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Polygon Northwest Company RECEIVED Structural Calculations NOV 13 2017 CITY OF TIGARD BUILDING DIVI ION River Terrace East Sales Trailer Tigard, OR Structural analysis for existing sales trailer with window/ shear wall modifications proposed • +CIT'"YOrTIGAR ► REVIEWED BY: Dennis+ WED FOR coma co NIANC e PROF0dl. "Approve: Lit �'•a • ,ate, 86278' r OREGON c �C�-� Dates 0.0.rr t 3 ` 1/10/2017 +r(".+ -` ' _F'r,� L•] 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 r •. llt�C1;1` 1 tlOt1 Ile CaEserstDennis1Dropb6AVISTAS-1tVISTAJ-1IENERCA Ik1391.ec6 P •,• ENERC LC,INC 19832011 k d:10.179,30 Ver.10.179.30 Lic.#:KW-06010523 Licensee Vista Structural Engineering,LLC Project Title : River Terrace East Description :Sales Trailer I.D. : 1771 Address : , Tigard, OR Project Leader : DMH Phone : Fax : eMail : Project Notes ttW , .. . *fit" �xtrwMlt istippoilitopowitimouttoier 1C.WA"N"M4�a4:e�.:' 'Fi+f YA4:.'+A'ML'ZJY2'a�'f J 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 WOgd Bealnl Elie =Causer kpenoaverd¢boxi, STAS*7avtsTA,l-11E -tit.91..m t icensC,INCVista 0tr aura,#7530,Ym-10:179.30' Lic.#:KW-0601 0523 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-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 0(0.2)S(0.5) I t b D(0.12) o E: � 3.0 X 5.0 e4 rt ' Span=6.O ft 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 SUMMA ..„ 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 = 1,552.50 psi 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 = 0.000ft 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 I i Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+54$ 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 W 4©C� @1IY1 Fik C 1UsersttlennisDopboXIVISTAS IWISTA,I 11ENERCA-111391 ec6 ENERcAm aNC.'I9a3-20171310±1017.9;30 V r.10,17.9,30`.. Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC -4 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 +0+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+0.7505+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 Vista Structural Engineering,LLC Project Title: River Terrace East 7140 SW Queen Lane Engineer: DMHProject ID: 1771 Beaverton,OR 97008 Project Descr: Sales Trailer (971)645-0901 r dennis@vistastructural.com File C1dse4t nnisDropborfiSTAS-1iVISTA— ENERCA-111391.ec6Beam 43 NERALC a> . s83.DU Bu1017.93ver ao,l,a.3 Wood Lie,#: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 1800ksi 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 pd Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.14)S(0.175) d d b b 2-2x4 y® All'1'1 Span=5.Oft 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 1 I — i Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deft Location in Span +D+S+H 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 +O+H 0.350 0.350 +DaL+H 0.350 0.350 +D+Lr+H 0.350 0.350 +D+S+H 0.788 0.788 +Di0.750Lr-f0.750L+H 0.350 0.350 Vista Structural Engineering,LLC Project Title: River Terrace East ProjectID: 1771 DMH 7140 SW Queen Lane Project Descr. Sales Trailer Beaverton,OR 97008 (971)645-0901 dennis@vistastructural.com OOC;:g@aLI1� -file=C;lusers1DenniWropboxWISTAS-1WISTA,l—AENEtCA 111391:ec6 r1r .,.. ENERCALC,INC.1983-2017,8udd;10:17.930Ver,10.179.30 #:KW06010523 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+0.750L+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 +O+0.750L+0.750S+0.5250E41 0.678 0.678 +0.60D+0.60W+0.60H 0.210 0.210 +0.60D+0.70E+0.60H 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 10: 1771 ' Beaverton,OR 97008 Project Descr. Sales Trailer (971)645-0901 dennis@vistastructural.com triOO, B@1111 Pile- kusersoenn�s�Dropbox%VISTAS-1IVISW-1 CA 11391•ec6 ENERCAL0 INC 1963201'�idit.171-9sQ;Ver:10.17..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-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(0.14)S(0.175) S b b b , f 2-2x4 Span=3.0ft E 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 = 694.29 psi fv:Actual = 54.69 psi psi :Allowable = 1,552.50 psi Fv:Allowable = 207.00 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 Deflection0.000 in Ratio= 0<180.0 i Overall Maximum Deflections Load Combination Span Max."Den Location in Span Load Combination Max,"+"Defl Location in Span +D+S+H 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 +D+L+H 0.210 0.210 - +D+Lr+H 0.210 0.210 +D+S+H 0.473 0.473 +0+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 dennis@vistastructural.com Wood Beam File=C1UsereWeneisigrdpbexlVISTA •91,1,TTAJ-11F.iERCA71\139AeC :;,�; .