 f� SDS 0.733 SHEATHING REQUIRED BY DESIGN O�� �e Overall Wall Height 9 ft Minimum Allowable Panel Width 2.571429 ft ///' Total Panel Width in Shear Wall Line 9 ft � Aspect Ratio OK? YES ! %'�� Uniform Wall Self Weight 135#/ft /► � j Panel Shear 479#/ft 1 Plus shear from panel above 0#/ft j Total Panel Shear 479#/ft Total Length of Shear Wall Line 9.00 ft 1 I Required bottom plate size: (2)2x Bottom Plate HOLD.DOWN StRA:REQUIRED.--- Required sheathing: 7/16-inch APA-Rated w/8d @ 3&12 aY DESIGN(W APPLICAs4Er Panel 1 Width 4.50 ft Panel 1 Roof&Floor Dead Load 245#/ft • t E. M. 19404 ft-# V. Mr 1914 ft-# r'. f': Tension force: 3887# • Add Tension force from panel directly above: 0#Total tension force: 3887# _ Panel 2 Width 4.50 Panel 2 Roof&Floor Dead Load 245 Mo 19404 Mr 1914 A i. Tension force: 3887 f ANCHOR AND HOLD-DOWN REQUIRED BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 31 "OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 47"OC Max.16d nail spacing required at bottom plate: 2"OC Simpson A35 or LTP4 maximum spacing: 17"OC Maximum tension force: 4260# Hold-down required at ends of segmental wall(new foundation): Simpson HDU5-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 7/8-inch threaded rod embedded 15 inches w/Simpson HDQ8-SDS3 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMSTCI6 with 20-inch end length Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line B,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 4312# Seismic Wind %full-height sheathing h/3 h/2 2h/3 511/6 h Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing v 10% 1.00 0.69 0.53 0.43 0.36 Maximum H/W Wall Segment ratio: 3.5:1 6 in. 240#/ft 6 in. 335#/ft 20%q 1.00 .._._�mm0,71 mm 0,56 0.45 0.38 Maximum Allowable Shear per sheathed face: 1218#/R _. 4 in. 350#/ft N 4 in. 490#/ft 30% _ .1.00 ��.. 074 mm� 0.59 0.49 0.42 Faces of wall with APA-Rated sheathing: 1 3 in. 450#/ft - 3 in. 630#/ft 40/ 1.00 0.77 0 63 0.53 0.45 _............__._....._..._ _w...... ....--»..................1... .._.......__-......0...___... ..... 2 in. 565#/ft 2 in. 820#/ft _ 50% 1.00 0.80 0.67 0.57 0.50 Verify: __ Sheathed both faces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.56 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/R ._.._._...... 6 in. 670#/ft _ T_T T 70%_ 1.00 0.87 mm 0.77 0.69 0.63 2)H/W Ratio of all segments within limitations? Y 4 in. 700#/ft 4 in 980#/ft 80% 1.00 0.91 0.83 0.77 0.71 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/ft �__..._._.. 3 in. _ 1260#/R ___ 90% _ 1.00 0.95 0.91 0.87 0.83 4)Lateral force does not exceed maximum allowable shear? Y 2 in.��1170#/ft mm 2 n.� 1640#/ft 100% 1.00 _ 1.00 1.00 -1.00__1.00 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 9 ft o "w''`w"`"sronr. x Maximum Opening Clear Height 4 ft Overall Wall Width 30.5 ft H/W Ratio -- -- --- -- Wall Segment#1 Length 16.5 ft 0.55 OK Wall Segment#2 Length 11.25 ft 0.80 OK Wall Segment#3 Length ft N/A OK r sr=o nr*,.„._.r _'Senowerr sc .a ar Wall Segment#4 Length ft N/A OK (0,a NICANE.; Wall Segment#5 Length ft N/A OK '... Wall Segment#6 Length ft N/A OK EL; 27.75 ft t, Floor&Roof Dead Load: 285#/ft Z' N. ' ,` Self Weight Dead Load: 135#/ft OK TO PROCEED WITH DESIGN wuvoovmogn ova:nwa , Nominal Shear Capacity: V„=vCOEL, Anchor Bolts/Nails Required full-height sheathing 91% Minimum sill plate thickness: 2 x l opening ratio: 44% 1/2"dia.Anchor bolt capacity: 1040# �.. , tX+¢Iawc Co 0.95 5/8"dia.Anchor bolt capacity: 1488# 3 q(Service level unit shear): 155#15 16d common nail capacity: 226# _ q'(=q/Co) 164#/ft P Total no.of 1/2"dia.Anchor bolts required: 5 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 3 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 112"dia.Anchor bolt spacing: 72"O.C. '__..__ ..__.__. ._.___.._._._...... _...._...__ __ -,- .....__...._._..._,..._.,_.. .....__ _._..._.