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Plans t , F Polygon Northwest Company RECEIVED Structural Calculations Nov 13 2017 CITY OF_I I ARD BUILDING PtVt 1Ql River Terrace East Sales Trailer Tigard, OR Structural analysis for existing sales trailer with window/ shear wall modifications proposed CITY CatTIGARD REVIEWED BY: Dennisl WED FOR CODE compumstaf _-- Appr f i ` ' , Aloo P'Rop;o. • of 0 --4,-- . „ " „s Ai3P ' .--C- a4"n IP 86273 "1,1 f� �� .. .atlia4.. . ir, CON, ' C. ' Dated _�r Ail t 31 'i tj. 1410.011` 1/10/2017 amaz,., ...• . .., , . OFFICE COPY November 10,2017 Project No: 1771 Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com Fite=CAUserstDennis\DropboxWISTAS-11VISTA.1-1\ENERCA-1‘1391.ece Project Information ENERCALC,INC.1983-2017,Build:10.17.9.30,Ver.10.17.9.30 Lie.# KW-061310523 Licensee:Vista Structural Engineering,LLC 4 Project Title : River Terrace East Description :Sales Trailer I.D. : 1771 Address : , Tigard, OR Project Leader : DMH Phone : Fax : eMail : Project Notes t13.4104 r.; 47, olk r It 4 1,7-T7 ,,ttf Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com Wood Beam File=C:VUsers1DennislDrapboxtVISTAS-1tVISTAJ-11ENERCA-111391.m6 ENERCALC,INC.1983-2017 Build:10.17.9.30,Ver.10.17.9.30 Lir..#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Double doors into main area-combined double 2x4 header with existing 2x top plate 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-Prll 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(0.2)S(0.5) b D(0,12) b b 1.'4 3.O X 5.0 Span=6.0ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020 ksf, Tributary Width=6.0 ft Point Load: D=0.20, S=0.50k@3.0ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.983 1 Maximum Shear Stress Ratio = 0.319 : 1 Section used for this span 3.0 X 5.0 Section used for this span 3.0 X 5.0 fb:Actual = 1,526.40 psi fv:Actual = 66.01 psi FB:Allowable = 1,552.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+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 0.078 in Ratio= 920>=240. Max Upward Transient Deflection 0.000 in Ratio= 0<240.0 Max Downward Total Deflection 0.180 in Ratio= 400>=180. Max Upward Total Deflection 0.000 in Ratio= 0<180.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1799 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 0.710 0.710 Overall MINimum 0.250 0.250 +D+H 0.460 0.460 +D+L+H 0.460 0.460 +D+Lr+H 0.460 0.460 Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com File=C:SUsers11)ennislDropbox\VISTAS-11VISTAJ 11ENERCA-111391.ec6 Wood Beam ENERCALC,INC.19812017s Build:ifl.17.9.30,Uer.1fl.17.9';30 # KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Double doors into main area-combined double 2x4 header with existing 2x top plate Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 0.710 0.710 +D+0.750Lr+0.750L+H 0.460 0.460 +D+0.750L+0.750S+H 0.648 0.648 +D+0.60W+H 0.460 0.460 +D+0.70E+H 0.460 0.460 +D+0.750Lr+0.750L+0.450W+H 0.460 0.460 +D+0.750L+0.750S+0.450W+H 0.648 0.648 +D+0.750L+0.750S+0.5250E+H 0.648 0.648 +0.60D+0.60W+0.60H 0.276 0.276 +0.60D+0.70E+0.60H 0.276 0.276 D Only 0.460 0.460 Lr Only L Only S Only 0.250 0.250 W Only E Only H Only ti Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com Wood Beam Fite=CiUsersiDennisiDropboxlVISTAS-11VISTAJ-1tEAtERCA-111391.ec6 ENERCALC,INC.1983-2017,Build:10.17.9.30,Ver.10.17.9.30 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Office windows 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+ 1200 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 1200 psi Ebend-xx 1800 ksi Fc-Prll 1550 psi Eminbend-xx 660 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 &Better Fv 180 psi Ft 800 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.14)S(0.175) d b 0 b r64 2-2x4 Span=5.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.932 1 Maximum Shear Stress Ratio = 0.484 : 1 Section used for this span 2-2x4 Section used for this span 2-2x4 fb:Actual = 1,928.57psi fv:Actual = 100.18 psi FB:Allowable = 2,070.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+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 0.128 in Ratio= 467>=240. Max Upward Transient Deflection 0.000 in Ratio= 0<240.0 Max Downward Total Deflection 0.231 in Ratio= 259>=180. Max Upward Total Deflection 0.000 in Ratio= 0<180.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+5+1-1 1 0.2309 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 0.788 0.788 Overall MINimum 0.438 0.438 +D+H 0.350 0.350 +D+L+H 0.350 0.350 +D+Lr+H 0.350 0.350 +D+541 0.788 0.788 +D+0.750Lr+0.750L+H 0.350 0.350 Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com File=C:1Users\Oennis\Dropbox\VISTAS*11VISTAJ-11ENERCAi1N391.ec6 Wood B@8111', ENERCALC,INC 1983.2017 Build:1017.9.30,Vec10.17.9:30 Lc,#.KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Office windows Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+O.750L+0.750S+H 0.678 0.678 +D+0.60W+H 0.350 0.350 +D+0.70E+H 0.350 0.350 +D+0.750Lr+0.750L+0.450W+H 0.350 0.350 +D+0.750L+0.750S+0.450W+H 0.678 0.678 +D+0.750L+0.750S+0.5250E+H 0.678 0.678 +0.60D+0.60W+0.60H 0.210 0.210 +0.60D+0.70E+O.60H 0.210 0.210 D Only 0.350 0.350 Lr Only L Only S Only 0.438 0.438 W Only E Only H Only ,Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 ' Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com WOOED Be311>f File=G:ViseralDennisldropboxVISTAS-11VISTM-1\ENERCA-111391.ec6 ENERCALC,INC.1983-2017,Build10.17.9.30,Ver.10.17,9.30 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Headers above 3-0 windows 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-Prll 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 Bracin g : Beam is Fully Braced against lateral-torsional buckling y D(0.14)S(0.175) b b d b 2-2x4 Span=3.0ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=7.0 ft DESIGN SUMMARY _ Design OK Maximum Bending Stress Ratio = 0.447 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 2-2x4 Section used for this span 2-2x4 fb:Actual = 694.29psi fv:Actual = 54.69 psi FB:Allowable = 1,552.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+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= 1924>=240. Max Upward Transient Deflection 0.000 in Ratio= 0<240.0 Max Downward Total Deflection 0.034 in Ratio= 1069>=180. Max Upward Total Deflection 0.000 in Ratio= 0<180.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S41 1 0.0337 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 0.473 0.473 Overall MINimum 0.263 0.263 +D+H 0.210 0.210 +0+L+1-1 0.210 0.210 +D+Lr+H 0.210 0.210 +D+S+H 0.473 0.473 +D+0.750Lr+0.750L+H 0.210 0.210 Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 den nis@vistastructural.com File=C:tUsers\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1391.eu6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.9.30 Ver.10.17.9.30 Lie-#:KW-06010523 Licensee:Vista Structural Engineering,LLC - Description: Headers above 3-0 windows Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.407 0.407 +D+0.60W+H 0.210 0.210 +D+0.70E+H 0.210 0.210 +D+0.750Lr+0.750L+0.450W+H 0.210 0.210 +D+0.750L+0.7505+0.450W41 0.407 0.407 +D+0.750L+0.750S+0.5250E+H 0.407 0.407 +0.60D+0.60W+0.60H 0.126 0.126 +0.60D+0.70E+0.60H 0.126 0.126 D Only 0.210 0.210 Lr Only L Only S Only 0.263 0.263 W Only E Only H Only 'Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com WOOd Beam Fite=C:1UserslDennstprapbox\VISTAS-1NISTAJ-11ENERCA-1\1391.ec6 ENERCALC,INC.1983-2017,Build:10.17.9.30,Ver.10.17.9.30 Lic,#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Ridge at overframed area 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0,0.05)S(0,0.125j 2x10 Span=12.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: D=0.0->0.050, S=0.0->0.1250 kift,Extent=0.0—>>12.0 ft, Trib Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.797 1 Maximum Shear Stress Ratio = 0.300 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 906.89 psi fv:Actual = 62.03 psi FB:Allowable = 1,138.