�.. - ENERCALG,ItJC.,19832017,Burld:1p1793ff VUSr10„�`t J.30 :- Lic.#: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 +O+0.70E+H 0.210 0.210 +D+0.750Lr+0.750L+0.450W+H 0.210 0.210 +O+0.750L+0.750S+0.450W+11 0.407 0.407 +D+0.750L+O.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 Fle=c1usermoonnistorul xlvlsms-misTa,! t» +1t139iecsi 1 NERcC LI;,INC.1983.201?'Sw d.1017.9.3Q 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 1,600.0ksi 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0,0.05)S(0,0.125) 1,41 2x10 Span=12.0 ft Applied Load§ Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: D=0.0->O.050, S=0.0->0.1250 k/ft,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 iv:Actual = 62.03 psi FB:Allowable = 1,138.50 psi Fv:Allowable = 207.00 psi I Load Combination +D+S+H Load Combination +D+S+H 1 Location of maximum on span = 6.920ft Location of maximum on span = 11.255ft 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 1 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S4J 1 0.2598 6.263 0.0000 0.000 Vertical Reactions i" 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 +D+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 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 Clisers1DerniDrt3mXVVSTAS1VSTA-1\• ENERCA 111391 ec6WOCCBeam ENERCALC, C190-2017,t iIdl0.119,30, Ver1017.9.30! Lic.#:KW-06010523 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 +D+0.750Lr+0.750L+H 0.100 0.200 +D+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+0.750S+0.450W+H 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: DMHProject ID: 1771 Beaverton,OR 97008 Project Descr. Sales Trailer (971)645-0901 dennis@vistastructural.com WQOd B@1111I- File ClUsdraDennislDropbox\VISTAS-IVISTAJ-t\ENEfCf1391 ec6 F ENERCALC,INC.19832017,8uiId.1ft17.9.30 Var 017.9.30 _ Lic.#: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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.1)L(0.1)S(0.125) v v v o R ry� Z , .. 6x8 ., rrTT�T�ITTT1 Span=9.50ft 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 Ott 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.'+•Dell 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+Fl 0.475 0.475 +D+L+H 0.950 0.950 +D+Lr+H 0.475 0.475 +D+S+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 den n is@vistastructural.com 1,1looi Beam file C.�us rs• jwrOpbOXM§7As 1{VlSTAJ „ENERCA-s11391.ec6 " .. s ;t "1tio.Y9932017,Bind.10.17.9.30.Ver.10.17.9.30:. Lic.#:KW-06010523 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 +0+0.750L+0.750S+H 1.277 1.277 +0+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 tAI ,4 B@1ifl Frte C\uses\DerrclistDrapbox\VISTAS-14VISTA�11ENERCA-f11391ecs Lic.#:KW-06010623 ;, Licens eINC. Vista Stru3-2017,ctural Engineering,7 LLC 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-Pill 3000 psi Eminbend-xx 1056.958 ksi Wood Species : Roseburg Fc-Perp 750 psi Wood Grade :Rigid Lam 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 8(0.30) riit , 3.0X24.0 3.0X24.0 e,is 3.0X24.0 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 x-- 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 = 3,565.00psi Fv:Allowable = 333.50 psi Load Combination ion + + + D S H Load Combination +p+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. i Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overalli laximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max.'+"Defl Location in Span 1 0.0000 0.000 +4J+S+H -0.0712 7.462 +0+5+1-1 2 0.8484 18.151 0.0000 7.462 3 0.0000 18.151 +0+S+H -0.0723 4.639 Vertical Reactions Support notation:Far lett 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 +10+H -0.295 5.695 5.695 -0.295 +D+L+1-1 -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 t30t� Be C11 f08z.Clusersmennls\DmpboxiV1STA5 TH,f-11ENERCp-111391,ec6 .. ENERCALCr ll•IQ,X1983 201-f rkl t0iT9,30 Ver10,17:9.30 Lrc.#: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 +4J+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 +D+0.70E+H -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+0.7501+0.750S+0.450W41 -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 • 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 Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III y 4-it,i,'7,7:1P.,,,, , ,I,,,;, •:,,;',-e;y1,,,,',.