__._.. Intermediate Framing Members: 12"O.C. 518"dia.Anchor bolt spacing: 72"O.C. dUg+F CcrarvE5SoY uP.Wn,.XvacOESv*xi Wall Sheathing On: ONE FACE 16d common nail spacing: 17"O.C. f4'WW `tee e $ For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 1472# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at Net uplift force at ends of perforated shear wall: -1993# All Panel Edges: SEE ABOVE"O.C. Note:negative number signifies no hold-down required Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-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 than Number of 2x4's required at each end of wall: 1 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 1 Perforated Shear Wall Job: Plan 60(A,B,D) Client: Polygon Northwest Company Area of house: Line 2,Floor 1 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Table 4.3.3.5(American Wood Council SDPWS) spacing(8d common or galvanized box nails) Co Lateral Force 2040# Seismic Wind _ %full-heilaht sheathing_ h/3�_ h/2 2h/3 5h/6 h _ Wind Force(1)or Seismic Force(2): 1 Edge nailing v Edge nailing 10% 1.00 0.69 0.53--'-EWE.--0.36 _ Maximum H/W Wall Segment ratio: 3.5:1 6 in. 240#/ft 6 in. 335#/ft ----10,---- 20% -�--7766---- 1.00 _.mm- 0.71 0.56 0.45 mm 0.38 ._�_____�._.--- ._____._._..._.._..in. _ _-_. ........................_...._._._0_. .............__ _ Maximum Allowable Shear per sheathed face: 1218#16 4 in._ 350#/ft __�_4 in. 490#/ft _ 30% _ 1.00 0.74 0.59 0.49 0.42 _ Faces of wall with APA-Rated sheathing: 1 3 in.- 450#/ft ____3 in. 630#16 ����40%��� _ 1.00 0.77 0.63-- 0.53--0.45 -_........__.2in._ 585#/ft 2in. 820#/ft _ 50% 1.00 0.80 0.67 0.57 -0.50 .._.......___6_._.__,__..1.........._. _._...._.___..................................._._ Verify: Sheathed both faces Sheathed both faces 60% 1.00 0.83 0.71 0.63 0.56 _ 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480 it/ft 6 in. 670#/ft __� 70% 1.00 0.87 0.77 0.6B- 0.63 .........._.__.___.._.._...__.�_....._...._.�___...__ _..._... ..........._....._.�_._...._...._._.__....1.........._...........__....._0_______._.._...__.......0.77 ............._.....�_ 2)HM/Ratio of all segments within limitations? Y 4 in. _700#/fl ___^__4 in. 980#/ft 80% 1.00 __0.91 0.83 0.77 0.71 ._...._._....._..�.__.__ ....._......._._ �_....._. _.�.._....... 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/ft 3 in. 1260 Pi 90% 1.00 0.95 0.91 ().87 0.63 _...._......_----._�_ 6/f.._......._.._ _....110......_. .__...1...._...._,._...1...__... 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#/ft 2 in. 1640#/ft 100% 1.00 1.00 1.00 1.00 1.00 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 9 ft .uenw A.P.U.wwn+ Maximum Opening Clear Height 6 ft Overall Wall Width 22 ft H/W Ratio t.. .. ... ...... Wall Segment#1 Length 3 ft 3.00 OK Wall Segment#2 Length 9 ft 1.00 OK Wall Segment.#3 Length ft N/A OK __.E.Ewar i',_ _, „aecvsNr a.a tta Wall Segment#4 Length ft N/A OK tv+d'P�.tcxue} Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK r- aj 12 ft Floor&Roof Dead Load: 120#/ft - Self Weight Dead Load: 135#/ft OK TO PROCEED WITH DESIGN .oort . OegsmG 4 Nominal Shear Capacity: Vn=vCo£L1 Anchor Bolts/Nails Required full-height sheathing 55% Minimum sill plate thickness: 2 x g r ` W[NIXWOOOR opening ratio: 67% 1/2"dia.Anchor bolt capacity: 1040# V o` "c Co 0.67 5/8"dia.Anchor bolt capacity: 1488 6 q(Service level unit shear): 170#/ft 16d common nail capacity: 226# q'(=q/Co) 254#/ft Total no.of 1/2"dia.Anchor bolts required: 2 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 2 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72"O.C. _ ___ _. ._.___ ._.. __...