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.920ft Location of maximum on span = 11.255 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.186 in Ratio= 776>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.260 in Ratio= 554>=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+5+H 1 0.2598 6.263 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 0.350 0.700 Overall MINimum 0.250 0.500 +O+H 0.100 0.200 +D+L+H 0.100 0.200 +D+Lr+H 0.100 0.200 +D+S+H 0.350 0.700 Project Title: River Terrace East Vista Structural Engineering,LLC 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 denn is@vistastructural.com File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-1\1391.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.9.30,Ver.10.17.9.30 Lie.#-KW06410523 Licensee:Vista Structural Engineering,LLC - Description: Ridge at overframed area Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0+0.750Lr+0.750L+1i 0.100 0.200 +0+0.750L+0.750S+H 0.288 0.575 +D+0.60W+H 0.100 0.200 +D+0.70E+H 0.100 0.200 +D+0.750Lr+0.750L+0.450W+H 0.100 0.200 +D+0.750L+0.7505+0.450W41 0.288 0.575 +D+0.750L+0.750S+0.5250E+H 0.288 0.575 +0.60D+0.60W+0.60H 0.060 0.120 +0.60D+0.70E+0.60H 0.060 0.120 D Only 0.100 0.200 Lr Only L Only S Only 0.250 0.500 W Only E Only H Only Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com Wood Beam File=C:kUsersiDennisSpropbo)6VISTAS-1WISTAJ-11ENERCA-111391.ec6 ENERCALC,INC.1983-2017,Build:10.17.9.30,Ver..10.17.9.30 L. #:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Beams at sides of covered entries 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(0.1)L(0.1)S(0.125) t t t O 144 6x8 e4 Span=9.50 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, L=0.020, S=0.0250 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.682 1 Maximum Shear Stress Ratio = 0.195 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 705.59 psi fv:Actual = 40.32 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 = 4.750ft Location of maximum on span = 8.876 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio= 1530>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.160 in Ratio= 711>=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 0.1601 4.785 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.277 1.277 Overall MINimum 0.594 0.594 +D+H 0.475 0.475 +D+L+H 0.950 0.950 +D+Lr+H 0.475 0.475 +3+8+H 1.069 1.069 +D+0.750Lr+0.750L+H 0.831 0.831 Vista Structural Engineering,LLC Project Title: River Terrace East • 7140 SW Queen Lane Engineer: DMH Project ID: 1771 • Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com Wood BeamFile=C:\UsersSoennlz\Dmpbtx\ViSTAS-1WISTAJ 1\ErNERCA-111391.ec6 ENERCALC,INC.19812017,Build:10.17.9.30,Ver.10.17.9.30 L c.#:KW06010523 Licensee:Vista Structural Engineering,LLC - Description: Beams at sides of covered entries Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.277 1.277 +D+0.60W+H 0.475 0.475 +D+0.70E+H 0.475 0.475 +D+0.750Lr+0.750L+0.450W+H 0.831 0.831 +D+0.750L+0.750S+0.450W+H 1.277 1.277 +D+0.750L+0.750S+0.5250E+H 1.277 1.277 +0.60D+0.60W+0.60H 0.285 0.285 +0.60D+0.70E+0.60H 0.285 0.285 D Only 0.475 0.475 Lr Only L Only 0.475 0.475 S Only 0.594 0.594 W Only E Only H Only Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com Wood BeamFile=C\Users\Denns\DropboxWISTAS-1\VlSTAJ-1\ENERCA-1\1391.ec6 ENERCALC,INC.1983-2017,Build:10.17.9,30,Ver.10.17.9.30 Lic.#:KW06010523 Licensee:Vista Structural Engineering,LLC Description: Main Ridge beam 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+ 3100 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3100 psi Ebend-xx 2000 ksi Fc-Pr!! 3000 psi Emin bend-xx 1056.958 ksi Wood Species : Roseburg Fc-Perp 750 psi Wood Grade :RigidLam LVL 2.0E Fv 290 psi Ft 2100 psi Density 41.81 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.180)S(0.30) i 3.0X24.0 04 3.0 X 24.0 3.0 X 24.0 Span=12.0 ft Span=36.0 ft Span=12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0150, S=0.0250 ksf, Tributary Width=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.514 1 Maximum Shear Stress Ratio = 0.485 : 1 Section used for this span 3.0 X 24.0 Section used for this span 3.0 X 24.0 fb:Actual = 1,832.73psi fv:Actual = 161.85 psi FB:Allowable = 3,565.O0psi Fv:Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 36.000ft Location of maximum on span = 12.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.530 in Ratio= 814>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.848 in Ratio= 509>=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+S+H -0.0712 7.462 +O+S+H 2 0.8484 18.151 0.0000 7.462 3 0.0000 18.151 +D+S+H -0.0723 4.639 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -0.785 15.185 15.185 -0.785 Overall MINimum -0.295 9.491 9.491 -0.295 +D+I-1 -0.295 5.695 5.695 -0.295 +D+L+H -0.295 5.695 5.695 -0.295 Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMH Project ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 dennis@vistastructural.com File=C:\Users\Dennis\prapbox1VISTAS-1\VISTAJ-11ENERCA-1\1391.ec6 W00 Beam ENERCALC,INC.1983-2017, • Build:10.17.9.30,Ver.10.17.9.30 Lic.#•KW-06010523 Licensee:Vista Structural Engineering,LLC - Description: Main Ridge beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H -0.295 5.695 5.695 -0.295 +D+S+H -0.785 15.185 15.185 -0.785 +D+0.750Lr+0.750L+H -0.295 5.695 5.695 -0.295 +D+0.750L+0.750S+H -0.663 12.813 12.813 -0.663 +D+0.60W+H -0.295 5.695 5.695 -0.295 +0+0.70E+1-1 -0.295 5.695 5.695 -0.295 +D+0.750Lr+0.750L+0.450W+H -0.295 5.695 5.695 -0.295 +D+0.750L+0.750S+0.450W+FI -0.663 12.813 12.813 -0.663 +D+0.750L+0.750S+0.5250E+H -0.663 12.813 12.813 -0.663 +0.60D+0.60W+0.60H -0.177 3.417 3.417 -0.177 +0.60D+0.70E+0.60H -0.177 3.417 3.417 -0.177 D Only -0.295 5.695 5.695 -0.295 Lr Only L Only S Only -0.491 9.491 9.491 -0.491 W Only E Only H Only • . rim Design Maps Summary Report User-Specified Input Report Title River Terrace East Sales Trailer Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43826°N, 122.82604°W _ , , , „,,,,, i Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 40, , ..1,11:1,,,,„_.: e , -.,.-.„ ,., ... .,,,,,;,„e,,,,,A.:,...,--....,,, ,.:,,:;.:,,,,,,.'14.i.- !'-,,,,„:5,,,,4e,..0-- - ..: "9„, .101 44.n ' ii -:'.'-',',',5',.'51!-::,. i //i/ ,- °' 3//� • C , .ate ,k, y •.d .4. �� r�/r r h / / R ,,, ,,,,,,,,,ii.,,,,I5i,..,:ii1::::,,,ili, ,,,,,,,„..,,,„;...,. .... „,,,,... ,-,10'0',00::0-" ,--,,00„..; ' f '-,00,0 0040,0b0 r � ";�� /y /r �,x / /r USGS-Provided Output SS = 0.963 g SMS = 1.073 g SDS = 0.716 g S1 = 0.424 g SM1 = 0.669 g SDI = 0.446 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCERResponse Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.22 0.56 0.77 ,, 0.42 0.66 ET Ten 61 0.55 0.40 • 4.32 0.44 13.33 0.24 0.22 0.16 0.11 0.02 0.00 . 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.30 1.40 1.60 1.20 2.00 Period, T{sect Period. T;sec} For PGAh, TL, CRs, and CR1 values, please view the detailed report. . VISTA - /144/814 (&0.1-4)) vrt,44 .46644, R44104#1 c1-14:- -4,)-17/9# 14- t,J19-1).L \riittoe i66 571:Diar. /s! 15-732_0.7 1:71. ._E7k4tift.lf,6 I .. .. XE00 146 N414 SMCIA16: VAbLovo \14( (6.); Ptqc7 ; 4../1/U/;/6 ?i0,-t4) e-2.K . • ! � ' -' -' -- -|------�----- --'i'--� ----- -�--T� �--' - -�/ •| ` | : i Perforated Shear Wall Job: River Terrace East Sales Trailer Client: Polygon Northwest Company Area of house: Front Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 664# spacing(8d common or galvanized box nails) _ Wind Force(1)or Seismic Force(2): 1Seismic Wind Maximum H/W Wall Segment ratio: 35'':1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: 1218#/ft 6 in. 240#/ft 6 in. 335 Mt#/ Facesof wall with APA-Rated sheathing: 1 in _- -_--i................._........... ............................................i............_..................._..............._........... 4 in. 350#/ft -_.........._4 in.. ....._-490#/ft__........_. Nominal width of wood wall: .... - ............._............_.__. 