-,-,i.,,,-0,,x,,.it-alt, ,-114.,,,--T;ttt;,--sL,re,* :V , 11"',4,„ -!,,' *1.,,47;.......0,'171,',>:•:4-,'.• ''''',.1.''-,-' ',1%4r1-' ,,', '';.4*,--: k zEff 3""gym� ' x 4!'',, - tii. 34A":;-'-'4%;-''%5C%A.#44.1"2,.',- ..;-:""...T.,.:;;;!' 4We ,,:r 4 4*k,4ff' '''',-,:,„„,,4;.,.;:,,,;;;41.:,,Ii., ,::,i4:..et,,i,,„„,:.,,,„ ,.:,:4,,,,,::::„:",„,,,,,,„,evi.i. ;,,,i,,,,It.,4,11,,,,:„.,,,,..1....,..„„,,i.,,,:tr.,, 4,,le F-.._,Wil,::;',-sv ' ).:;:,';'---io,,,,,i,,,v,,,,,,i,, ....f,'",7---- :',0::::,- "*:k ''''-'' --1.44,,„#,,I;N:Ar,:<, '^.',.-ijW4-34*"' ,-4,„:Y;:4,-- ,T,•:::<,,:: ,,:,',':.`,;:1Cli,...=\AI 1::'1,--4r,-.1,':, ';'.1:''''-';'''''';4:'%,4:;:i7=74',:-:.7 -,,, ''' ,-,iiC,1 ', ;',At;, •,:i':',,,,,C.k' lit, 1.11X,1:11(S, 41;`,P,*, ';'*'":?:.''...".4,1 '''f.:"---='''.,''''',';`,,:-,,. ,,,':,'''',1,,::',-;:;,,-,44;71:,444::,' i%''';:t4,,,:, 4'-':;11';'''' ''4'1''''''' '°'''''*:i:1;1'!'''''.; ''''''''''',-',414*t:.`11;:..."7,::i;,,,,:',Y'i;;i 1,"Wt. '4` ';IW:•.:;',::"?'!,``',.'_'-_,-.''':',.4,-7.''-',Pt 'V'''' i--'::illq',.1a,\-*-.,'f:,,,,..i.-,-,'.,,P* ,':,*- , '-i e,A,,''''4,,,,,,It:"-ft'''.:;,:tfe ,A;'1,:.-Aic:1'2";10,-V1, 4t,- ,,""1,1-...Y,,:::ii,,Z14,,,t",,,I,;:,- ' S':' i-:".' z...-''.;,-7Fv.•.,„,_.:',----ZP-:;;;:k7 k.,..... ,t:%:*;--lef ' :I,,'.444i;', ',..'t--'r:;:iiiiIrW4i.: '-',lira.'',.?..W ',IM 'IA: ,,,,,..„...,,,ir„.„,i,lep,' ,,,,...,,,,:,,,.. ..."°.. , .tom , e':. z" USGS-Provided Output SS = 0.963 g SMS = 1.073 g S„ = 0.716 g S1 = 0.424 g SMI = 0.669 g s„ = 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. MCE Response Spectrum Design Response Spectrum 1.10 0.72 0 0.24 .92 0.22 0.56 0.77 Y 0.66Tit 0.42 N 0.55 E R 0.40 t 0.44 y 0.322 0.33 0.24 0.22 0.12 0.11 0 08 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 1.20 1.40 1.50 1.20 2.00 Period, T(sec) Period, T(sec) For PGA,,„ TL, CRS, and CRI values, please view the detailed report. ert2LSZ' DATE / ,.\ VISTA i—GT 13(ti $1 -- STRUCTUR. AL DMH ENGrKfisERIN 57, LLC - /44-A/m.4 -IC 0AL SID , 60-4 r Nrovoie G216. ! R4),/olv,i4 agA-e- !aki fAarAitc-44- i6.(4 44A, : . (6) 2- -I- 174 (Aii! •Xg.00/46A/41C SINIC/A)6 I H (gi :1014/4 issyma : t /40:''k/fr eeid. : 444 171444 akk NrAG{,t,,J Piqo . 11.0 6A' , i 5 • . t • — • Perforated Shear Wall ' Job: River Terrace East Sales Trailer Client. Polygon Northwest Company 0Area of house: Front Wall r 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 1Mnd Maximum H/W Wall Segment ratio: ev "1 Edge nailing ' v Edge nailing v Maximum Allowable Shear per sheathed face: 12,) #Ht 6 in. 240#/ft 6 in. 335#/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 Verify 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? '3 i --- - -•--1260#ft Y' 3 in. 900#/ft 3 in. 1260#/ft 4)Lateral force does not exceed maximum allowable shear? -- -----TVI:- 2 in. 1170#/ft 1640#/R 5)Wall height is less than or equal to 20 feet ._r.,.._ Overall Wall Height -8 ft Maximum Opening Clear Height 4 ft Overall Wall Width 27'ft HNV Ratio Wall Segment#1 Length 3 5'ftk ""` Wall Segment#2 Length 18 5 ft 1341 Wall Segment#3 Length ft € ° Wan Segment#4 Length ft k a' Wall Segment#5 Length ft Wall Segment#6 Length ft Et; u. - Unfactored Floor 8 Roof Dead Load: .. 90'#/ft Unfactored Self Weight Dead Load: WV*" OK TO PROCEED V.7TH DESIGN Nominal Shear Capacity: V„=vCd.4 Anchor Bolts/Nails Required %full height sheathing �' {+ Minimum sill plate thickness ,,, opening ratio: tf l: 1/Z'dia.Anchor bolt capacity: " Co 1q 5l7. 5/8"dia.Anchor bolt capacity: t q(Service level unit shear): #/ft ,v c 16d common nail capacity: "' q(from wall above) 0#/ft q'(=q/Ca) -33#/ft Total no.of 1/2"dia.Anchor bolts required: rw y yi For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: I`' 1„ ,,: 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: (i a 112"dia,Anchor bolt spacing: Intermediate Framing Members: i ,-•1 ' r 5/8"dia.Anchor bolt spacing: � �' Wall Sheathing On: � ..