__._. i Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C. uP1.s*+covPRssNoe t,ftrrrcl'NPREssKx1 Wall Sheathing On: ONE FACE 16d common nail spacing: 11"O.C. ACE s ro+tct `O I For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 2284 6 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Net uplift force at ends of perforated shear wall: 1136 6 All Panel Edges: SEE ABOVE"O.C. Intermediate Framing Members: 12"O.C. Hold-down required at ends on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Wall Sheathing On: ONE FACE Hold-down required at ends on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDUS-SDS2.5 Floor-to-Floor strap required at ends: Simpson CS18 with 11-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: 3 6"OC,edge framing members shall be 3x or(2)2x nominal Number of 2x6's required at each end of wall: 2 Segmental Shear Wall Job: Plan 60A,B,D Client Polygon Northwest Company Area of house: Line 3,Floor 1 Lateral Force 1771# x Number of Panels in Shear Wall Line 1 sEISVIC wt`)D roam --r Wind Force(1)or Seismic Force(2): 1 $ p //yy//►► Maximum H/W Pier ratio: 3.5:1 ,' 0///// f �. S 0.733 smkAn-imb RoutaR€D BY oks+GN— 0 /—�/0�� ' SIDS `I! Overall Wall Height 9 ft C, e0� Minimum Allowable Panel Wdth 2.571429 ft .. � 3 Total Panel Wdth in Shear Wall Line 9.5 ft Aspect Ratio OK. YES 00 0 I Uniform Wall Self Weight 135#/ft 0 * ' Panel Shear 186#/ft Plus shear from panel above 166#/ft Total Panel Shear 353#/ft 1. Total Length of Shear Wall Line 9.00 ft Required bottom plate size: (2)2x Bottom Plate HOLO.00WN STRAP REOU;RED BY DESIGN OF APPLICABLE) Required sheathing: 7/16-inch APA-Rated w/8d @ 4&12 _ Panel 1 Width 9.00 ft Panel 1 Roof&Floor Dead Load 0#/ft Mo 15100 ft-# Mr 2719 ft-# Tension force: 1376# !. — _. j.. r Add Tension force from panel directly above: 1545# = 1 Total tension force: 2921# • I ANCHOR AND HO).0-DOWN REOLFRED 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-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 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# f Number of Panels in Shear Wall Line 1 SEISMIGFAANO FORCE .. .f Wind Force(1)or Seismic Force(2): 1 .' Maximum HAW Pier ratio: 3.5:1 0� SDs 0.733 SMEA'HroNG REQUIRED 8Y DESIGN i / Overall Wall Height 9 ft ,�1 Minimum Allowable Panel Width 2.571429 ft / 0� Total Panel Width in Shear Wall Line 9.5 ft �I Aspect Ratio OK? YES �0 Uniform Wall Self Weight 135#15 �+ Panel Shear 308#/ft Plus shear from panel above 342#/ft Total Panel Shear 650#/ft Total Length of Shear Wall Line 9.00 ft Required bottom plate size: (2)2x Bottom Plate FHOL Y oes STRAP PLICALREQUIRED) 8Y DESIGN({F APPLICABLE) Required sheathing: 7/16-inch APA-Rated w/Bd @ 3&12 Panel 1 Width 9.00 ft .. Panel 1 Roof&Floor Dead Load 0#/ft r M, 24948 ft-# a;_N Mr 2719 54 Tension force: 2470# Add Tension force from panel directly above: 3214# Total tension force: 5684# 11 JI j i ANCHOR AND HOLDOf7M- REOUREO BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 38"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 55"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 25"OC Maximum tension force: 5684# Hold-down required at ends of segmental wall(new foundation): Simpson HDQ8-SDS3 w/SSTB2B and 4x end posts Hold-down required at ends of segmental wall(existing foundation): Consult Simpson Manual Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMST14 with 30-inch end length Force Transfer Method Job: Plan 60A,B,D 5 6 7 8 Client: Polygon Northwest Company ,0-._.._ ..__-a, 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 ' F s ; Overall Wall Height 9 ft Overall Wall Width 16 ft ° Height 1-2 2 ft 2 - Height 2-3 5 ft /him Height 3-4 2 ft 1 Length 5-6 3 ft Length 6-7 10 ft FORCE Length 7-8 3 ft TRANSFERWINDOW/DOOR WINDOW/DOOR G Vertical reactions at bottom corners: 2985# STS'RAP B OPENING OPENING Shear at bottom of panel: 332#/ft WIDTHS OK HEIGHTS OK H/W RATIO OF WALL PIERS OK B&G Horizontal: v= 884.5#/ft D&E Vertical: v= 746.3#/ft 3 / \\\\ m Forces at points 2-6,2-7,3-6 and 3-7: 7463# Forces zero out at points 2-5&2-8: V212-s= 2487.7#/ft V a to 2-e= 2487.7#/ft C E z H A&C Horizontal: v= 1603.2#/ft F&H Horizontal: v= 1603.2#/ft Vertical Force @ Point 