4j in 3 in. 450#/ft 3 in. 630#/ft 2 in. 585#/ft 2 in. 820#/ft Veri Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear wall? .... Y 6 in. 480#/ft 6 in. 670#/ft 2)H/W Ratio of all segments within limitations? ....._ ................_....,...._......... _ __..___._-........._.._..........__..................... 4 in. 700#/ft 4 in. 980#/ft 3)Top and bottom of entire wall have uniform elevations? _....i ....._...-_...._....__.._.....__..............................i........_..__.....-...._.._........._._._._.... Y 3 in. 900#/ft 3 in. 1260#/ft 4)Lateral force does not exceed maximum allowable shear? 2 2 in. 1170#/ft 2 in. 1640#/ft 5)Wall height is less than or equal to 20 feet .,.,'Y Overall Wall Height 8 ft Maximum Opening Clear Height 4 ft Overall Wall Width 27 ft H/W Ratio Wall Segment#1 Length 3.5 ft 2.29 -'', Wall Segment#2 Length 18.5 ft 43 O Wall Segment#3 Length g N/A --_ Wall Segment#4 Length ft NtA :. Old,,,,;, Wall Segment#5 Length Wall Segment#6 Length ft N/A +,,,. EL "--,32 ft Unfactored Floor&Roof Dead Load: 90'#/ft Unfactored Self Weight Dead Load: '' -,#� OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vCa.L, Anchor Bolts/Nails Required %full-height sheathing 81% Minimum sill plate thickness: 2%x opening ratio: 50%; 1/2"dia.Anchor bolt capacity: 1040 if Co 0.91: 5/8"dia.Anchor bolt capacity: '' 1488 q(Service level unit shear): 30#/ft 16d common nail capacity: 226 i q(from wall above) p#/ft q'(=q/Co) 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: & 0--qt:', 1/2 dia.Anchor bolt spacing: 72-OO Intermediate Framing Members: 12;it C. 5/8"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE 16d common nail spacing: 82-0.0. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 265.1'%:': 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0# All Panel Edges: SEEABOVE"0.0.1/4 Net uplift force at ends of perforated shear wall: 1241 i; Intermediate Framing Members: ; 12.'I-13.C.„. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE ;! Hold-down required at ends on new foundation: None Required . Capacity of 5/8"dia F 1554 w/SET-XP,8"embed: 1650-# *Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation 6"OC,edge framing members shall be 3x or(2)2x nominal Rud Floor-to-Floor strap required at ends: None Requited Number of 2x4's required at each end of wall: 2 Number of 2x6's required at each end of wall: 2 ._....._...... _._.... .. _._..., ov'saa,a.wr,, r+, ._. ............. ..._..._.....- x Table 4.3.3.5(American Wood Council SDPWS) °,G full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 ......_.-._.___.............___..__..-..__...._._................... y,,,,,^.,y G #::4_,,..,,� voin 3.4.6,2;.. '{o.AFpL e r 20% 1.00 0.71 0.56 0.45 0.38 - 30% 1.00 0.74 0.59 0.49 0.42 1 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 i': 60% 1.00 0.83 0.71 0.63 0.56 -.........._-_..._.__._.... __._.......... _................... /y 70% 1:00 0.87 0.77 0.69 0.63 80% 100 0.91 0.83 0.77 0.71 / i 90% 1.00 0.95 0.91 0.87 0.83 1. 1 100% 1.00 1.00 0 1 1.00 1 1 ...................... ....-.. _................ -............ ................_.... .0 _.._..... .,.......... f .00 1.00d . x �r ,.,e. W ?gdt4Y g i L051.01^.CCAfDR6...Y$ti3N :KN3r"X.430.,RtgSKX[ I 5 ,[ 4' £ 1 Perforated Shear Wall " Job: River Terrace East Sales Trailer Client: Polygon Northwest Company Area of house: Rear Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 664# spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wall Segment ratio: 2,6:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: ,,;-1218'#/ft 6 in. 240*Kt 6 in. 335 ft/ft Faces of wall with APA-Rated sheathing: 1 in 4 in 350#/ft 4 in 490#/ft Nominal width of wood wall: 4 in 3 in. 450#/ft 3 in 630#/ft 2 in. 585#/ft 2 in. 820#/ft Ven Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear wall? Y< - 6 in. 480#/ft 6 in. 670#/ft 2)H/N Ratio of all segments within limitations? V 4 in. 700#/ft 4 m 980#/ft 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/ft 3 in. 1260#/ft ,,,,,,,,,,,,:' 4)Lateral force does not exceed maximum allowable shear? -? ';;,;,,,,V 2 in. 1170#/ft 2 in. 1640#/ft 5)Wall height is less than or equal to 20 feet Overall Wall Height 8 ft Maximum Opening Clear Height 4 ft Overall Wall Width 27 ft H/W Ratio Wall Segment#1 Length 3.5 ft 2.29 Wall Segment#2 Length 18.5`ft443 01< Wall Segment#3 Length Wall Segment#4 Length ft 14/A 01( i Wall Segment#5 Length ft NtA ,1K Wall Segment#6 Lengthft ';'r,,,,N/Afz....- ,„� IL, ';',,',' 22 ft Unfactored Floor&Roof Dead Load: 90#/ft Unfactored Self Weight Dead Load: "; 96'#Rt 2.863636364 OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vCoEL; Anchor Bolts/Nails Required full height sheathing 81%. Minimum sill plate thickness: ,..;-",- ',","2 x -[ opening ratio: 50%_ 1/2"dia.Anchor bolt capacity: 10+40# ' Co 0.91" 5/8"dia.Anchor bolt capacity: 1488 q(Service level unit shear): 30'#Mt 16d common nail capacity: -f,',';,''- 226` q(from wall above) 0#/ft q'(=q/Co) 33#/ft Total no.of 1/2"dia.Anchor bolts required: ,- '2"':.:,":.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: 72"0.C. Intermediate Framing Members: 12 0G. 518"dia.Anchor bolt spacing: '72'04; Wall Sheathing On: ONE FACE-'; . 16d common nail spacing: 82 04. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 265 CA: 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE d C. Net uplift force at ends of perforated shear wall: _ 1241#"' Intermediate Framing Members: 12",;":4C. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONEFACE i,:;: Hold-down required at ends on new foundation: None Required - Capacity of 5/8"dia F 1554 w/SET-XP,8"embed: 10850# *Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal "" Norte-Required Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of wall: 2 Number of 2x6's required at each end of wall: 2 Table 4.3.3.5(American Wood Council SDPWS) Co ,,s x __._ �....,..., . . ..- ..._ .. ,,, .....a_ ....... %full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 aresar,a t En, _._..........__- 0....._....__.-__......._�.__._�.0........._... sEr Ed?� �r"t 20% 1.00 0.71 0.56 0.45 0.38 € 'r � I 30% 1.00 0.74 0.59 0.49 0.42 40% 1 00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56k ---, ' 70 1.00 0.87 0.77 0.69 0.63 # \ % I i I d' 80% LOU 0.91 0.83 0.77..............._0:71 s S ? } 90% 1.00 0.95 0.91 0.87 0.83 - j a•. 1 t ................................. .._._.............._....._........................._..._...-.........__ ............. '� w� 100% 1.00 1.00 1.00 1.00 1.00 4 € q UM.IMMIOW9.044 50na rc�taCE. R. fi • Segmental Shear Wall Job: River Terrace East Sales Trailer Client: Polygon Northwest Company Area of house: Side Walls(id Gabled ends) _'=r-t Lateral Force 1444# Number of Panels in Shear Wall Line 1 SEISM[CWflNA 00B,..___T Wind Force(1)or Seismic Force(2): 1 !// d/ Maximum HNJ Pier ratio: + 3.5':1 sruhlAir".C,stfat.aacp av;azstcw- Sos ',2 3.5 .flr Overall Wall Height 8 f € Minimum Allowable Panel Width 2.285714286;ft Total Panel Width in Shear Wall Line 24 ft Aspect Ratio OK? Uniform Wall Self Weight(unfactored) 96 #/ft Panel Shear 60#/ft Total Length of Shear Wall Line 24.00.ft 11 t. Required bottom plate size: "' ` ) 2x"8ott0rt P/ e Required sheathing: txaawsvu:sawa��raccxrs g .7/16-ineh APA-Rated w/8d t 6&;12 av si-s OF e .rmew:.1 >,� ` Panel 1 Width 24.00 ft Panel 1 Roof&Floor Dead Load(unfactored) 15#/ft -.,.,. M, 1155211l4 - ¢ q. M, " 15900-ft-# Tension force: 1 L hkt AND HBxy".✓"tea Nominal width of wood wall: 6 inch Width of stern wall. 8 inch Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): .207::"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 297."OC Max.16d nail spacing required at bottom plate: 16,"OC Simpson A35 or LTP4 maximum spacing: 't3+t."OC Maximum tension force: '-181^# Note:Tension tome value is negative which means no hold-down is needed Hold-down required at ends of segmental wall(new foundation). ;NoneRegtaretl„ ? ' ,:.: Capacity of 5/8"dia F1554 w/SET-XP,8"embed: J 2365# Hold-down required at ends of segmental wall(existing foundation): ... None Required Floor-to-Floor strap required at ends of segmental wall(if applicable) None Required ..