•�A lad common nail spacing: 2Mito4; Vis.; For Designs Governed by Seismic Gross uplift force at ends of perforated shear wad ;: 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? All Panel Edges: S Net uplift40 force at ends of perforated shear wan � Intermediate Framing Members: y t3 Note:a negative net uplift force at ends denotes no hold-down cored Wall Sheathing On: (E ACP, �: Hold-down required at ends on new foundation: lrtaf jig ; 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): 1t Seismic Wind Maximum H/W Wap Segment ratio: 1 Edge nailing v Edge nailing V Maximum Allowable Shear per sheathed face: 1 #/ft 6 in._ 240#/ft 6 in. 335#/ft Faces of waft with APA-Rated sheathing: )in 4 in. - 350#/ft 4 in. 490#/ft Nominal width of wood wall: 4,in 3 in. 450#/ft 3 in. 630#1ft 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$16 2)HAN Ratio of all segments within limitations? 14 in. 700#/ft - 4 in. 980#/ft 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900 it/ft 3 in. 1260#/ft _ 4)Lateral force does not exceed maximum allowable shear? 2 in. 1170#/ft 2 in. 1640#/ft 5)Wall height is less than or equal to 20 feet .n Overall Wap Height 8 ft Maximum Opening Clear Height ,;4 ft Overall Wall Width „27 ft HAN Ratio Wall Segment#1 Length 3,5 ft0 Wall Segment#2 Length 185 ft N Wall Segment#3 Length r a XWall Segment#4 Length OK , Wall Segment#5 Length ft sNfA: Wall Segment#6 Length ft O ,ft Unfadored Floor&Roof Dead Load: ;:5.._.,._.90#/ft Unfadored Self Weight Dead Load: `, 9 #/6 2.863636364 OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vC0£4 Anchor Bolts/Nails Required %full-height sheathing Minimum sill plate thickness: ., opening ratio: ® 1/2"dia.Anchor bolt ca c e capacity: , nr Co inti Ai 5/8"dia.Anchor bolt capacity 488 q(Service level unit shear): X30`#/ft 16d common nap capacity: ,; q(from wall above) = 0-#/g " "" ' q'(=q/Co) ag. #/ft :,,,;,,;;AR For Total no.of 1/2'dia.Anchor bolts required: , � For Design Governed by Wind Total no.of 5/8"dia.Anchor bolts required: ' 7/16"APA-Rated Sheathing with 8d common or galvanized box nails atlif All Panel Edges: ;;i 6"'O�'�1 1/2"dia.Anchor bolt spacing: 7 " Intermediate Framing Members: i1C 5/8"dia.Anchor bolt spacing: , Wall Sheathing On: s s , Ae601.1i410P 16d common nail spacing: g ,O For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 'r 265 ,' 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: ` Applicable uplift force from wap above? 0#; All Panel Edges: SE a A s` Net uplift force at ends of perforated shear wall: 241 Intermediate Framing Members: 121 , Note:a negative net uplift force at ends denotes no hold-down uired Wall Sheathing On: ONE ACE' , ,`,: Hold-down required at ends on new foundation: 1-''',', < Capacity of 5/8"dia F1554 w/SET-XP,8"embed 16 e '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 f� , ; Floor-to-Floor strap required at ends: ire Requited & „ Number of 2x4's required at each end of wall: ,.,2 Number of 2x6's required at each end of wall: ' •2 ,_.... -0,0444.3.13,443,YAW.- ,- Table 4.3.3.5(American Wood Council SDPWS) Co t,:..,.,.P„ ,.,._.,...........»..�-_.,,,»,.,,. ,:-..�.,....,...:.,.�..:.. ... . ........ „.:. ,,..:,...,,,..............._..,,,,.._-....,"::: ,.....,....y %full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 w,,.c c rara 20% 1.00 0.71 0.56 0.45 0.38 Io"E"`' r " nr+�a asu€l I 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 +- -""3651--"Tr'-'61-6----6761----617- 0.5•0 i l 60% 1.00 0.83 0.71 0.63 0.56 t 1 lr 70% 1_00 0.87 0.77 0.69 0.63 / 7 i / i § 80% 1.00 0.91 0.83 0.77 0.71 3 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 + e :2_,7_- ,„._._......_...,._............. . tarn, I /1 S \ i. F4rIK'. :murr 4 FpaLE i • Segmental Shear Wall Job: River Terrace East Sales Trailer Client Polygon Northwest Company Area of house: Side Walls(@ Gabled ends) 4" -,.....M21,1,/,,Lateral # . i Force 1444 Number of Panels in Shear Wall Line 1: OEMrctnC4s row ti --r�` - y Wind Force(1)or Seismic Force(2): 1 yr/ f ie Maximum HNV Pier ratio: �� 6� 3 :1 5H(sTfs10 HEbfaq(b eM r; i 1 /r'"^lOverag Wall Height 8ftP:"- s Minimum Allowable Panel Width 51',50 ft 7 V. Total Panel Width in Shear Wall Line ,...2,.;ft > Asper Ratio OK? Si Uniform Wall Self Weight(unfactored) *in a; Panel Shear �� '#M Total Length of Shear Wall Line 2400 ft ij Required sheathing vecNn.cew.s' df& J{l'A i ed # is av uaIOw+a NfPUCA. i i Panel l Width 24.00 9 Panel 1 Roof&Floor Dead Load(unfactored) 15#/ft M. �-1 ft4t j.. I Tension force: t 18 # 4 - .1' Ic\r\r\„,„„ 1 4 RECORED 6Ybeai6s Nominal width of wood wag: ''.6l inch Width of stem 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): a^ "OC Max.16d nail spacing required at bottom plate: 18"OC Simpson A35 or LTP4 maximum spacing: OC Maximum tension force: -,>:,,i•,, , s6 Note:Tension force value is negative which means no hold-down Is needed Hold-down required at ends of segmental wall(new foundation) EK ting Capacity of 5/8"dia F1554 w/SET XP 8"embed. . 