2-6: F= 1714# 4 Vertical Force @ Point 3-6: F= -2709# A G UPLIFT/COMPRESSION UPLIFT/COMPRESSION Horizontal Force at top and bottom of windows= 7463# FORCE FORCE Strap required for horizontal force transfer: Simpson CMST12 p V End length required: 39 inches Sufficient Panel Length for required end length? YES Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CMSTCI6 with 20-inch end length Number of 16d nails required @ 16"o.c.at bottom plate for shear: 6 Segmental Shear Wall Job: Plan 60A,B,D Client: Polygon Northwest Company Area of house: Line A&B,Floor BSMT Lateral Force 1771# Number of Panels in Shear Wall Line 1 sEISVICA reo FORCE ---r Wind Force(1)or Seismic Force(2): 1 Scaximum F/VN Pier ratio: 3.5:1 400().733 b'NCAlE NG RIDEC11 Da'/DEStCl. /°,,,://7001/ /1:Or /I'.,•41t;H Overall Wall Height 8 ft ^ Minimum Allowable Panel Width 2.285714 ft J//,/ Total Panel Width in Shear Wall Line 21 ft Aspect Ratio OK? YES Uniform Wall Self Weight 120#/ft 0 Panel Shear 84#/ft 10 Plus shear from panel above 0#/ft / Total Panel Shear 84#/ft Total Length of Shear Wall Line 21.00 ft Required bottom plate size: 2x Bottom Plate HOEDOWN STRAP RED..,:RED-.- Required sheathing: 7/16-inch APA-Rated w/8d i 6&12 BY DESIGN tom' BREI ' ___ Panel 1 Width 9.00 ft - Panel 1 Roof&Floor Dead Load 330#/ft - M, 6072 ftp! • Mr 9065 ft-# Tension force*: -333# tL. .. Add Tension force from panel directly above: 3214#Total tension force: 2881# - *Note:Negative tension force signifies no hold-down required !►. I _ a ANCHOR AND HOLDrz>Nrn\ + REOU:RED BY DESIGN Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 148"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 212"OC Max.16d nail spacing required at bottom plate: Plate too thick for 16d nails"OC Simpson A35 or LTP4 maximum spacing: 95"OC Maximum tension force: 2881# Hold-down required at ends of segmental wall(new foundation): Simpson HDU2-SDS2.5 w/SSTB24 Hold-down required at ends of segmental wall(existing foundation): 5/8-inch threaded rod embedded 10 inches w/Simpson HDU5-SDS2.5 Floor-to-Floor strap required at ends of segmental wall(if applicable) Simpson CMSTC16 with 20-inch end length SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. www.strongtie.com Job Name: Plan 60D-front wall of great room, main floor Wall Name: Wall Line 5 Application: Standard Wall on Concrete Design Criteria: *2009 International Bldg Code *Wind *3000 psi concrete *Alternate Basic or Basic Load combination *ASD Design Shear=2556 lbs Selected Strong-Wall®Panel Solution: End Total Axial Actual Model Type W H T Sill Anchor Load Uplift (in) (in) (in) Anchor Bolts (lbs) (lbs) 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. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Strong-Tie www.strongtie.com Strong 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: 'Annual Stem:all ontlih par sneer anchorage table S^.c 1,IIncrinn pagr pi SSWHSR r I 3 --^ Shear reinforcement nen required titax I Mmlmum mob stenuvax Stemwall .. cuHeigh .�— SSWAB --Mdth per sheaf anchor age l t. Swr' table See laxavin4 Page SSWSn I... : Shear reallocement 3'HSR(-def : .hen IegUzred alaillEn i r , I SSWAB de v [I" fJ - /+ � w .w .� ► ':� a 4Y ►"� v ►..a --t'; ... " ',y Curb or Stemwall Section View Footing Plan Section at Stemwall SSWAB and SSWHSR Extension Application Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model W de S Anchor Bolt Strength Model W de S Anchor Bolt Strength SSW24x10 27 9 18.25 SSWAB1 Standard SSW24x10 24 8 18.25 SSWAB1 Standard Notes: 1.Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2.Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 3. Wind includes Seismic Design Category A and B. 