-,z 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing(8d common or galvanized box nails) Seismic Wind Edge nailingv Edge nailing v ..__........._6 in. 240#/ft 6 in. 335#/ft ......._._ 4 in. ............350#Rt 4 in. 490#/ft 3 in. 450#/ft 3 in. 630#/ft 2 in. 585#/ft 2 in. 820#/ft Sheathed both faces Sheathed both faces 6 in. 480#/ft 6 in. 670#/ft 4 in.._._......................................_700#/ft 4 in.......__....._.___....._980#/ft_......... 3 in. 900#/ft 3 in. 1260#/ft 2 in. 1170#/ft 2 in. 1640#/fl� � >�., Fro TABLE 2 pro. SHEAR WALLS:RECOMMENDED SHEAR(POUNDS PER FOOT) FOR APA PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS-FIR,LARCH,OR SOUTHERN PINE(°}FOR WIND OR SEISMIC LOADING(b} Panels Applied Over Panels Applied Direct to Framing 1/2"or 5/8"Gypsum Sheathing Minimum Minimum Nominal Nail Nail Size Nail Spacing at Nail Size Nail Spacing at , Panel Penetration (common or Panel Edges(in.) (common or Panel Edges(in.) Panel Grade Thickness in FramingN galvanized galvanized (in) (in.) box) 6--... 4 3 2(e) box) 6 4 3 2(e) 5/16 1-1/4 6d 200 300 390 510 8d 200 300 390 510 APA 3/8 230(d) 360(d) 460(d} 610(d) STRUCTURAL I 7/16 1-1/2 8d 2554) 3954) 505(d) 670(d) 10d(f) 280 430 550 730 grades 15/32 280 430 550 730 15/32 1-5/8 10d(f) 340 510 665 870 — _ - 5/16 or 1/0 180 270 350 450 180 270 350 450 " 1-1/4 6d d APA RATED 3/8 200 300 390 510 $ 200 300 390 510 SHEATHING;APA 3/8 220(4) 320(4} 410(4) 530(d) & RATED SIDING(g) -- ___ – y---- and other APA 7/16 1-1/2 8d 240(d} 3504) 450}d) 5854) 100) 260 380 490 640 grades exce t 15/32 260 380 490 640 ` 'ro species Group 5 15/32 310 460 600 770 — — — ' ' 19!32 1-5/8 100340 510 665 870 --...._.__.,..__.-_.._. — ------ _---,,..-.._. __.. s Stix Nail Size Nail Size • y (galvanized (galvanized casing) casing) i l. t A‘ -`,7 f 6 275 ., ® �f' ®gyp"�' 3/8 '"1-1/2 8d 160 240 310 410 ld(f1 160 240 310 410 (a)For framing of other species:(1)find specific gravity for species of lumber in (d)Shears may be increased to values shown for 15/32-inch sheathing with the AFPA Notional Design Specification.(2)(a)for common or galvanized box same nailing provided(1)studs are spaced a maximum of 16 inches o.c.,or nails,find shear value from table above far nail size for STRUCTURAL I panels (2)if panels are applied with long dimension across studs. ' (regardless of actual grade).(b)For galvanized casing nails,take shear value (e)Framing at adjoining panel edges shall be 3-inch nominal or wider,and directly from table above.(3)Multiply this value by 0.82 for species with specific nails shall be staggered where nails are spaced 2 inches o.c. k ..,.�` gravity of 0.42 or greater,or 0,65 for all other species.See footnote(h). (fl Framing at adjoining panel edges shall be 3-inch nominal or wider,and 5` (b)All panel edges backed with 2-inch nominal or wider framing.Install pan- nails shall be staggered where 10d nails having penetration into framing of els either horizontally or vertically.Space nails maximum 6 inches o,c.along more than 1-5/8 inches ore spaced 3 inches o.c. intermediate framing members for 3/8-inch and 7/16-inch panels installed Values a Ito all-veneer 1 acid APA RATED SIDING panels only.Other -' on studs spaced 24 inches o-c.For other conditions and panel thicknesses, (g) Pp y p space nails maximum 12 inches o.c,on intermediate supports. APA RATED SIDING panels may also qualify on o proprietary basis.APA RATED SIDING 16 oc plywood may be 11/32 inch,3/8 inch or thicker. (c)3/8-inch or APA RATED SIDING 14 oc is minimum recommended when Thickness at point of nailing on panel edges governs sheer values. applied direct to framing os exterior siding- (h)Contact APA for engineered alternatives. Typical Layout for Shear Walls ¢ � Fr ami L ::-.,i, ead Framing Blocking \ 1111111111111111111111111111111 lira:1,1. ing k■x.111 1i 11111111111121111m1111 "` . Shear wall boundary Foundation resistance .' 4 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral loads.wsw WoodWorks®Shearwalls 10.31 Level 1 of 1 N .... cr_.----- 778 B-1 1 (N CO k 20' t CO N N- x T CV .,, a CO 10' z N CO 00 CO 11,- I,—i N 778 A-1 21, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1IIi1II 37.5 28.7 0' 10' 20' 30' 40' 50' Factored shearline force (lbs) t t _ = Unfactored applied shear load (plf) i. Factored holddown force (lbs) 0—® Unfactored dead load (plf,lbs) •C Compression force exists - - I Applied point load or discontinuous shearline force(lbs) • Vertical element required Loads Shown: Qe; Forces: 0.7E +0.6D; E= pQe+ 0.2 Sds D; p(NS) = 1.0; p(EW)= 1.0; Sds= 0.72. Orange WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral loads.wsw WoodWorks®Shearwalls 10.31 - Level 1 of 1 40' - 55.6 25.01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I20 30' 664 B-1 o Ico 20' v co N- ao 4 , . 0 N--. 10' co _ M i W d- 0 t 0 - �. 4� .— i-cr • co ' 664 A-1 0" .............._. . _....,,., __.._. ..-C-S°&264°+ .. r -$ i 11 i 111111-F9 �ii111111111i11111iiiiiiiiiii 40.1 -10' -20' 0' 10' 20' 30' 40' 50' 60' Factored shearline force (lbs) If It Unfactored applied shear load (plf) • Factored holddown force (lbs) 0-0 Unfactored dead load (plf,lbs) •C Compression force exists C 0 Unfactored uplift wind load (plf,lbs) • Vertical element required --oil Applied point load or discontinuous shearline force(lbs) Loads Shown: W; Forces: 0.6W+ 0.6D. Orange mm • 1 of 2 COVERED PORCH LATERAL ANALYSIS JOB NAME Northwest River Terrace Sales Trailer Covered Entries CITY Tigard,Oregon 'Number of stories) 1i ROOF ISL 1 251DL I 151AREA I 100' DECK ILL 1 01DL I OIAREA 1 01 Effective Seismic Weight,W W I?; 1500 lbs ":..'' 1 S, 0.962Si 0.4111 Fa 1.115 F, 1.589' SMs 1.073 SMS 0,653' DESIGN SPECTRAL RESPONSE SDs � 0.713 (Sni �:% ;,.0,435 Importance Factor,IE 1.0' Response Modification Factor,R 6.5 Seismic Design Class: D Period,Ta(seconds) C, 0.110 V %``. '465 Weight,W(lbs) h,(ft) W„hxr C Fa(Ibs) 0.7E(lbs) Roof 1500 8 12000 "`" 1.000 265 115.55385 Deck 0 0 0 0 000 0; k=1.0 Total 165 Uplift analysis(per ASCE7-10) Total area 1 j0 0' Uplift pressure 27.4 psf (Unfactored) Uplift force 1644'lbs (0.6W) Dead load 900 lbs (0.6D) Pier Area 3,14,ft Pier depth 1.5 ft Concrete weight 424 lbs; ;(0.6D) Slab thickness 4 in Slab Area 16 ft2 Slab Weight %480 lbs (0.6D) OK a 2 of 2 WIND PRESSURES(PER ASCE7-10) _ Based on 3-second gust at wind speed listed below: Design wind speed:,__ 120';mph Unfactored Wind Pressures,psf(VV) Factored Wind Pressures,psf(0.61/V) Roof pitch.= ,,,,4J/12 Zone A Zone B Zone C Zone D Zone A Zone B Zone C Zone D 316. 8.3 t RAROIRECKELEVATKRO tPORWIED O NALYSt:SI N. 1 RNDPRESSURE AREA C \\. // va / r \ / // MRNrI PRE38t,t1E... RIS I i- ,8E WALL TltC, 11.101 L1 11 ft F,,1 341# Roof Diaphragm L2 12 ft Fs,v2181# 7/16"Panel with 8d nails @6"o.c.at diaphragm boundaries,@6"o.c. L3 12 ft , at all other panel edges,and @ 12"o.c.at all intermediate members H 3`__ft v1 and v2 171%#/ft B 10 ft vB 18.1#/ft Tension straps where corners meet house D 10 ft Simpson CS22 or TS9 T1&C1 .,. ... ,99# Gabled or Hipped Roof? Gabled ROOF DIAPHRAGM:7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing(8d common or galvanized box nails) Seismic Wind Diaphragm boundaries All other panel edges v Diaphragm Boundaries All other panel edges v 6 in. 6 in. 170#/ft -� 6 in. 6 in. __---240#/ft__---_(Unblocked) 6 in...__.........._....................._..........._........6...in.........._..__........._...................255...# ....___. 6 ins_..._.........._. 6 in. 355#/ft (Blocked) _.....4in.................._.__....__......_._...... 6 in. ..........._.._._..