2 6 .�. Hold-down required at ends of segmental wail(exisfoundation): i " .` v ' ;:Y ," r cel Floor-to-Floor strap required at ends of segmental wall(if applicable) 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing(8d common or galvanized box nails) Seismic Wind Edge nailing Edge nailing v `_ _6 in. 240#pt 6 in. __335#/ft µ 4 in. 350#/It~ ,4 in. 490#/ft _._.... 3 in. 450 6/ft 3 in. 630#/ft 2 in. 585#16 2 in. 820#/ft .. Sheathed both faces Sheathed both faces 6 in. 480 if/ft 6 in. 670#/ft 4 in. 700#Rt 4 in. 980#/ft___ 3 in. 900 ii/ft 3 in. 1260#/8 2 in. 1170#pt 2 in. 1640#ttl TABLE 2 SHEAR WALLS:RECOMMENDED SHEAR(POUNDS PER FOOT) FOR APA PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS-FIR, CH OR SOUTHERN PINE(a}FOR WIND OR SEISMIC LOADING(bl Panels Applied Over Panels Applied Direct to Framing 1/2*or 5/8'Gypsum Sheathing 1t Minimum Minimum _.._ ___W_ _a-__ — — — _ 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 Framing(h) galvanized -- __.:_.-.. ..__._ galvanized .._........._._._ Edges____..-... .,.... (in.) (in.) box) 6 4 3 2(e) box) 6 4 3 2(e) -5%1.61-1/4 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 Sd 255(d)_ 395(d)__505(d) 670)d) 10d(fl 280 430 550 730 grades 1S/32 280—4430 550 __730 15/32 1-5/8 10d(f) 340 510 665 870 — —. 5/16 orl/4(c) 180 270 350 450 180 270 350 450 APA RATED 3/g 1-1/4 6d 200 300 390 510 Sd 200 300 390 510 SHEATHING;APA" . _ _� _ _ -__.-. _.__..._ . __ _ _ ...___.-�....__.—_ 3J8 220(dI 320(d) 410(4) 530(d)' RATED 51DWGW) -------_-- _.__ --_ and other APA 7/16^ 1-1/2 8d 240td1 350(d) 450(41 58544) 10d(f) 260 380 490 640 grades except 15/32 260 380 490 640 species Group;5 15/32 310 460 600 770 — 19!32 1-5/8 104:1(0 340 510 665 870 Nail Size Nail Size. (galvanized (galvanized YS$ 1 fy casing) casing) i x x.• 1x'3 ° -� m,, a'-4 v: �'' �°S %> r'o- 6 g t g'G 4, ' 3/8 1-1/2 8d 160 240 310 441� ' 160 240 310 410 u -- r.. the AFPA N ung of other species:(1)Find specific gravity for species of lumber in (d)Slieors may be increased to values shown for 15!32-inch sheathing yvitlt ational Design Specification.(2)(a)For common or galvanized box same nailing provided(1)studs ore spaced a maximum of 16 inches o.c.,or nails,find shear value from table above for nail size torSTRUCTURAL 1 panels (2)if panels are applied with long dimension across studs._ (regardless of actual grade).(b)For galvanized casing nails,take shear value ( ) 9 i g panel edges shall be 3-inch nominal or wider and directly from table above.(3)Multiply this value by 0.82 far species with speatlic a is s shall at ad'oinfn gravity of 0.42 or greater,or 0.65,for all other species.See footnote(h), nails be stagpared where nails are spaced 2 inches o.c. (b)All panel edges backed with 2-inch nominal or wider framing.Install Pon- (I)Framing of adjoining panel edges shall be 3-inch nominal or wider and els either horizontally or vertically.Space nails maximum 6 inches o.c.along it shall be staggered8where l e nails hosing penetration into framing of , intermediate framing members for 3/8 inch and 7116 inch peach installed morethan 1-5/8 inches are spaced 3 inches o.c on studs spaced 24 aches o.c.for other conditions and panel thickness,, (g)Values apply to all-veneer plywood APA RATED SIDING panels only.Other space nails maximum 12 inches`o.c on intermediate supports. APA RATED SIDING panels may also qualify on a proprietary basis.APA (c)3/8 ianch or APA RATED SIDING 16 oc is minimum recommended when RATED SIDING 16 oc plywood may be 1 1/32 inch,3/8 inch or thicker. applied direct so framing os exterior siding. Thickness at point of nailing on panel edges governs shear values. (h)Contact APA for engineered alternatives. Typical Layout for Shear Walls Framing Blocking Framing x�>' ��4iIiihi, IIIIIill1llli �■I 11111 ■ ®®u•® - it • Shear wall boundary Foundation resistance 4 n 1 . .. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral loads.wsw WoodWorks®Shearwalls 10.31 Level 1 of 1.-.