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 2 of 3 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W.Las Positas Blvd., Pleasanton,CA 94588. Strong Tie www.strongtie.com ►7 J e STEEL STRONG-WALL®SHEAR ANCHORAGE Foundation shear reinforcement to resist shear tomes from Strong-Walt panels located at the edge of concrete is shown In tete table below. The SSW I2 and SSW 15 used or wind applications do not require Shear reinforcement when the panel design shear trace is less than the anchorage allowable shear load shown in the table below I.. I SEISMIC' WINO ASD Allowable Shear Load W Medal ! LI or Lh Minimum Minimum (Ills) (int Shear Curb/Stemwall Shear Curb/Stemwoll - Rerolorcement Width Reinforcement Width 6"MinimumCurb/Stemwalt 8'MinimumCorb/Slemwall i (Int (in( thwacked Cracked ProratedCracked .r 4 S ( - 1 =3 t e 6 hen,is is'ed — 1370 980 1605 1145 SSW'', '21.- 1 e 0 None rammed — 1765 1260 2015 1440 SOW'S 't it ;,ia.q,;u a ,I.63Moran 6 --_. -...-----. - - i447?I '5 ii •w-inn h !ti>,i llurltii 6 Hairpinteinrorcement achieues maximum - allowable shear load of the Steel Shetty Ma"panel . S0W24 ., i 7 12i e3 ltairpina a i2t 03 Haupms 6 I,Shear anchorage designs conform to AC1318-05 and assume m nirnum to-:2500 ost concrete. 2,Shear rernlercentm w not retuned rut panels installed ona wand attar interior roundaluitn aposeal;tsis (patter mstatkut away loom edge of conaettelor braced wall garter applicaltons. 3.SwH ok,indicates Seismic Desi,Category C through F betanned 1 and 2 falsity rh<e-hogs in SOC C may use send anchorage solutions. Seismic sheat reinforcement designs conform to ACI 318-05 Section 0.3.3.4. 4,Wind utciudes Smarms OeSmn Caiegnry A and s 5.Where noted min.mdrn Curbtsternwall width is 6"when standard-shengte SSWAt is used 6.tine(1)031*for SSW12 and SSW15 when the Steel Strong-War panel design shear Some exceeds the tabulated anchorage atonable shear load 7.The registered design paNesslonai may speedy anernare smear anchorage. -_ Ln Min 0- - L. n 4 Min. r it :::=3) i I y 4:=:=3 SSWAB e3 ha-rm Field rue and Secure during SSWA8 e31ie Feld tie and secure grade 40 rear concrete placement.Dvadap grade 40 during concrete FMl n r sarrer Wi111 holt spacingrear rMin-t placement Hairpin Shear Reinforcement Tie Shear Reinfercemen1 S54VAB e3 Hairpin(#3 tie similar), see table for required quantity, T T t`.;co. • 4' --11/2"Spacing j a q - . //H. • Hairpin Installation (Garage curly shownother footing types similar} Page 3 of 3 DECK LATERAL ANALYSIS JOB NAME Polygon Northwest Plan 60(Tuckunder) CITY Wilsonville,OR Number of stories I 1 ROOF SL 0 DL 0IAREA 0 DECK LL 40 DL 10 AREA I 180 Effective Seismic Weight,W 1W I 1800 lbs SS 0.962 S1 0.411 Fa 1.115 F, 1.589 Sims 1.073 SM1 0.653 DESIGN SPECTRAL RESPONSE SDS 0.715 SDI 0.435 Importance Factor,IE 1.0 Response Modification Factor,R 6.5 Seismic Design Class: DI Period,Ta(seconds) 0.1 Ca 0.110 V 198 Weight,W(lbs) 11.0'0 WXh,k C. FX(lbs) 0.7E(lbs) Roof 0 0 0 0.000 0 0 Deck 1800 4 7200 1.000 198 139 k=1.0 Total 198 ROJ: 1 PPkr1 6o - -oy: d DATE: / f �Z � i� 1 T PROD#. /tree) if? — STRUCTURAL ----- ENGINEERING , LLC ENGR: DMH i 1 i 7-1:',Fvoii• • Pti14.- - .i .4- i : . t--.77---.• _.11,____L___ , � EeNt -art 1 V; ( t ... lam.... ! F r r 7 i ` i t Vii / rifli- jr �i : . ... ...it:.. . . .. . _ ikea : ? _C.. , Ick. 7Q,- :11.- =.. . 1 .. _ .._. u. f ick - . ,4 p Id � cst C- 13 5i601E ( - � ' /„ i - . ,r `'M . i : i is t a.35" ' ,x15_ •r� : 1 . f - .. _,... ...E ? i i , .......... . t 3 • r , S j S i i P i 3" f , . j Oregon Region Projected/Actual Closings Friday, March 1, 2019 to Sunday, March 31, 2019 Capped Actual Est.Close Actual Close Sales Subdivision Business Unit House Type Interest Start Actual Finish Date Date Date Journal Flag Date Oregon Region 08300-Oregon Area OB1-Sunset Ridge 2 TD 83453010149 8/14/2018 3/5/2019 024-BM East Condos 8341101D101 3/27/2018 3/1/2019 024-BM East Condos 8341101D102 3/27/2018 3/1/2019 024-BM East Condos 8341101D103 3/27/2018 3/5/2019 024-BM East Condos 8341101D104 3/27/2018 3/5/2019 024-BM East Condos 8341101D204 .3/27/2018 3/11/2019 024-BM East