__.340#/ft 4 in. 6 in. 475#/ft (Blocked) 2 1/2 in. 4 in. 505#/ft 2 1/2 in. 4 in. 705#/ft (Blocked) PROJ; East River Terrace Sales Trir. DATE:, VTISTA 11/10/2017 PROJ#: 1771 - SRUCTUTIAL ENGR: DMH ENIMINEERING , LLC - - = tiod-t4.1 i-c-Dittr\r-e 451(C-#111_, ex)veieli edyx.iirries- _ (F.,d-ofea) jrc 4r244514, Nr z :1/116''' , . : . . - Lt//'.. c,i?e,e)-30 a LEGEND: t SS SANITARY SEWER Pacific r .r STORM DRAIN Community _ _ I �E P Design WATER LIN ~ I 1 12564 SW Main Street N.,_ 1 _.� \ ° �'°' • MANHOLE ! Tigard,OR 97223 [TJ 503 941-9484 _ �� - _.1:-/-11 o CATCH BASIN �� — —J WATER METER DATE: 8/23/2017 - ___ 324.0 �._ k - mss"Aga , . STREET LIGHT REVISIONS � f} _ _ - m, STRAW WATTLE PERIMETER NO. DATE DESCRIPTION ;s 1 X f / �� f� I EROSION CONTROL 1 / t/ 326.4 t. FLOW DIRECTION ARROW r� 1 18.63'- -- t I r-- ,;.- x f I;I, }_L__. [Ti i / I1 ri I I TJ II ;�° SETBACK SUMMARY F, < ; I I J I I V) —�I%3 FRONT SETBACK: 12' Q 1 23.67' I +� I410 1S SIDE SETBACK: 3' 1 I I '. 27.32 r, t -' O ;` STREET SIDE SETBACK: 8' i I 11 ‘ ( 160.00' `, J 1, /' I FRONT PORCH SETBACK: 8' ` 11I 18.01' f I \ p / REAR SETBACK: 3'-6' i 4 fe 1 t TEMPORARY \ TEMPORARY WALK ,,(,\ O /, -- REAR COVERED DECK SETBACK 5 ? SALES 2% 41— , I 136 ..__I_ O \ i. 4 4a 1 ° 4 , OFFICE �.� — V1 a Fr 1 1 �� \ 1,420 SF G 4 I T...._ TEMPORARY WALK 137 \ FF= 326.21 138 I I 1 LOT COVERAGE: I 1 A ° \ ; 2,944 SF I 3,404 SF Ico 1 � _� LOT AREA: 6,348 SF 1 I t ' 1 �/ ADA ACCESS o n `"i I 1 r.,-,04 1 II f' K `\ BUILDING FOOTPRINT: 1,420 SF ° 1 I I 1 t Ij I J_. _._. ,- RIVER 1 I I COVERED PORCH: 0 SF q72` I I III rJ I/ S co71 I c COVERED REAR PATIO: 0 SF TERRACE V \ 1 N 13.37' , I 326.6 Lm 324.3 ,� X X ' ,� CANTILEVER LIVING SPACE: 0 SF EAST F 1 -- DECK AREA: 0 SF STORM LATERAL SSW REDFOX TERRAI ti _.,.,.).,,,., SS r ss 14) CE ', TOTAL COVERAGE: 1,420 SF I E SANITARY LATERAL — 5 • 0 22.4 % _ $, _ -- __ <j` IMPERVIOUS AREA: 1,859 SF SALES OFFICE N --- ---- :.�. ..,:-_,...,�.., -,,,�..� .:..::. ..__: - �. -. ..� \\111111 / `su, PLOT PLAN ` I ` II' f' I ,�` I IDE II �, S a I I I1I __ N -- bo RECEIVED p CV C8 0 l0V i 4 'o?i RIVER TERRACE EAST (503) 221 -1920 ry�J�y TIG0 ARD CITY OF TI'�^p'�`Rcp ��( PROJECT NO.: 395-041 // C•1 2S1 W6 ill ANIII��� �y��;yG7lI1VL. TYPE: CONSTRUCTION L60LOT 137 & 138 TEMPORARY SALES OFFICE (R-7, MEDIUM) I Ld1 SCALE 113 20 REVIEWED BY: PRE co 0 .,97 i, RIVER TERRACE EAST TBD SW REDFOX TERRACE 1INCH=20 FEET w p w / Zv ' FASTENING SCHEDULE MATERIAL LIST WALLS: ELME: ROOF: PLATE-TO-STUD MIN. OF 2- 0.121" x 3" NAILS 2 x 8 FLOOR JOIST-TO-RIM MIN. OF 4- 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) ROOFING. .PABCO 30 YEAR ARCHITECTURAL COMP. VW SHEETROCK SENCO P15 STAPLES &GLUE CLASS "A" BOTTOM BOARD-TO-JOIST 16 go. x 3/8" WIDE CROWN 0 12" MAX. EDGES ONLY OVER 2 LAYERS OF NON-PERFORATED 15#FELT APPLIED SHINGLE FASHION. BOTTOM PLATE-TO-FLOOR 0.131" x 3" NAILS 0 8" oc. (SENCO KC27 OR EQUAL) FLOOR DECKING-TO-2x JOIST .113" x 2 3/8" RING SHANK 0 6" EDGE, 12" IN FIELD. -HIGH WIND APPUCATION- SMARTSIDE SIDING-TO-STUD 0 SIDEWALL 0.099 x 2 1/4" GALV NAILS 0 6" EDGE, 12" IN FIELD (SENCO GE-24). USE CONSTRUCTION ADHESIVE (AFG01) ON JOISTS SHEATHING 7/16" A.P.A. RATED (24/16) (EXCEPT USE 4" oc 0 TOP & BOTTOM) ALL EDGES SUPPORTED BY FRAMING OR BLOCKING. BQQF. FRAMING 2 x 10 D.F. #2 RAFTERS ®24" oc SMARTSIDE SIDING-TO-STUD 0 ENDWALL SEE ENDWALL FASTENING NOTES ON ELEVATIONS. RIM-TO-RAFTERS MIN. OF 5- 0.131" x 3" NAILS(SENCO KC27 OR EQUAL RIDGEBEAM. .1 1/2" x 24" MICROLLAM CONTIN. (LVL 2.OE) THREE STUD CORNER CONNECTION 0.131" x 3" NAILS 0 12" (SENCO KC27 OR EQUAL) - (2- TOP RIM TO RAFTER, 3- MICRO RIM TO RAFTER) LEDGERS 2 x 4 D.F. TAPER CUT CAULK CORNFR STUDS FROM FLOOR TO CEIUNG ROOF RIM-TO-TOP PLATE 0.131" x 3" NAILS 0 8" oc. (SENCO KC27 OR EQUAL) RIMS. 2 x 6 CONTINUOUS MICROLLAM (LVL 2.0E) LEDGER-TO-RIDGEBEAM 0,131" x 3" NAILS 0 3" oc & 3 ®BUTT JOINTS (SENCO KC27 OR EQUAL) w/ VENTED 2 x 4 ON TOP 16 GA.x 1Y4" RAFTER-TO-RIDGEBEAM 4- 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) STAPLES®4'oc INSULATION. .R-30 CELLULOSE BLOW-IN SHEATHING-TO-ROOF MEMBERS 16 ga. x 1 3/4" STAPLES 0 6" EDGE, 12" IN FIELD (SENCO N19) CEILING. .SUSPENDED T-BAR (PER IBC STD. 803.9.1.1) 01' 1 x 6 FASCIA NOTE: SHEATHING TO BE INSTALLED PERPENDICULAR TO THE RAFTERS. VSE 8769A CORTEGA.TILES 2 x 4 SUBFASCIA OFFSET SHEATHING 4 ft. BLOCK EDGES OF ANY PIECES LESS THAN 24" ARMSTRONGSEISMIC RXCEILING" RAFTERS VENTING. .EAVE AND RIDGE GABLE END FRAMING -� MARRIAGE iggLinglEcliat NOTE: ALL MARRIAGE LINES (DEFINED AS THE SPACE BETWEEN ADJOINING MODULES) WALLS: MUST BE INSULATED AT THE ROOF, FLOOR AND WALLS ON SITE,. SIDING. .7/16"LP SMARTSIDE PANEL T1-11 w/GROOVES 0 8"oc i, SIDING NAILS 0 4"oc 2 x 6 BLOCKING "Z"FLASHING RIDGEBEAMS 1/2" BOLTS w/1 1/2" DIA. WASHERS 0 6'-0" oc AND 8" FROM EACH END FASCIA. .1 x 6 TRIMCRAFT AT SIDING JOINT Ili' (MINIMUM 2" EDGE DISTANCE) TRIM .1 x 4 TRIMCRAFT 0 CORNERS /WINDOWS / RIM JOISTS 1/2" BOLTS w/1 1/2" DIA. WASHERS 0 4'-0" oc AND 8" FROM EACH END DOORS AND MOD UNE .� (MINIMUM 2" EDGE DISTANCE) ENDWALL TOP PLATE ! SIDING NAILS®a"oc FRAMING EXT:2 x 6 D.F. "STANDARD" or "STUD" Emior BETTER STUDS ©16" oc /�I INT:2 x 4 D.F. 0 16" or 24" oc except 2 x 8 AT PLUMBING WALL ENDWALL ROOF DETAIL 99 A TOP PLATE. .2 x 6 CONTINUOUS MICRO (LVL N.T.S. \ \ r i 12 CP BOTTOM PLATE......2 x 6 D.F. LAM 2.oE) 41-1' LU26 HANGERS AT ALL RAFTERS ___--- - --___ I Z INSULATION......EXT:R-19 FIBERGLASS BATT OVER DOOR & WINDOW OPENINGS --- - - INT:R-11 FIBERGLASS SOUND ATTENUATED BATTS Co WITH 6- tOd x 1'/Z" NAILS INTO _ - -- - -- - - - _ Q� 0 RESTROOM WALLS TO CEILING HEIGHT MICROLLAM ROOF RIM - - --. ��''t N ''�'"''''',�'""� 74 ,�I,•�I�`I,,,!�,I,,�, _ , ", ®L/ INTERIOR FINISH PL/ " 1N OST PERSHEETROCK RESTROOM "W. • * RIDGEBEAM BRACING NAPA ' CODE �l - SEE DETAIL 5 , ' �� BELT RAIL 7/16" x 5" LP SMARTSIDE NO GROOVE �',,I \ FLOOR: CAULK AT ''�; , 10 TOP LLATRIME �, COVERING. ONLY:STOCKVCT SHEET VINYL RO \ FLAME SPREAD / IS 25 OR LESS DECKING. 1st:23/32" A.P.A. RATED PLYWOOD 2nd:1/4" ARAUCOPLY I FRAMING .2 x 8 D.F. #2 JOISTS 0 16" oc V: CAULK = ONE DRY CUP PERM VAPOR RIMS 2 x 8 CONTINUOUS MICROLLAM (LVL 2.OE) o, AROUND 0 BARRIER ON THE WARM SIDE, ► V o WINDOWS z N TYPICAL THRU-OUT BUILDING. r INSULATION. .R-25 FIBERGLASS BATT = 'Oa - m !� BOTTOM COVER CLASS"A" 8 I 0 _FRAME: CAULK WALL 7 CORNERS FROM n TYPE. .TRANSVERSE TOP TO BOTTOM b =' MAIN RAIL. .10" JR. I-BEAM a NOTE.FULL LENGTH CROSSMEMBERS AT FRONT ANDREAR N GI © !A AXLES 4- BRAKE 0-IDLER w/8:00 x 14.5 14 PLY TIRES CAULK AT WITH ROCKERS wi BOFLOORPLATE ® i8. \\\\\���srr���rrr f HITCH DETACHABLE g �\ \ �` ; sri FASTENING REQUIREMENTS: \ \ FLOOR JOIST TO I-BEAM 5/16" x 3" LAGS 0 32" oc _ ' �Q (ALTERNATE SIDE TO SIDE OF EACH I-BEAM) 3 / ,moi e# �.+�, END CROSSMEMBER CONNECTION TO END RIM JOIST... _ _ _ (5) 5/16" x 3" LAGS PER MODULE. ,$M 991" ( SPACE 994" I II-2$"t71 11'-10" TL Jr ���D PROFFss ��SS\ONA1 FN _ / 11-10" / 4C7- ��GINEF� files 404 wasgr y�P�GISTERFO'�jFF� z cc 1931•PE v' / 9086 ` OREGON 7 p0✓Gl Y 15,199 ; FAG s goo 41 4Tf OF\OP�\�i� SECTION - A A a ° M.SNE' 4'4'io5A1.EIC' k M. SNE - J 1/2" = V-0" EXPIRES: 6/30/2008 EXPIRES: 7/14/2008 0 10-22-07 F/XPDWIMN0CRNOTPONS£GTION-M N5 COPYRIGHT 2007,BLAZER INDUSTRIES,INC. • MOBILEApproved ror Job Na 16437-48 O Ftcr for: _ 11-2897 �j .t "ADDED A 9/IG" BELT RNL TO me BUILDING N5 THIS MATERIAL IS THE EXCLUSIVE PROPERTYI I"21_0 7 -o ONOT BLAZER UCINC.AND ISCL ■■ - - 24X60 LEASE UNIT Fle CePy Sf II-2.q_cq NOT BE REPRODUCED,USED,OR DISCLOSED P6 A..2 TO OTHERS IXCEPTASAUTHORIZED BYTHE �� rNcuSrRies,mc. OR.,WA., ID. MDdS Drawn By /V5 DATE REVISION BY WRITTEN PERMISSION OF BLAZER INDUSTRIES. Start Date: 10-26-07 II P.o.BOX 489■ADNsvILLe,OR 97325-0489Pa 07 BLMP-03 A5 c2 ci) _ 5 I:, Y r I '1 Y 'ir I i�� ji I 1 11 1o1�..,V 11 11 �� Fp (fl Will �IV �1 11111 111 �II �I1 ill III i f i��� "r ll'IYI�'�'Y"T' �f l YI1 IfU111111111111111110H101111111111111111111111111111111Q11111111111111111111111111HI11111111O111111111181111111111111NI111111111Ir111111111111Q NI111111�p111!11111 111111111W�111111I111111111111111U 1111111111111111f11111111I11N11II11111p11N111111111(1ID U M [I -----. -.-._- -------- --'----.....