-. N 778 B-1 N 20' co 0o N ti N 10'c N r` co co N 778 A-1 1 45.........0' 28 IIt11111tI11WI1111H I ! I 1111111111itttl_ 37.5 28.7 0' 10' 20' 30' 40' 50' --► Factored shearline force(lbs) 111 I Unfactored applied shear load(plf) • Factored holddown force(lbs) 0--® Unfactored dead load (plf,lbs) •C Compression force exists 'u-'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(EVV)= 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+0111111111111 iiii / 11111111H ' 2 ,p 30' ti 664 B-1 0 ai ......... 06'. 20' cfl i..to 00 '. t - M 7. • T N CV co 10' u? CO T t a ,I. E M NJ- 2 -4. T + I T A-1 664 T! CO _ . 0' C&C20.1134.7 -$r M1111tlllHhllllttit uhf uutut its iii IIi—F9 ... ................ ............... .. ....... ._._..... .......__... 401.._.. -10' -20' 0' 10' 20' 30' 40' 50' 60' -- Factored shearline force(lbs) Mt t Unfactored applied shear load (plf) - • Factored holddown force (lbs) 0–® Unfactored dead load (plf,lbs) •C Compression force exists 0 0 Unfactored uplift wind load (plf,lbs) ■ Vertical element required —wit Applied point load or discontinuous shearline force(lbs) Loads Shown: W; Forces: 0.6W+ 0.6D. Orange 1of2 COVERED PORCH LATERAL ANALYSIS JOB NAME Northwest River Terrace Sales Trailer Covered Entries CITY Tigard,Oregon (Number of stories] 1 ROOF ISL ] 25]DL I 151AREA ] ;"1f101 DECK ILL ] :...fIDOL ],. *RFA ] Effective Seismic Weight W IW k 1a '-1S061bi `,„' re'`1 S, 01962 S, 0.411: F, 1;1i1';S F„ 1.589' 5Ms 1.073'SM, 1=0.653 DESIGN SPECTRAL RESPONSE ISns Sni Importance Factor,IE 1.0, 1 Response Modification Factor,R 6,5 Seismic Design Class: Ilii Period,T (seconds) c, 1 V 165, Weight,W(lbs) h.(ft) Wxh,,k C, F (lbs) 0.7E(lbs) Roof 3500I 8 „;;(120og, 0 - 15 �S5385 Deck I-1.0 Total 165 Uplift analysis(per ASCE7-10) Total area Uplift pressure '27.4 psf (Unfactored) Uplift force ' ft ,(0.6W) Dead load ;(0.6D) Pier Area Pier depth • 1.5 f1 Concrete weight ,W„. � 424 l (0.6D) Slab thickness s,,: 4 in..: Slab Area 1 ftt Slab Weight 4$(} (0.61)) OK 4 2 of 2 WIND PRESSURES(PER ASCE7-10) _ Based on 3-second gust at wind speed listed below: Design wind speed:( 120 mph Unfactored Wnd Pressures,psf(V%/) Factored Wnd Pressures,psf(0.6W) Roof pitch: 41/12 Zone A Zone B Zone C Zone D Zone A Zone B Zone C Zone D CO./EREO MIMEO(ELEVATIONS(FOR WAD AW1L1'9lb). Fa/F.1 ft*VA' s' ' • ,, ..+/fr / \ Na • \ / WINOi'HGBBUN£INE-1: }, 1.\ // { a I Ft00%APOW / \ / \ 1 \ wr ,PPPIP.///''''// 1/ g vim manure AREA W6 HOUSE WALL 711Ci T1A?1 1 L1 "11 ft F n # Roof Diaphragm L2 ,12'ft Fwz 181# 7/16"Panel with 8d nails @ 6"o.c.at diaphragm boundaries,(0)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 '17 1#/ft B '16 ft vB °g '#/ft Tension straps where corners meet house D 10 ft Simpson CS22 or TS9 Ti&C1 I '• ;,1 # 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 nail Seismic Wnd 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#/ft 6 in. 6 in. 355#/ft (Blocked) 4 in. 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: I East River Terrace Sales TrIr. DATE: 1 1/10/20'17 V I S A STRUCTURT AL — I , DMH ENOINEERING , LLC ENGR: ' .. . - . .• . . : . : ; • . . . . • • . . . , , , , : , , ; • , , i , ,. , . : ..... . .._ ; .. , . 1 .... I . .... _.. .... ...1 I .. .... I _ . ... . .... - ...1 ••• .• . . , , . .: • : . .• . : • • , ..... i !.._.,,..J.,„ : 4, i- I , • . . . , . • , . . . , • : . ei , f. ,, , ., , , ,,__ ) lo xio ,Oova _e/ya- rie.5_,.1__ 4. " i • . . , • :. • ; • . . t , • . . . . • . ' . • . , , .. : .. . . . . , . - . 1 . . . : . . , . , • ; ; ; . ; ; ; . ft -! : ! - - J #..) - --- ki ------.1 Sib 1 . - ; • ... • _ , • • . . , • : , ; , . , . , - ,-,_ , •t • i - ; ri' -; - " " r ; i ; i • •f - • ' ()Se,- 50144- ' -r.c/E-1 caKi 4-tirisei../ : ,• , .• On. ,' --, ! r • . ....?-.-.,:., -,..- ..•-• ,-- • . : i i ! r . . " . . . . . . . ' . . . . • . . , i ,,, • ' ! i i :. . -- -r- . , - • • , . ; - i t, 1 i i i i 1 ! • . . . - . : . • , . . . . i • i : i , ' ' Lr- . , 4- ," •--,. . 4-- .4- ' ' • ! i 1 : • . : , ! . , . . I . . . . . _ • • :•- r , -i. : . . ' • - - - . - 5 ; ": ' f ; t- i 7: ; • . : • L____ . — —} WATER METER -',, i-22, 324.0 _c\ /� k \ X w 1 ` X V - I„” 01 i 'r 326.4 1 t1 .. •, r-- —,11. " x i 8.63 I �` �, 1 � F- 111:17-77- 11 � 1 i► �_I� I � o2 w / t I II I ( �''" 111 {: Lc 1 23.6T I I ex iiW \ vI _g. �` j I I I 27.32' . .. 0 ``i 91 I. `\ 1160.00' I . ' 1 18.01' ` � . O i.—_ 11 I `• I I I \ A TEMPORARY WALK 0 ai \ !, 9 I°, 0, \ TEMPORARY I (-. _._ 0 136 1 .°' SALES ,�29� ,� __ I i._. \ a .a91 .1 9 ` OFFICE •-.