Condos 8341101 D301 3/27/2018 3/28/2019 024-BM East Condos 8341101D302 3/27/2018 3/7/2019 024-BM East Condos 8341101D303 3/27/2018 3/11/2019 024-BM East Condos 8341101 D304 3/27/2018 3/11/2019 030-Bethany West Condos 83421011206 NO 12/26/2017 9/28/2018 3/19/2019 030-Bethany West Condos 83421012104 NO 2/2/2018 11/29/2018 3/5/2019 030-Bethanv West Condos 83421013205 2/28/2018 3/29/2019 030-Bethany West Condos 83421013207 2/28/2018 3/29/2019 030-Bethany West Condos 83421013208 2/28/2018 3/27/2019 030-Bethany West Condos 83421013301 2/28/2018 3/1/2019 030-Bethany West Condos 83421013305 2/28/2018 3/29/2019 030-Bethany West Condos 83421013307 2/28/2018 3/27/2019 030-Bethany West Condos 83421015108 2/27/2018 12/31/2018 3/1/2019 030-Bethany West Condos 83421015208 NO 2/27/2018 12/31/2018 3/5/2019 072-NE River Area 3 Med/Std 83273030097 NO 4/9/2018 10/23/2018 3/22/2019 072-NE River Area 3 Med/Std 83273030100 NO 4/10/2018 11/13/2018 3/28/2019 072-NE River Area 3 Med/Std 83273040106 NO 6/26/2018 11/28/2018 3/22/2019 083-Villebois Village Parcel 77 83321011303 4/30/2018 3/25/2019 086-Calais 2 Alley 83351010034 9/6/2018 3/1/2019 086-Calais 2 Alley 83351010035 8/31/2018 3/7/2019 086-Calais 2 Alley 83351010037 7/31/2018 3/12/2019 086-Calais 2 Alley 83351010038 7/31/2018 3/7/2019 087-Calais 2 Traditional 83352010019 7/26/2018 3/25/2019 087-Calais 2 Traditional 83352010021 7/26/2018 3/15/2019 091-Bethany 6 Alley 83441010009 9/17/2018 3/22/2019 091-Bethany 6 Alley 83441010010 9/18/2018 3/7/2019 091-Bethany 6 Alley 83441010011 9/18/2018 3/15/2019 094-Bethany 6 Traditional 83444010012 9/28/2018 3/29/2019 094-Bethany 6 Traditional 83444010019 8/24/2018 3/29/2019 094-Bethany 6 Traditional 83444010020 11/16/2018 3/30/2019 094-Bethany 6 Traditional 83444010022 9/11/2018 3/20/2019 08300-Oregon Area Total 37 08308-Polygon at Villebois Ill LLC 015-Villebois Ill-Alley 83084010003 B NO 8/17/2018 3/4/2019 015-Villebois Ill-Alley 83084010005 B NO 8/16/2018 3/4/2019 08308-Polygon at Villebois Ill LLC To 2 Oregon Region Total 39 Company Total 39 Paul McColm From: Jose Reyes Sent: Wednesday,January 23, 2019 9:58 AM To: Paul McColm Subject: Open hots action plan Hi Paul Here is where I'm at with my open hots. V3-6 this is a slot walk and will be signed off by Monday 1-28. 82-20 waiting on a cabinet door that was orders Monday . Should take a couple weeks 82-21 waiting on a 3 cabinet doors that were ordered Monday . Should take a couple weeks 82-18 waiting on screens should be here end of next week. Should have sign off as well. 82-3 waiting on homeowner for a Signature 82-7 hot walks on 2-1 82-12 waiting on homeowner for a signature 77-10 walked last week will get a sign off this week. V3-1 slot walked will get sign off Monday 1/28 V3-8 will get sign off this week. Waiting to install new front door. Jose Reyes, Superintendent 503-341-0552 Jose.reyes@polygonhomes.com 1 Oregon Region Projected/Actual Closings Monday, April 1, 2019 to Tuesday, April 30, 2019 Capped Actual Est.Close Actual Close Sales Subdivision Business Unit House Type Interest Start Actual Finish Date Date Date Journal Flag Date Oregon Region 08300-Oregon Area 024-BM East Condos 8341101C301 NO 2/28/2018 12/28/2018 4/25/2019 024-BM East Condos 8341101E101 3/29/2018 4/25/2019 024-BM East Condos 8341101E102 3/29/2018 4/25/2019 024-BM East Condos 8341101E105 3/29/2018 4/25/2019 024-BM East Condos 8341101E108 3/29/2018 4/25/2019 024-BM East Condos 8341101E304 3/29/2018 4/28/2019 030-Bethany West Condos 83421013110 2/28/2018 4/25/2019 030-Bethany West Condos 83421013201 2/28/2018 4/25/2019 030-Bethany West Condos 83421013308 2/28/2018 4/19/2019 058-Bull Mountain A7 Dickson 83231060035 11/6/2017 4/1/2019 094-Bethany 6 Traditional 83444010025 9/27/2018 4/9/2019 095-Sunset Ridge 2 Alley 83452010199 12/21/2018 4/30/2019 095-Sunset Ridge 2 Alley 83452010200 12/27/2018 4/30/2019 095-Sunset Ridge 2 