----- ----r- , -------- r----'----'-----r-r -—r ----- ---------- FINISH FLOOR UNE BOTTOM OF FLOOR JOIST 7/16" x 5" BELT RAIL WALL "C" ELEVATION p I Llil 111 111 II II II II l IIIliil I' GIIP ill I I I 1111 II qI ■I'1 I �m I 1 1 I itI I 1 11 I I Il LSI �F I (1 11 11 �� �1 - . I I I I I I 1 1 I I I I fl t L I ,I II I I � I I - I i I I I I I in I L I I I I II I I 1I I (t l I l � I I I I I I I , I 1 ,. .''--..--_.._.._--...............__..__ _______.... ......._. ..._.... ... . , , , „ 1._... .,...... _ 2. LLT WALL "A" ELEVATION = 1/4" = 1'-0" o Q Q P T Q o g ---....■1111111111111■.1..--- _—...m1111111111111 1111111111141111m...—_ h IIII111 - 1111 1111111111111111 I =-Z-1 A' TYPICAL ENDWALL FASTENING: 8 1. INSTALL Vis" SMARTSIDE SIDING WITH ALL EDGES SUPPORTED AND FASTEN aw/ 0-099 x 2X NAILS AT 4" oc v _ EDGE, 12" IN FIELD.mvN. I 2. BLOCK WINDOW HEADER ANO SILL AT �" III �1�� CORNER. USE (1) 1Yz" x 30 ga. 24t , l-4-01 STRAP PER CORNER AND (6) ga. x 1" k 1�� M SOD IPR N '• Sg5'STE FN I WIDE STRAP CROWN STAPLES EACH END OF EACH �5�a(,INFF�S'.• ofµ,ASK, .F�EGISTERF O'Gj.F� z TAG LOCATION TAG LOCATION �� 4y :-' 0��, 19300PE vi WALL "2" ELEVATION 3. USE (9) 10 STRAPS WHERE SHOWN WALL "1 " ELEVATION i 9086 WITH (9) 10d x 1 1/2" NAILS AT OREGON 3 4Z- EACH END OF EACH STRAP. 'PO✓e/ 9A•� p 35406 4" qT P,Z 1/4.. = 1' 0" 1/4" = 1'-0" 0 15.A% �•s cA ecrsrsaE f OF 10 \Qi aQ KM.SHE( 9yI0NAl EAG k M. SNS( J LEXPIRES: 6130/2008 c EXPIRES: 7/14/2008 •� 1120-07 AMOVE°t1/AC 6"ro Tt1C 0000NE N5 COPYRIGHT 2007,BLAZER INDUSTRIES,INC. • MOBILE ` Approved for Job 1643748 p 11-28-07 ADDED A 7/16"x5"BELT KNLTO Ttii BUILDING N5 THIS MATERIAL IS THE EXCLUSIVE PROPERTY O IG /Of; II_21-01 No: A 3 0 OFO BE ERRINDUSTRIES,ED,USE AND SHALL •I LEASE UNIT F6e�pY _ NOT BE REPRODUCED,USED,OR DISCLOSED 24 X 60 GJp n-21_,77 o TO OTHERS EXCEPT AS AUTHORIZED BY THE �� INDU TerES INC. Drawn By: N5 - ,.o DATE REVISION BY WRITTEN PERMISSION OF BLAZER INDUSTRIES. aP.o.BOX 489■AUMSVILLE,OR 97325-0489 OR.,WA.,ID. Modspace 07 BLMP-03 A5 slartDa4a: 10-26-07 i 44"/ 14 ST2215 WITH RIDGEBEAM IN 346"r I1"��/1" "x 9" U4PLI T xPLAIE NAILS EACH END 1Yz" MICROLLAM II, I IIII MICROLLAM GABLE END RAFTER hid RIDGEBEAM III� �111�� EXTEND ONE STUDF UPT ALONG RIDGEBEAM AND FASTEN WITH ��ai w 11111 --0 11 (11111'1 1111r111117. 11 I II . 6- 0.131" x 3" NAILS OR EQUAL r I 111111 111111 Jr DIAMETER BOLT 1E1 Boo 3%"x 3)"x 9" 1,11.nnn, STRAP 3 SEES BEARING PLATE WITH tYz" DIA. WASHER SIMPSON ST2215 OR EQUAL. Vis' USE 7- 0.131" x 1)¢" NAILS EACH END OF STRAP. m111 V SPACER WELDING: w G.M.A.W. - AWS A5.18 0 F.C.A.W. - AWS A5.20 END COLUMN I ALL WELDS TO BE SINGLE PASS 3 CHORD SPLICE DETAIL USE DOUBLE 2 x 6 D.F. #2. FILLET BY CERTIFIED WELDER TO 3"x 3"x 3/6" FASTEN STUDS TOGETHER WITH 1;11;i1i if A.W.S. D1.1 CODE. STEEL TUBE 1/Z" = 1'-0" DOUBLE ROW OF 0.131" x 3" ill 46KSI STEEL TUBE COLUMN NAILS OR EQUAL AT 8" oc. A36 STEEL PLATE NAILS MAY BE ANGLED SLIGHTLY TO PREVENT NAIL PENETRATION THRU NEXT COLUMN STUD. (4) SIMPSON SDS1/4x12' SCREWS (TOP) �J (4) SIMPSON SDS1/4x3" SCREWS (BOTTOM) � (DRILL a" HOLES) 111 ADD TIGHT FIT 2 x 6 BLOCKING 1.111 3/a' x 3h" x 9" TIGHT FIT 2 x 6 TO NEXT STUD AT WALL THIRD POINTS. BEARING PLATE BLOCKING WITH �s 3 9DES 4- 0.131" x 3" NAILS )" SPACE, CONT. Ya" x 3)¢" x 5" EACH END. ,�� STRAP UPLIFT PLATE \ In SIMPSON ST2215 OR EQUAL _ USE 7- 0.131" x 1)�Z" NAILS r x„ „i 91„wii \ EACH END OF STRAP. lit FLOOR "Z" FLASHING I _ 2x8 I _ MICROLLAM RIM JOIST (1 JOIST 11;11111 01111 �, II�IiIIII` 7/s" x5" LPSMARTSIDE RIM JOIST Ili1" IIII 1" TIGHT FIT MICROLLAM ID NO GROOVE BELT RAIL 1Yz" MICROLLAM i�, FLOOR JOIST Jr 31. BLOCKING INSULATION REQUIRED ��!' s V INSTALLED ON SITE 1)" FASTENER SCHEDULE NAIL SIZE QTY LOCATION ADD TIGHT FIT BLOCKING UNDER 0.131" x 3" 5 EACH END COLUMN FOR FULL BEARING. 0.131" x 3" 2 ROWS TO RIM 4. FLOOR DETAIL 1 AT 4"oc. EC226 — END COLUMN DETAIL — DBL 2 x 6 2 ICSTL—MKC: INTERIOR COLUMN DETAIL 1X" = —0" 1" = 1'-O" VENT SCREEN 16 GA. x 13/4" STAPLES AT 4"± oc. EXCEPT AT VENT HOLES MICROLLAM RIDGEBEAM��� 12- 15 GA. x 2V STAPLES FASTEN SHEATHING TO VENT FASTEN 2 x 2 x 20" VENT 2 x 4 TOP ROOF RIM WITH (6 DRIVEN EACH WAY) BLOCKS WITH 16 GA. x 14" BLOCKS 24" oc. TO RIDGEBEAM 2- 2Y$"0 HOLES AT EACH BAY STAPLES AT 4" oc. WITH 0.131" x 3" NAILS � 3§" x3" x22" SHEATHING' -� AT 5" oc. MAX. �9WITH16GA. x1Y2" STAPLES' AT 3" oc INTO EACH RIM 111 VI lid IIv 11,411 2 x 4 x 17" SPACER BLOCKS LSTA24 STRAP BENT OVER illiiiiiilli _ INI�I 1 x 6 FASCIA 8 BRACE w/ SIX 10d x 1r RAFTER 2 I RAFTER BOTTOM ROOF RIM c NAILS TO BRACE AND SIX SIDING NAILS AT 4" oc. 10d x 1)¢" NAILS TO BEAMSID` VAPOR BARRIER b 111111ATXEAHFRATERES '' ''1117. (9'I PANELS CUT TO FIT) GLUED BEARING WEDGE AS SHOWN BELOW. a \ 111111INSULATION 11 h CE OF EXTRA BOLTS ' 111111t ADD BRACES AT 8'-0" oc. m IN COLUMN AREA. \ 111111 NOT REQUIRED, MANUFACTURER'S OPTION. N BRAC,SBREQ'D 24' * BRACES REVD - 18' / ONE V POR BARRIER 111 Xi" SPACER 7 EAVE DETAIL 111 111111 iv = 1.-0- ,..,9 1'-0" di 0 IL-2.b-07 " " " " " a SITE WORK: ��yE,o PROpSS SS\ONALFN `^ A T A '' I A 1. INSTALL RIDGEVENT WITH 1" GALV. SCREWS AT 12"oc. EACH SIDE. $ )" BOLTS AT 2', 5' AND 8' 2. INSTALL INSULATION AT MARRIAGE LINE. \0\�NGINfF� f/.A WAS �F�EOISTERFO'�y� EACH SIDE OF COLUMN 'B' & 'C' 3. INSTALL VAPOR BARRIER ACROSS MARRIAGE LINE, 2 MIL. MIN. ¢¢ 4,weV kr �y F� v 1930�PE v� E (CLOSE-UP PLASTIC SUPPLIED WITH BUILDING MAY BE USED). 9086 Z COL A COL. B COL. C COL. D 0' GON , n'A� l. 'pp✓G<V 15,1991• " �1AGI IP �44 qTE of 1BP�\�� .g' ckM.SHE�� `P`S'IONAL-. M. SNE 5 RIDGEBEAM BRACING DETAIL- 24" 6 RIDGE DETAIL 11/2" = 1'-0" 1��" = 1'-0" 1 EXPIRES: 6/30/2008 1 P 1 EXPIRES: 7/14/2008 J II-28-01 AADDEDAWIG".,5"0ELT RAL TOT/IPBUILDING N5 COPYRIGHT 2007,BLAZER INDUSTRIES,INC. • MOBILE ! APPIo�for Coi p Job No: 16437-48 al THIS MATERIAL IS THE EXCLUSIVE PROPERTY O CG for: `Jf(' I I-2R '3 -- OF BLAZER INDUSTRIES,INC.AND SHALL •• LEASE UNIT Fie Copy �� (I�Zq- NOT BE REPRODUCED,USED,OR DISCLOSED 24 X 60 0-1 TO OTHERS EXCEPT AS AUTHORIZED BY THE �� - INDunere 5,,G pawn By N5 A I♦ 01- < DATE REVISION BY WRITTEN PERMISSION OF BLAZER INDUSTRIES. jj i'.o.Box 489■AUHSVILLE,OR 97325-0489 OR.,WA.,ID. Modspace 07 BLMP-03 A5 Smnoate: /O-26-07 0 0 5_ z • • PANEL SCHEDULE NOTE ALL(ACTORS COPPER. 200 AMP PANEL SINE PHASE CKT TRIP ME VOLT VOLT WIRE TRIP CUT / II NO. DESCRIPTION AMPS SIZE AMPS VI DDESCRIPTION AMPS SIZE 005 ma. / II 1 1 WATER HEATER 20 12 1750 — �� 8336 2 100 HEAT PUMP1 � \\\ \/ n 3 / 1750 �\ �\ 8336 4 / II / II 1 II \ Y I \ 3 / I \ 7 SIGN UTl CIRCUIT 20 12 1200 6 \\` �� I \/ I 7 OUTLETS 20 12 900 �� �� 9 OUTLETS 20 12 1080 �\ 8 10 I 1 1 OUTLETS 20 12 734 - _ 41 MI^ 7 2 A O A O $3 I------6I` p......---O- 1 3 OUTLETS 20 12 900 — — 1 5 LIGHTS 20 12 1448 - MI�� 1 6 A B / I 17 "—N.—r1 76 19 i1 MB�� 20 21 �\MB �� 22 23 - �� 24 ..:8 ELECTRICAL PLAN REVIEW .j LOAD CALCULATIONS = 1 III ■ ► © i ' VOLTAGE: 120/240 PHASE: 1 I III ■ II ■ I CONNECTED LOAD CALC. LOAD 111) II . J LIGHTING - - - - - - ----- - - aEXTERIOR 14 V.A. X 125 % = 18 V.A. - B 6 II INTERIOR 1280 V.A. X 125% = 1600 V.A.EXIT f-C-3 _ V.A. X 125 7. _ V.A. /11 ■ EMERGENCY V.A. X 125 7. = V.A. /—• "o TIME CLOCK __ V.A. X 125% = V.A. Cr IMi'Sillaiiim.m MIFC/ __ F EXHAUST FANS 168 V.A. X 125% = 210 V.A. — • _ RECEPTACLES Twp I. `' THRU 10,000 3600 V.A. X 100 X.X. B B 4 A `"= 3600 V.A. N 1112-4 OVER 10,000 V.A. X 50 _ V.A. #15‹ If • 11 II 1 II I II IIl MOTORS, COMPR. V 1B �)1 TOTAL 6672 V.A. X 100% = 6672 V.A. /7 O- $3$3 I �, d•. O LARGEST (5280)V.A. X 25 7. = 1320 V.A. ----- 4 _ HEATING * 10000 V.A. X 100 7. = 10000 V.A. O WATER HEATER 3500 V.A. X 100% = 3500 V.A. \ II /\ d \ II --� l\ II / SIGN CIRCUIT 1200 V.A. X 125% = 1500 V.A. 9 #1-3‹ II V.A. X 100% = V.A. • � __ V.A. X % _ V.A. #6< II \ f V.A. X % = V.A. `` ,,II TOTAL KVA 26.4 TOTAL KVA 28.4 CONNECTED - CALCULATED ONE—LINE—DIAGRAM ELECTRICAL PLAN LOAD AMPS 110.2 LOAD AMPS 118.4 200 AMP PANEL MAIN BREAKER 1/4" = 1' 0" 4 H.V.A.C. (MOTOR.COMPRESSOR,HEATER SIZES) EXTERIOR WEATHERPROOF - L.L.J. 10/17/07 U OPERATION VOLTAGE 197 MIN. 253 MAX. 120/240 1 THIS PLAN IS NOT AN AS—BUILT ELECTRICAL SYMBOLS COMPRESSOR 22 RLA 129 LRA 200 AMP E INDOOR BLOWER FAN 3.3 FLA 1/2 H.P. OUTDOOR BLOWER FAN 2.5 FLA 1/3 H.P. SYMBOL DESCRIPTION TO HEIGHT TOP REMARKS HEAT STRIP 15 KVA D Cu .8 OCCUPANCY SENSOR SWITCH 48" 1440 V.A. MAX. LIMTCH 90 AMPS BLDG, FRAME MAX LIMIT e' MINIMUM CIRCUIT AMPS #4 Cu -(OF} SINGLE POLE SWITCH 48" 1440 V.A. PER SWITCH MAXIMUM OVERCURRENT PROTECTION 100 AMPS WATER TO---2"' {fj•M THREE WAY SWITCH 48" 1440 V.A. MAX LIMIT BLDG. FRAME- PER.SWITCH OVERCURRENT PROTECTION-DUAL ELEMENT TIME DELAY FUSE •T OR HACK CIRCUIT BREAKER DUPLEX RECEPT. 