� — 1 ' N � o h J� 1,420 SF . a\ ,I i 1 i` a TEMPORARY WALK _ 137 FF= 326.21 138 1 e 171, 1 2,944 SF ,, I 3,404 SF `� \ \ 1 I I , eS-- 1 I \ 17 ADA ACCESS so `` I� I r _ ; f.T r-. IJ S II 1I .# Ae I I 326.6 �t vi el 324.3 a • _ 1 �_ I\ Ij33;' `;- �� _ Irii.��. _ , \ c x_ , SS ik SS • i N — N STORM LATERAL \SW REDFOX TERRA E t ' 0 SANITARY LATERAL 1 _ = o - f I o • 0 1 l 1 I _ \/ 60'-0" O 22.-0" / 32'-0"/ 38'-0"/ /48'-0" 54'-0" / O:N _.____._ RECEIVED OFFICE #1 [ \ iV��r :Ilk: i/GENERAL OFFICE ® % oC�!Y G Itm43U'�.Dle� o��1el�9 O ---- • 1- w 8 - I – — — — — \ - - -—-—4-I 'I i. s, �} csc O r ,.., 2 o 0 10 ::::..................... :.. R-11 FIBERGLASS SOUND ATTENUATED BATTS J1�. A �� \\ OFFICE #2 \ AT RESTROOM TO CEILING HEIGHT 1 I 1 B i I � HCRR I �..� -VINYL i I' icy r rZ- . O 1. --1 1 PL WAINSCOT AT 4'-0" AFF WASTE & WATER 32'-0"/ 39'—O"/ STUB DIRECTION 54'-0" / FLOOR PLAN 1„ = „0. FASTENING SCHEDULE QUAL S; E.001 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 VW SHEETROCK SENCO P15 STAPLES &GLUE CLASS "A" BOTTOM BOARD-TO-JOIST 16 go. x 3/8" WADE CROWN 0 12" MAX. EDGE 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" 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 ADHESI (EXCEPT USE 4" oc 0 TOP & BOTTOM) ALL EDGES SUPPORTED BY FRAMING OR BLOCKING. ROOF" SMARTSIDE SIDING-TO-STUD 0 ENDWALL SEE ENDWALL FASTENING NOTES ON ELEVATIONS. THREE STUD CORNER CONNECTION 0.131" x 3"NAILS ®12" (SENCO KC27 OR EQUAL) RIM-TO-RAFTERS MIN. OF 5- 0.131"x 3"NAILS(SENCO KC27 (2- TOP RIM TO RAFTER, 3- MICRO RIM CAUL 14 CORNER SKIDS FROM FLOOR TO CEILING ROOF RIM-TO-TOP PLATE 0.131'x 3" NAILS ®8" oc. (SENCO KC27 0 LEDGER-TO-RIDGEBEAM 0.131" x 3"NAILS 0 3"oc &3 0 BUTT JOIN 16 GA,x 1Y.," RAFTER-TO-RIDGEBEAM 4- STAPLES 9 4'oc 0.131" x 3" NAILS(SENCO KC27 OR EQUA SHEATHING-TO-ROOF MEMBERS 16 ga. x 1 3/4" STAPLES 0 6" EDGE, 12" IN mi , 1 x 6 FASCIA NOTE: SHEATHING TO BE INSTAI IFF)PERPENDICULAR iRAFT RS11y/1I 2 x 4 SUBFASCIA OFFSET SHEATHING 4 ft. BLOCK EDGES OF A I 11 1 r m GABLE END FRAMING ,t MARRIAGE UNE 1NECIION; NOTE: ALL MARRIAGE LINES (DEFINED AS THE SPACE SIDING NAILS®4'oc MUST BE INSULATED AT THE ROOF, FLOOR.M2 x 6 BLOCKINGMI "2"FLASHING RIDGEBEAMS 1/2" BOLTS w/1 1/2" DIA. WASHERS 0 6'-C AT SIDING JOINT �i, (MINIMUM 2" EDGE DISTANCE) RIM JOISTS 1/2' BOLTS w/1 1/2" DIA. WASHERS®4'-C (MINIMUM 2"EDGE DISTANCE) ENO WALL TOP PLATE SIDING NAILS C 4". • CID 1 ENDWALL ROOF DETAIL � 00 N.T.S ''f�'' .... 12 LU26 HANGERS AT ALL RAFTERS - 12 OVER DOOR & WINDOW OPENINGS ! co MICROU.AM ROOF RIM AILS INTO - - - -- - -_ IN '''/��"'i'"� - RIDGEBEAM BRACING �-, i'I� , , SEE DETAIL •, 4.1ww on 111# `- 11 CAULK AT l. W".4 RIM/ i��. 411;., TOP PLATE `- FLAME SPREAD IS 25 OR LESS h CAULK = ONE DRY CUP PERM VAPOR ►� AROUND (� - BARRIER ON THE WARM SIDE, G', C? o WINDOWS J TYPICAL THRU–OUT BUILDING. j.�. ES eo m ►-.I I P CAULK WALL CORNERS FROM III ►�i F ��,; ¢I TOP TO BOTTOM - a -' irk0. VP h CAULK AT •+ ni FLOOR RM/ `z. BOTTOM PLATE :..� g �\ , 4 • + ' \ \ I l I ,IIV Y ) ,„ •.. ) 1 i�� � I I I I U " g " inil' iI� � (( 1'1 • I� , U WALL "C" ELEVATION � ;�11i 1 fI T(� �'( � �l�4 r if[T� >�11114 LI I Al� �f � Pif T �� r I I I I ti tf I I II li 1. 1 II�IIIII II I�I II II I lii [ I III Ir I I.1.1$1 [ I tl i11I I III If I1 D (R. WALL "A" ELEVATION 1/4" = 1.-0" (c) 5:2) p 4 rn rri TYPICAL ENDWALL FASTENING;11.§ 1. INSTALL 74e SMARTSIDE SIDING WITH ALL EDGES SUPPORTED AND FASTEN w/ 0.099 x 2Y4" NAILS AT 4" oc EDGE, 12" IN FIELD. 54=, =T —Cr. — _ �4i"/ 1i yy RIDGEBEAM I a 1" t" Y4"x 6"x 9" I I fie" f�/ UPLIFT PLATE 134" MICROLLAM Igi I Illi MICROLLAM NI # RIDGEBEAM EXTEND ONE STUD UP ALONG ; a II RIDGEBEAM AND FASTEN WITH �� I, - illi 16 6— 0.131" x 3" NAILS OR EQUAL r y 34x 314.x 9.. STRAP ;76"13 SIDES BEARING PLATE SIMPSON ST2215 OR EQUAL. USE 7— 0.131" x 134" NAILS EACH END OF STRAP. WELDING: G.M.A.W. — AWS A5.18 F.C.A.W. — AWS A5.20 END COLUMN I ALL WELDS TO BE SINGLE PASS USE DOUBLE 2 x 6 D.F. #2. FILLET BY CERTIFIED WELDER TO 3"x 3"x 3f6" FASTEN STUDS TOGETHER WITH A.W.S.firiI D1.1 CODE. (J STEEL TUBE DOUBLE ROW OF 0.131" x 3" �_ii�i�A 46KS1 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 SDS1/4x1'q SCREWS (TOP) a: (4) SIMPSON SDSI/4x3" SCREWS (BOTTOM) (DRILL {" HOLES) ADD TIGHT FIT 2 x 6 BLOCKING 11.11 3'4" x 3>4" x 9" TIGHT FlT 2 x 6 TO NEXT STUD AT WALL THIRD POINTS. BEARING PLATE BLOCKING WITH �6 3 9DES 4— 0.131" x 3" NAIL Y4" x3N. x5" EACH END. STRAP UPtJFT PLATE SIMPSON ST2215 OR EQUAL USE7- 0.131" x1YZ" NAILS ���" r ;111%1 m--1 EACH END OF STRAP. 