Alley 83452020264 4/30/2019 08300-Oregon Area Total 14 08308-Polygon at Villebois III LLC 015-Villebois Ill-Alley 83084010001 B NO 8/17/2018 4/25/2019 08308-Polygon at Villebois Ill LLC To 1 Oregon Region Total 15 Company Total 15 Chris Walther From: Paul McColm Sent: Wednesday, January 23, 2019 4:27 PM To: Chris Walther Subject: Fwd: open hots WIP Last site RT for open hots see below Thanks Paul McColm Director of Construction Cell# 503-449-7613 Paul.mccolm@polygonhomes.com Polygon NW A William Lyons Company Sent from my iPhone Begin forwarded message: From: Angela Christensen<Angela.Christensen@polvgonhomes.com> Date: January 23, 2019 at 4:16:43 PM PST To: Paul McColm<Pau1.McColm c`r polygonhomes.com>, Sam Scott<Sam.ScottgPolygonhomes.com>, Toby Templeton <"Toby.Templetongpolygonhomes.com>, Adrian Adams <Adrian.Adams c polygonhomes.com>, Ryan Case <Ryan.Case@polygonhomes.com> Cc: Mike Vandehey<melvinvandehey«,gmail.com> Subject: open hots WIP A3 5 blinds due on 1/25 A3 76 A3 178 homeowner will not sign wants cabinets replace and refused products 3 times A3 159 hot sheet done wants a new front door A3 1 signed off at rewalk A3 164 out of the country A3 165 signed off sent in 1 A3 4 signed at rewalk A3 87 A3 132 done wont sign due to fan noise at water heater normal A3 98 A3 103 A3 190 signed off months ago A3 197 signed and sent in months ago A3 41 signed at rewalk A3 112 A7 6 wont sign asking for more work To be done sales promised (not on hot sheet). I will try one more time. A3 121 slot awaiting rewalk A3 122 slot awaiting rewalk RTC 2204 stove glass replacement 6weeks out RTC 2304 awaiting appliance service RTC 2404 complete just needs signature RTC 3402 complete just need signature Angela Christensen ASSISTANT SUPERINTENDENT angela.christensen a polygonhomes.com<mailto:angela.christensen(cz)polygonhomes.com> Office: 360.695.7700 Ce11:503.741.5659 EFax: 360.693.4442 www.polygonhomes.com<http://www.polygonhomes.com/> [http://wlhlyonsden.cornlimg/global/footer/PNW_WLH EmailSig.png] 2 Chris Walther From: Paul McColm Sent: Wednesday,January 23, 2019 10:06 AM To: Chris Walther Subject: Fw: B102 and C302 Attachments: B102 and C302 sign off 01222019.pdf;ATT00001.htm Here is Sam &Tobys game plan on OPEN HOTS for Veridian Thanks Paul McColm Director Of Construction Ceti :,)5-449-76 Office 503-221-1920 FAX# 360-693-4442 Email: paul.mccolm@polygonhomes.com Polygon NW A William Lyon Homes , INC company From: Sam Scott Sent:Wednesday,January 23, 2019 9:56 AM To: Paul McColm Subject: Fwd: B102 and C302 I hear you didn't get this yesterday. Sent from my iPhone Begin forwarded message: 1 From: "Sam Scott" <Sam.Scott@Polygonhomes.com> To: "Melynda Downing" <Melynda.Downing@polygonhomes.com>, "Paul McColm" <Paul.McColm@polygonhomes.com> Subject: B102 and C302 Here are 2 more. RTC has 4 remaining open Hots by my count B402 is complete -waiting for an opportunity to meet with the HO and get the sign off. B204 is waiting on a range part to be replaced. B305 is waiting for appliance service - scheduled for 1/24 C402 is complete -waiting for an opportunity to meet with the HO and get the sign off. Sam "River Terrace" Scott SUPERINTENDENT Samuel.Scott@polygonhomes.com Office: 360.695.7700 Ce11:503.956.7595 EFax: 360.693.4442 2 Chris Walther From: Paul McColm Sent: Wednesday, January 23, 2019 10:03 AM To: Chris Walther Subject: Fw: Open hots action plan Here is the list below for Wilsonville Open Hots ! see below All are Jose Thanks Paul McColm Director Of Construction 303-4 > i6i3 Office 503-221-1920 FAX# 360-693-4442 Email: paul.mccolm@polygonhomes.com Polygon NW A William Lyon Homes , INC company From:Jose Reyes Sent: Wednesday,January 23, 2019 9:58 AM To: Paul McColm Subject: Open hots action plan Hi Paul Here is where I'm at with my open hots. V3-6 this is a slot walk and will be signed off by Monday 1-28. 