20" 180 V.A. EACH — di * 10 KW IS THE MAXIMUM KW THAT CAN OPERATE WINE HEAT PUMP ON. GI(' GROUND FAULT RECEPT. 44" 180 V.A. EACH S QTY. SIZE DESCRIPTION NOTES: SDI WEATHER PROOF GEC! RECEPT. 20" 160 V.A. EACH N1. WHEN STRANDED WIRE IS USED, ALL TERMINATIONS Q THERMOSTAT 48" TO TOP OF J-BOX 7 H.V.A.C. 1 4 TON 15 kW WALL HUNG HEAT PUMP WITH ECONOMIZER ARE MADE BY A PRESSURE TERMINAL, BY TAILING 05 SIGN CIRCUIT 20" 1200 V.A. CUMULATIVE OFF WITH THERMOSTAT 1 WHITE RODGERS #IF93-380 w/MICROPROCESSOR- 7 DAY PROGRAMMABLE MEANS OFSOLID TERMINATIONCTORS OF OTHER APPROVED 7 PHONE/DATA 20" 1/2" FLEX AUTOMATIC SETBACK-DEADBAND CONTROL L� STUB UP &DOWN od EXTERIOR WEATHERPROOF - SINGLE PHASE — 1-0 PORCH LIGHT 84" 7 V.A. EACH ELECTRICAL PANEL 1 200 AMP 2. ALL CONDUCTORS ARE COPPER; TYPE THHN. METALLIC RACEWAY SYSTEM Ii'' Q PHOTOCELL 84" $ LIGHTING 12 2 x 4 TROFFER 3 T-8 TUBES w/SINGLE ELECTRONIC BALLAST 3. RATING OF STANDARD PANEL IS 22,000 A.I.C. 0 EXHAUST FAN 110 cfm CEILING 168 V.A. EACH E 2 2 x 4 TROFFER 4 T-8 TUBES w/ SINGLE ELECTRONIC BALLAST 4. WIRING METHOD IN METALLIC RACEWAY SYSTEM. 24" x 48" TROFFER CEILING 3 T-8 TUBE ELECT. BALLAST 88 V.A. EACH FIXTURE = 2 7 WATT FLUORESCENT VANDAL RESISTANT LEXAN COVER ON 5. LIGHTING CONFORMS TO WASHINGTON STATE ENERGY4 T-8 TUBE ELECT.BALLAST z c PHOTOCELL CODE 51-11, CHAPTER 15. 24" x48" TROFFER CEILING 112 V.A. EACH FIXTURE >• EXHAUST FAN 1 110 CFM IN RESTROOM )� SP35 TANKLESS 'UNDERNEATH 6. SERVICE ENTRANCE SLEEVE TO BE SCHEDULE 80 �� WATER HEATER SINK 3.5kw i WATER HEATER 1 TANKLESS IN RESTROOM BELOW SINK P.V.C. IF REQUIRED = POWER PANEL 36" WEATHER PROOF E J 11-20-07 At1OVW!VAG6"TOINF MODI.INC 105 COPYRIGHT 2007,BLAZER INDUSTRIES,INC. • MOBILE Approved for Job No: 16437-48 THIS MATERIAL IS THE EXCLUSIVE PROPERTY O ��G for; OF BLAZER INDUSTRIES,INC.AND SHALL ■■ I I'��o7 v{/- 24 X 60 LEASE UNIT He Copy: E m — NOT BE REPRODUCED,USED,OR DISCLOSED �Q 11-Zp,p"'I o TO OTHERS EXCEPT AS AUTHOREED BYTHE �■ mrcxJST>rs,mG. OR.,WA,ID. Mods Drawn By. N5 01- ¢ DATE REVISION BY WRITTEN PERMISSION OF BLAZER INDUSTRIES. ■j P.O.Dox 489■AUMSVILLE,OR 97325-0489 pace 07 BLMP-03 A5 Start Date: 10-26-07 0n 0 N_ ce BERG CLIPS (SEE DETAIL 1/M-1) -SUSPENDED T-BAR CEILING GRID - - T T TYT T T T - T T r -4 oNom 0 0p 0 p0 0 x BERC2 CLIP A. POP RIVET _ _ I 1 -—- A. T 0 O - T T E ���' ; .41101, O 0 0 0 ' - T J '' 2 ��II� CROSS TEE .1111111, CROSS TEE 0 O I I ( - 2 x 2 RETURN 2 x 4 FLUORESCENT -2 x 2 SUPPLY 110 cfm EXHAUST FAN #8 x 1/2" ROUND WASHER AIR GRILLE TROFFER AIR DIFFUSER w/GRAVITY DAMPER HEAD TEK SCREW (SELF- TAPPING) WALL ANGLE NOTE: SCREW IS NOT REFLECTED CEILING PLAN WALL ANGLE TIGHTENED DOWN AGAINST BERC2 CLIP 1/8" = 1'-0" UNATTACHED WALL ATTACHED WALL (TWO ADJACENT WALLS) (TWO ADJACENT WALLS) MECHANICAL NOTES: SEISMIC BERC2 CLIP 1. DUCT MATERIAL IS 26 GA. GALV. AND FLEX DUCT.- 'DUCTWORK SHALL BE SUPPORTED -FACTORY INSTALLED AT TWO ADJACENT WALLS. PER INC CHAPTER 6. -SCREW TGHTENED FOR SHIPPING IN ROOMS WHERE 2. MATERIAL IN DUCTS SHALL HAVE A FLAME SPREAD INDEX OF LESS THAN 25, SMOKE CEILING CROSSES MOD LINE, LOOSEN SCREW ON SITE DEVELOPMENT OF 50 PER IMC CHAPTER 6. BY SET UP CREW 3. SEAL TRANSVERSE JOINTS IN ACCORDANCE WITH IMC CHAPTER 6. 1 4. IF ISOLATION SLEEVES ARE USED AT LINE CONNECTIONS TO PLENUMS, THEN THEY SEISMIC ATTACHMENT AT WALLS SHALL COMPLY WITH INC CHAPTER 6. [ARMSTRONG SEISMIC 'Rx' SUSPENSION 5. 8" DIFFUSERS w/ MANUAL DAMPERS, TYPICAL. SYSTEM (ESR 1308)] 6. MINIMUM 200 CFM OUTSIDE AIR REQUIRED PER OMSC CHAPTER 4 AND WS VIAQC CHAPTER 3 AND TABLE 3-4. 7. ELECTRIC RESISTANCE HEAT NOT ALLOWED. 8. THE BUILT-IN ECONOMIZER SYSTEM IS INTERNALLY MOUNTED BEHIND THE SERVICE DOOR AND ALLOWS UP TO 100%%S OUTSIDE AIR THRU THE AIR INLET r� OPENINGS. IT INCLUDES A BUILT-IN EXHAUST AIR DAMPER. THE ECONOMIZER IS DESIGNED TO PROVIDE "FREE COOLING" WHEN THE OUTSIDE AIR TEMPERATURE IS °/ COOL ENOUGH TO PROVIDE NEEDED COOLING WITHOUT USING THE COMPRESSOR. H0 THIS IN TURN PROVIDES LOWER OPERATING COSTS, WHILE EXTENDING THE LIFE OF THE COMPRESSOR. 0 x 0 0 P 4 TON 15 kW g HEAT PUMP 1635 cfm MAX. EeMAX SP35- C4 0 INSTANTANEOUS w/ ECONOMIZER ,� WATER HEATER \ m !^ TANK LESS AJ P.L. WAINSCOT =acmes— -- —mom: o 4.../ 6" 1 40" dal : ------ 10-8-e • o ,o fi �V 42"12„ II ry �� 3 A \- I-- W u CO 11 v _ , io Z PLENUM FLEXDUCT ISOLATION co n o \ e_ Z ¢ o \ 3 #PWSO42 SLEEVES V".' M N M 76.1 � M 0 " N. \ \ \ \ \ \ I'r. 110 cfm Ad 18" 42" 15" 36" MAX. \ \ N. \ MECHANICAL PLAN w/GRAVITY DAMPER AT N Ax MIN. CLEAR 60" PL WAINSCOT 1/8" = 1'-0" _ >. a .1 s RESTROOM ELEVATION RESTROOM ELEVATION QTY. SIZE DESCRIPTION a 0 H.V.A.C. 1 4 TON 15 kW BARD WALL HUNG HEAT PUMP WITH ECONOMIZER J W3/8" = 1'-O" ®3/8" = 1'-O" THERMOSTAT 1 WHITE RODGERS /{I F93-380 w/MICROPROCESSOR- 7 DAY PROGRAMMABLE 3 I!-Z09'/ AMq/PD tA/�G"TOT/iP MODL/Nt= N5 COPYRIGHT 2007,BLAZER INDUSTRIES,INC.cn • .AUTOMATIC SETBACK-DEADBAND CONTROL B THIS MATERIAL IS THEIXCLUSNEPROPERTY MOBILE oiCr forApp'ovedfar II, l .30_tri Job No: 164371!8 o NOBLAZER ERODUCED, INC.AND ISCLL �� LEASE UNIT I:°e�Py P �-za--o, M NOT BE REPRODUCED,USED,OR DISCLOSED 24 X 6O I.. TO OTHERS EXCEPT AS AUTHORIZED BY THE �� 1,4)0,T o,me OR.,WA., ID. MOOS Drawn By. N5 0 DATE REVISION BY WRITTEN PERMISSION OF BLAZER INDUSTRIES. •-• P.O.BOX 489■AUMSVILLE,OR 97325-0489pace 07 BLMP-03 A5 statDffie: /0-2G-al 3" VTR EeMAX SP35 240 VOLT LAV �r 1 if ., /3" C.O. IJJ LI H—WC LAV 4 \ i H—WC N. GATE & DRAIN VALVE 6 WATER PIPING: 3" WASTE DROP — FIXTURE UNITS. .5 — DEVELOPED LENGTH .15' — ELEVATION DIFFERENCE 0' DRAINAGE AND VENT PIPING: — STREET PRESSURE 46 to 60 — FIXTURE UNITS. .7 — METER SIZE 3/4" — SIZE OF BUILDING DRAIN 3" — BUILDING SUPPLY SIZE 3/4" — AGGREGATE AREA 7.068 GENERAL NOTES: GENERAL NOTES: — OREGON: SIZED TO UPC 1-2003, WITH 2005 — OREGON: SIZED TO UPC 1-2003, WITH 2005 AMENDMENTS. AMENDMENTS. WASHINGTON: SIZED TO UPC 2006, WITH 2006 WASHINGTON: SIZED TO UPC 2006, WITH 2006 AMENDMENTS. AMENDMENTS. — POTABLE WATER MATERIAL — COPPER OR AQUAPEX — D.W.V. MATERIAL — P.V.C. — ANGLE STOP AND SUPPLY ON ACCESSIBLE — P—TRAPS ON ACCESSIBLE FIXTURES INSULATED. FIXTURES SHALL BE INSULATED. 2. — CONTINUATION OF WASTE LINE DONE ON SITE — CONTINUA-110N OF WATER MAIN DONE ON SITE BY v BY OTHERS. OTHERS. 0 = 0 0 F P PLUMBING FIXTURE SCHEDULE QTY FIXTURE DESCRIPTION ry 1 HC WATER CLOSETS-right GERBER 21-718R 1.6 GPF tn a 1 LAVATORY SINK—wall GERBER 12-314 r. 1 FAUCET— H—Lav A/S 2385.404 2.2 GPM 1 WATER HEATER EEMAX SP35 240 VOLT 0 d 9 CD m PLUMBING SCHEMATICS $ DATA E z Job: 16437-48 07 61-MP -O3 a b 0 BLMP.03 ADDENDUM A5 IS3 COPYRIGHT 2007,BLAZER INDUSTRIES,INC. MOBILE t Approvedforc«, rl_IS.�� Job No 16437-48 _ THIS MATERIAL IS THE EXCLUSNE PROPERTY or icr foo . I 111 OF BLAZER INDUSTRIES,INC.AND SHALL •.• LEASE UNIT 1 T File Copy: a - NOT BE REPRODUCED,USED,OR DISCLOSED 24 X 60 �/I IO'JO-O? P-I- - N. TO OTHERS EXCEPT ASAUMOREEDBYTHE ,wINWSTME,6G Maxon y, 0 DATE REVISION BY WRITTEN PERMISSION OF BLAZER INDUSTRIES. Mj P.O.Box 489■AUMSVILLE,ax 97325-0489 OR.,WA., ID. Modspace Start Date: 10--26-07 • 10'-0"..... .... ....2.4. 1. 4 gg \ 4 i't " rrri opo 4 A\ ("N (1110 ��°,,` 3 2 X17 ,a O4 O (TYP.) x6 TREATED POST ON SIMPSON ABU66 POST BASE(TYP.OF 4) CI 1 i N`f K� 10-0" 60'-0" _ I '' 1.1.AU\ 12'0 x MIN.18"DEEP CONCRETEM 1 11 I '':' ., lf-N 51.1 3 /A~ PIER-MUST TERMINATE ON 3 \\\ ORIGINAL SOIL(TYP.OF 4) 81 1 € a t Q » >tit 7 * * Q -0-2.