82-20 waiting on a cabinet door that was orders Monday . Should take a couple weeks 1 82-21 waiting on a 3 cabinet doors that were ordered Monday . Should take a couple weeks 82-18 waiting on screens should be here end of next week. Should have sign off as well. 82-3 waiting on homeowner for a Signature 82-7 hot walks on 2-1 82-12 waiting on homeowner for a signature 77-10 walked last week will get a sign off this week. V3-1 slot walked will get sign off Monday 1/28 V3-8 will get sign off this week. Waiting to install new front door. Jose Reyes, Superintendent 503-341-0552 Jose.reyes@polygonhomes.com 2 Chris Walther From: Paul McColm Sent: Wednesday,January 23, 2019 8:00 AM To: Chris Walther Subject: Fw: Homes on "Hard surface Hold" company wide See below of homes that are currently on Hard Surface HOLD. This list will increase weekly ! Thanks Paul McColm Director Of Construction Cell ;+ 503-449-7613 Office 503-221-1920 FAX# 360-693-4442 Email: paul.mccolm@polygonhomes.com Polygon NW A William Lyon Homes , INC company From:Joleen Smith Sent:Tuesday,January 22, 2019 10:45 AM To: Paul McColm Subject: RE: Homes on "Hard surface Hold" company wide Paul, Here is a list of the current hold as of today and the dates. Please let me know of any changes. Mgmt Est. Completion Business Unit Project Description Lot On hold? Date 62 days out Projected COE 8341101D101 BM East Condos D101 Y 3/13/2019 3/1/2019 8341101D102 BM East Condos D102 Y 3/13/2019 3/1/2019 1 8.34E+107 BM East Condos E101 Y 4/25/2019 4/25/2019 8.34E+108 BM East Condos E102 Y 4/25/2019 4/25/2019 8.34E+111 BM East Condos E105 Y 4/25/2019 4/25/2019 8.34E+114 BM East Condos E108 Y 5/18/2019 4/25/2019 8341101E304 BM East Condos E304 Y 4/28/2019 4/28/2019 8.34E+211 BM East Condos E205 Y 5/11/2019 5/11/2019 8.34E+109 BM East Condos E103 Y 5/25/2019 8.34E+110 BM East Condos E104 Y 5/25/2019 8.34E+112 BM East Condos E106 Y 5/18/2019 8.34E+207 BM East Condos E201 Y 5/18/2019 8.34E+208 BM East Condos E202 Y 5/18/2019 8.34E+209 BM East Condos E203 Y 5/11/2019 8.34E+210 BM East Condos E204 Y 5/11/2019 8.34E+212 BM East Condos E206 Y 5/11/2019 8.34E+214 BM East Condos E208 Y 5/8/2019 8.34E+307 BM East Condos E301 Y 5/5/2019 8341101E302 BM East Condos E302 Y 5/5/2019 8341101E303 BM East Condos E303 Y 5/5/2019 8341101E305 BM East Condos E305 Y 4/28/2019 8341101E306 BM East Condos E306 Y 4/28/2019 8341101E308 BM East Condos E308 Y 4/28/2019 83321011202 Villebois Village Parcel 77 1202 Y 2/28/2019 5/27/2015 83321011205 Villebois Village Parcel 77 1205 Y 2/28/2019 5/27/2016 83321011206 Villebois Village Parcel 77 1206 Y 2/28/2019 5/27/2019 83321011209 Villebois Village Parcel 77 1209 Y 2/28/2019 5/27/2019 83321011210 Villebois Village Parcel 77 1210 Y 2/28/2019 5/27/2019 83321011305 Villebois Village Parcel 77 1305 Y 2/28/2019 5/27/2019 83321011307 Villebois Village Parcel 77 1307 Y 2/28/2019 5/27/2019 83273060124 NE River Area 3 Med/Std 124 Y 1/10/2019 4/18/2019 83273060125 NE River Area 3 Med/Std 125 Y 1/12/2019 4/18/2019 83273050117 NE River Area 3 Med/Std 117 Y 1/26/2019 4/18/2019 83273050118 NE River Area 3 Med/Std 118 Y 1/21/2019 4/18/2019 83453010150I Sunset Ridge 2 TD I 150 I Y I 2/21/2019 I 5/21/2019 2 From: Paul McColm Sent: Friday,January 18, 2019 12:12 PM To: Chris Walther<Chris.Walther@polygonhomes.com> Cc:Joleen Smith<Joleen.Smith@polygonhomes.com>; Frank Sandoval <Frank.Sandoval@polygonhomes.com> Subject: Homes on "Hard surface Hold" company wide Here is a list of homes currently on Hard Surface Hold. Monday we will add 62 days to current date and adjust JDE close dates, then every Monday we will keep pushing out by 7 days until Sold or spec. River Terrace A3-124 A3-125 A3-115 A3-117 A3-118 Sunset Ridge 2 SR2-150 Sienna condos 77-1305 77-1307 77-1202 77-1205 77-1206 77-1209 77-1210 Currently there are 13 homes on Hold Thanks Paul McColm Director of Construction 3 503-449-7613 Paul.mccolm@ polygonhomes.com 4