-0" 6'-0" 2.-0"-rmid' \\\ N S415 , N 12-0" 2)3"x3"4"STEEL TUBE COLUMNS. RE:SHEETS (2)3"x3"4"STEEL TUBE COLUMNS. RE:SHEET \- 12,-0" Al AND A4 OF PLANS BY BLAZER INDUSTRIES,INC. Al AND A4 OF FLANS BY BLAZER INDUSTRIES,INC. O U DATED 11/28/2007 FOR CONNECTION AT BASE DATED 11/28/2007 FOR CONNECTION AT BASE 12'-0" vim X 811L 12-0" 4 Et S1.1 -/ !1_ 6'-0" 2'-0"-- Z � ¢ l 0W 2t _ ~ o 12"0 x MIN.18"DEEP CONCRETE 0 En PIER-MUST TERMINATE ON LU ,,✓ ORIGINAL SOIL(TYP.OF 4) 0 25-0" 25-0 { W Q 10'-0" 11 0 I LU 0 LU "14"CONCRETE SLAB ON MIN.6" CC Ct CC OF CRUSHED ROCK 0 W 0 (TYP.) Z l iR # PROpt. CO Z >Y CI { 2"4 4 3. 2-1"-L 6x6 TREATED POST ON SIMPSON G3� �gC71� �/® o - It 4 ABU66 POST BASE(TYP.OF 4)• �`///v.--- 0 cn 10'_0" g 1 r x �L 111 17 ( J W I-- ADA COMPLIANT CONCRETE RAMP F o0 LU Z WITH MAX.SLOPE OF 1V:12H AND MINIMUM WIDTH OF 3'-0" ` x.1OREGON r E� CONCRETE RAMP SHALL BE BUILT TO �' � 0 Z DOWN TO COMPLY WITH ADA STANDARDS FOR \-,,: r�� SIDEWALK ACCESSIBLE DESIGN CHAPTER 4 js # IL W m < 1 SALES TRAILER ENTRY FOUNDATION PLAN 1�� So.1 s:ALE:v,.=1.a,. — -20'17 ` 0 EXPIRES: 19 2 DFL 2x8 RIDGE s i 10'-0" 2 O 0 v (TYP.OF 4) 1 i v_ - ALL(N)WINDOW AND DOOR HEADERS AT EXTERIOR 1 #2 DFL 245 CEILING I O JOISTS @ 24"O.C. ;t2 DFL 6x8 BEAM z O v - WALLS SHALL BE SUPPORTED AT ENDS WITH(2)#2 DFL i - 2x4 STUDS(ONE KING STUD,ONE TRIMMER) I 10,-0., I 60-0" 312 3'-6" 5-0" I 6.0• I 18'-6" 5.-0•, 3'-0 0 #2 DFL 2x6@ 2F"O C. I 1 #2 DFLO2x RAFTERS > .C. S,.1 3 ( 3 9Z n, - 51.0 S1.0 \\\ O Z VI ji 1 v/ C L1DFL i0 / 1= 2x4 HEADER E)2x4 WALL 4 (2)#1 DFLJ S1.0 2x4 HEADER 2 2)SELECT STRUCTURAL DFL 0j z c 2x4 HEADER. FASTEN(E)2x p c m p€ \\\ ROOF SHEATHING SHALL BE%6"APA-RATED PANEL TOP PLATE TO HEADER N o N E 3 CN FASTENED TO TRUSSES WITH 8d NAILS @ 6"O.G.AT PANEL WITH(2)10d NAILS @ 3"O.C. F di GD T0 ct cc EDGES AND BOUNDARY EDGES AND @ 12"O.C.IN THE FIELD di N 12-0" 2 DFL 2x6's @ 24"O.C. < \\\ 2)3"x3"x("STEEL TUBE COLUMNS. RE:SHEETS OVERFRAMING TRUSSES a w m ‘N) \\\ N cn=w ASTEN TRUSSES TO _ Al AND A4 OF PLANS BY BLAZER INDUSTRIES,INC. - U u. PLYWOOD BEAM WITH Ita, C-3 '---- - DATED 11/28/2007 •2 DFL 2x10 RIDGE - o SIMPSON LUS26 CD¢C HANGERS(TYP.BOTH D w o SIDES OF RIDGE LINE) 12'-0• I-a- U 36-0" 12.-0" RIDGE LINE- :-\C\--...--- 24-0" CONTINUOUS(2)1,"K"4"LVL BEAM(2.0E) 2)1}"x 24"LVL RIDGE BEAM(2.0E) 2)3"x3"xx"STEEL TUBE COLUMNS. RE: d 0 PER MANUFACTURER'S PLANS SHEETS Al AND A4 OF PLANS BY BLAZER O 0` - INDUSTRIES,INC.DATED 11/28/2007 w c NON QC} •2 DFL 2x10 RIDGE wWW 12'-0" UI-j a Ow w •2 DFL.2x6's @ 24"O.C. 2)#1 DFL 2x4 HEADER iU) ' OVERFRAMING TRUSSES H"4 w (2)#1 DFL 2x4 HEADER �C< n/ D Ce p 2)SELECT STRUCTURAL DFL LL CC III 2x4 HEADER. FASTEN(E)2x F' TOP PLATE TO HEADER 2)#2 DFL 2x4 HEADER Z Cl) WITH(2)10d NAILS @ 4"O.C. Q W N �� _ C�C .J ---�/ C s 3 3 51.0 I I st.0 , U W 51.1 t 1 I Q , 3'-0" 5'-0" , 18'-6" 6'4:" 1 2'-0",-r_3•-0" 6'-0" 2'-0" 4'-0" , 5'-0" 3'-0" W SCC/ Z 10-0" I1.____--4t2 DFL 2x6 24 RAFTERS Ly 0 #2 DFL 2x6 RAFTER I I W (9 @ 24"O.C. I N t E/ #2 DFL 243 CEILING 2 DFL 6x8 BEAM 0 LI 0 ALL EXTERIOR WALLS SHALL BE SHEATHED WITH MIN.)6" 1 JOISTS©24"O.C. 1 T1-11 SIDING OR PLYWOOD FASTENED WITH 6d NAILS @G Y 6"O.C.AT PANEL EDGES AND @ 12"O.C.IN THE FIELD i . (TYP.OF 4) `��r�¢F" PROP Nuir 10,_0,• Et jll :Y ®� }- Q 0 2 DFL 2x8 RIDGE Q" f W • 0 ADA-COMPLIANT CONCRETE RAMP IZ W Z WITH MAX. M D 3-0"H AND \\\ �r^7 O MINIMUM WIDTH OF 3'-0" V CONCRETE RAMP SHALL BE BUILT TO 3�e O` T'" W -- d DOWN TO COMPLY WITH ADA STANDARDS FORN SIDEWALK ACCESSIBLE DESIGN CHAPTER 4 m t, 1 SALES TRAILER FRAMING PIAN EXPIRES: �Q_p/�/��p�1-2017 no V� SO. SCALE I-=1'-0" EXPIRES:63OP2Oj 4 1 Li 0, cl .,,, 0 . - o � z I LL Q--, "; (2)3-0 FRENCH DOORS 2-0x3-0 WINDOWtant 13 3:1- 5-0x4-0 WINDOW 3-0x4-0 WINDOW 5-0x4-0 WINDOW >Ill 2 *- I w co ,-----")SALES TRAILER-FRONT ELEVATIONW(1) 0. sCALE:r=,-0 N fl ADA-COMPLIANT CONCRETE RAMP WITH MAX.SLOPE OF 1V:12H AND IX MINIMUM WIDTH OF 3'-0" SIDEWALK Z Q CONCRETE RAMP SHALL BE BUILT TO 1 SALES TRAILER-RIGHT ELEVATION Q_ W COMPLY WITH ADA STANDARDS FOR ACCESSIBLE DESIGN CHAPTER 4 S0.3 SCALE:. r-0" 2 < O Cn U W H 0 w Z I W O H CCEt z > 0 „et)PROP. O Q'_ a ; • >- < .. J w F- O w z \ ‘\ H 117 OREGON //'-' -' O 31, W h 0 1 CO U S —O. i-2017 o O O EXPIRES:6I3OJ2O19 • • Al I U co O 3 O F \\\ (2)3-0 FRENCH m Foal DOORS 2-0x3-0 WINDOW a - 5-0x4-0 WINDOW > 3-0x4 0 WINDOW 5-0x4-0 WINDOW 3 it- , � '\\ Oz E LI n Ct� 1 SALES TRAILER- FRONT ELEVATION SO.4 SCALE.%=1'-0" *- 'T" 1 >14 Z '''''''''''"") „VrM IVY v ADA-COMPLIANT CONCRETE RAMP WITH MAX.SLOPE OF 1V-12H AND MINIMUM WIDTH OF 3'-0" SIDEWALK CONCRETE RAMP SHALL BE BUILT TO COMPLY WITH ADA STANDARDS FOR 2 SALES TRAILER-RIGHT ELEVATION ACCESSIBLE DESIGN CHAPTER 4 50.4 SCALE=Y<"=1''0' [� J z I- <>; CO a_ w 0 Co U W F- 0 (!) < W 0= z n_ W 0 0▪ FLIJ - • rY fY Z ���Ep PRO fids CCC�.�S Giff1l , s..„ 0 U) 0 i #k J W F. O OREGON F- Imo- — F \\V‘tif 31 '� z F- s r -_207 „ 0 0 EXPIRES: 19 •x6 TREATED DECK POST ROOF SHEATHING:746"APA-RATED PANEL FASTENED TO RAFTERS W/8d NAILS @ 6"O.C. AT EDGES AND @ 12"O.C. IN THE FIELD ii IMPSON ABU66 POST BASE4 i O o, - DGE NAILING ■r O 0 _ rw�w�n ONCRETE PIER �� z 0 EDGE NAILIN )( G----1 _ _ RAFTER PER PLAN---"J 4.41 tii \ > DECK POST BASE 2 DFL 2x4 STUDS @ 24"O.C. �> � z 1 `, z S1.0 SCALE:1"=1'-0" > 2 I %6"APA-RATED PANEL FASTENED-- N)TRUSSES @ 24"O.C. . N co TO STUDS W/8d NAILS @ 6"O.C.AT EDGES AND @ 12"O.C. IN THE FIELD ROOF SHEATHING:746"APA-RATED PANEL / N FASTENED TO RAFTERS W/8d NAILS @ 6" O.C.AT EDGES AND @ 12"O.C.IN THE FIELD 2x6 BLOCKING BETWEEN CJ'S � N AND RAFTERS TOENAILED TO CEILING JOIST PER PLA Cil BEAM WITH(3)8d NAILS 3) 10d NAILS TO (N)2x4 FASTENED T• 0 V _ FASTEN EACH CEILING (E)TOP PLATE WITH FASTEN TOP OF COVERED PORCH v s-- >< RAFTER, PER �inm' gr. JOIST TO RAFTER 10d NAILS @ 12"O.C. BEAM TO SIDE OF ADJACENT TRUSS 11,1 ITI WWI PLAN(TYP.) �,� '� '4 6`i�0b WITH SIMPSON TS12 STRAP EDGE NAILIN il '��� Pi 111 E N • -..,,,i, . , FASTEN EACH CEILIN JOIST TO WOOD BEAM rall WITH SIMPSON H2.5Aal OOD BEAM PER PLAN E)2x4 TOP PLATE J SIMPSON LCE4 ON BOTHCt FACES OF POST/BEAM z I— <L 2 •x6 POST J O (1) U W (2\COVERED PORCH BEAM CONNECTION 3 COVERED PORCH SHEAR TRANSFER DETAIL c j Q 1 .'1 i .)SCALE:1"=1'-0" S 1.0 SCALE:1"=1'_0" W [C z �r tl Ct O _ }W- 0 rt Ct CC 2)10d NAILS @ 3"O.C. O Z ./ E)2x TOP PLATE 40PRop4iGIP � 1: C),,, ©N5 � . /0� (pOrA a r Q J W I— N)(2)SELECT STRUCTURAL r. 0 l.L• Z 2x4 HEADER ® G ,-- O J ABOVE DOUBLE DOORS "V4Ay 31'0'`,4' z I-= Q (4DHEADER SCALE'1"=11-0" jS W CO ---1 O O EXPIRES: 20 7 0 -� ROOF SHEATHING:%s'APA-RATED PANEL 40010co 0 O FASTENED TO TRUSSES W/8d NAILS @ 6" O v O.C.AT PANEL AND BOUNDARY EDGES 0 J. AND @ 12"O.C. IN THE FIELD 4O O Q V\ ALTERNATE OPTION:SIMPSOImi ;fr O � LTP4(IN LIEU OF H2.5A) m .. ri P3 Pr EDGE NAILIN e–A_ SIMPSON H2.5A AT 2'-0"O.C.TO FASTEN WALL TOP PLATE TO RAFTER OR SIMPSON -a LTP4 TO FASTEN OUTSIDE OF TOP PLATE TO 0 2x6 RIM I W N CO NOT USED N E)2x TOP PLATE (E)T1-11 SHEATHING FASTENER '' \\\ N WITH 6d NAILS @6"O.C.AT a EDGES AND @ 12"O.C.AT INTERMEDIATE FRAMING f - co :R0 x 1 SHEATHING DETAIL AT FRONT/REAR WALLS S1.1 SCALE.1"=1-0" 2 STRUCTURAL FRAMING DETAIL S 1.1 SCALE:1"=1'-0" C z H `a. w o cc' U W H 0 Cr) < (E)T1-11 SHEATHING FASTENER (E)T1-11 SHEATHING FASTENER W O Z WITH 6d NAILS @ 6"O.C.AT ASTEN(E)WALL BOTTOM WITH 6d NAILS @ 6"O.C.AT ASTEN(E)WALL BOTTOM L. IY 0 EDGES AND @ 12"O.C.AT PLATE TO(E)RIM WITH (N) EDGES AND @ 12"O.C.AT PLATE TO(E)RIM WITH (N) I W 0 16d NAILS 16"O.C. 16d NAILS16"O.C. INTERMEDIATE FRAMING @ INTERMEDIATE FRAMING " @ H � WLL' lor�� � Q W C?"� �—(E)%a"SUBFLOORIII I Z >1 i ,�� 0��NE ' >0 0 i Q • (E)2x8 RI (E)2x8 RI 7° "k 0 {n E)Y4"SUBFLOOR 4' = ` ` J W I— (E)2x8 JOIST (E)2x8 JOIST W Z OREGON 3 FRONT/REAR WALL BOTTOM PLATE CONNECTION 4 GABLE END WALL BOTTOM PLATE CONNECTION � N. z ~ `� fs W m 0 S1.1 SCALE:1"=1'0" S1.1 SCALE:1"=1`0" - 1-2017 '} a 0 EXPIRES: 12 1J