2x8 — FLOCR Mg° 'S MICROLLAM RIM JOIST ill JOIST RIM JOIST 111 HI TIGHT FIT MICROLLAM 134" M1CROLLAM �li FLOOR JOIST \ 1" 1" ,�3 BLOCKING 1 346"r 1i" 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 1 AT 4'oc. EC226 - END COLUMN DETAIL - DBL 2 x 6 2 ICSTL-MKC: INTERIOR COLUMN DETAIL 1" = l'—O" 1" = 1'-0" MICROLLAM RIDGEBEAM--,,, 12— 15 GA. x 234" STAPLES FASTEN SHEATHING TO VENT FASTEN 2 x 2 x 20" VENT (6 DRIVEN EACH WAY) BLOCKS WITH 16 GA. x 13'4" BLOCKS 24" oc. TO RIDGEBEAM STAPLES AT 4" oc. WITH 0.131" x 3" NAILS 2. 183 ►;;� AT 5" oc. MAX. I U LSTA24 STRAP BENT OVER li I 2 x 10 2 x 10 = BRACE w/ SIX lOd x U4" RAFTER RAFTER o NAILS TO BRACE AND SIX I 10d x U¢" NAILS TO BEAM Pg HE 2 x 4 D.F. BRACES � , S 11111 AT EACH RAFTER ', '' IIIA AS SHOWN BELOW. a Mil LA INSULATION OF EXTRA BOLTS a IIIII0111 * ADD BRACES AT 8'-0" oc. n IN COLUMN AREA. 111111 _ i NOT REQUIRED, /° MANUFACTURER'S OPTION. n o BRACES REQ'D BRACES REQ'D 18' 24' * 18' ONE DRY CUP PERM l VAPOR BARRIER 1� 1 111111 )4" SPACER 0.3 I _, I 1 • PANEL SCHEDULE NOTE ALL CONDUCTORS COPPER. 200 AMP PANEL SINGLE PHASE CRT DESCRIPTION TRIP WIRE VOLT VOLT WIRE TRIP DESCR�TION CRT N0, AMPS 97.E AMPS - AMPS SIZE AMPS. ,NO. 1 WATER HEATER 20 12 1750 - �N 8336 2 100 HEAT PUMP 2 / I II \/ I�' M1 3 / / 1750 - EMI/"\ 8335 / / / 4 C I' 'N/ I 5 SIGN CIRCUIT 20 12 1200 - Mil�\ 6 7 OUTLETS 20 12 900 -E1 �\ 8 9 OUR5 20 12 lo - 111111 r\ 10 1-a.-.....-0 : 1 1 11.15 20 12 7344 - 1 2 A p A 0 06 13 ouTL01s 20 12 900 - MN Mil,---N- 7 4 15 0005m 12 1448 - �` 16 17 - UM 18 19 !'-",IIIIII,. 20 21 �1_ r-. 22 23 _ �, 24 A a A 8 j ELECTRICAL PLAN REVIEW LOAD CALCULATIONS "\----1117.-.17-- - - it II I n) II II I VOLTAGE: 120 240 PHASE: 1 525 CONNECTED LOAD CALC. LOAD I LIGHTING 3_ ____________----- --8---- --- ----- ---- !� EXTERIOR 14 V.A. X 125 % = 18 V.A. "� Q - INTERIOR 1280 V.A. X 125 V. = 1600 V.A. EXIT V.A. X 125% V.A. 1 V / #11 - EMERGENCY V.A. X 125 X = V.A. /-~ - _ TIME CLOCK V.A. X 125% = V.A. = EXHAUST FANS 168 V.A. X 125 X = 210 V.A. = RECEPTACLES (,'q2-4v THRU 10,000 3600 V.A. X 100 X = 3600 V.A. %,,V :14 1/ A 8 8 8 OVER 10,000 _ V.A. X 50 X = __ V.A. MOTORS, COMPR. #15< 11 11 II I II I I V TOTAL 6672 V.A. X 100% = 6672 V.A. r - LARGEST (5280)V.A. X 25 X = 1320 V.A. h-- --I HEATING * 10000 V.A. X 100•r. 10000 V.A. WATER HEATER 3500 V.A. X 100 X = 3500 V.A. II II SIGN CIRCUIT 1200 V.A. X 125 X = 1500 V.A. it Y� V.A. X 100 Y. = V.A. ' V.A. X % = V.A. #5<---1 V.A. X % = V.A. _ 'TOTAL KVA 26.4 TOTAL KVA 28.4 CONNLOAD AMPS 110.2 LOAD tATED AMPS 118.4 ONE-UNE-DIAGRAM ELECTRICAL P —2. 200 AMP PANEL MAIN BREAKER 1/4" = 1'-0` L 1 H.V.A.C. (MOTOR,COMPRESSOR.NEATER SIZES) EXTERIOR WEATHERPROOF 120/240 1 0 L3 OPERATION VOLTAGE 197 MIN. 253 MAX. THIS PLAN IS NOT AN AS-I COMPRESSOR 22 RLA 129 LRA 200 AMP = INDOOR BLOWER FAN 3.3 FLA 1/2 H.P. OUTDOOR BLOWER FAN 2.5 FLA 15 KVA 1/3 H.P. I HEAT STRIP 1!4 Cu 5. MINIMUM CIRCUIT AMPS 90 AMPS SLUG. FGR,AME MAXIMUM OVERCURRENT PROTECTION 100 AMPS LGE RA TO A BLDG. FRAME - OVERCURRENT PROTECTION-DUAL ELEMENT TIME DELAY FUSE OR HACR CIRCUIT BREAKER o *10 KW IS THE MAXIMUM KW THAT CAN OPERATE WITHE HEAT PUMP ON. NOTES: SQTY. SIZE DESCRIPTION , ALL H.V.A.C. 1 4 TON 15 kW WALL HUNG HEAT PUMP WITH ECONOMIZER 1 ARE N MADE BYD ED A PRESSURE WIRE ISSEDTERMINAL, BY TERMINAllOt TAILIN( OFF WITH SOLID CONDUCTORS OF OTHER APPROV a THERMOSTAT 1 WHITE RODGERS #IF93-380 w/MICROPROCESSOR-LDS ROGRA'4k4„1BLE MEANS OF TERMINATION. ,i' BERC2 CLIP lip POP RIVET 111 II ; Alf, 4e1-4,,,,,,,,, \\ 100 CROSS TEE , CROSS TEE ' 1I i #8 x 1/2" ROUND WASHER HEAD TEK SCREW (SELF- TAPPING) WALL ANGLE NOTE: SCREW 1S NOT F WALL ANGLE TIGHTENED DOWN AGAINST BERC2 CLIP 1/ UNATTACHED WALL ATTACHED WALL (TWO ADJACENT WALLS) (TWO ADJACENT WALLS) MQ SEISMIC BERC2 CLIP 1. D -FACTORY INSTALLED AT TWO ADJACENT WALLS. PE -SCREW 11GHTENED FOR SHIPPING IN ROOMS WHERE 2. M CEILING CROSSES MOD UNE, LOOSEN SCREW ON SITEDE BY SET UP CREW 3. S 14. IF SEISMIC ATTACHMENT AT WALLS si- [ARMSTRONG SEISMIC 'Rx' SUSPENSION 5. 8 SYSTEM (ESR 1308)] 6. M CF 7. E 8. T SE OF 2 DE °3 CC 0 1E Fg11- g S P4 TON 15 kW S HEAT PUMP f EeMAX SP35 1635 cfm MAX. v INSTANTANEOUS w/ ECONOMIZER WATER HEATER • \ MTANKLESS J P.L. WAINSCOT R II , /r-- 42" 12" 0 lo Fil�IFF 3� , �i 7( /�p m Z PLENUM x n 4 ., .... a > PLENUM 3" VTR EeMAX SP35 240 VOLT LAV 1 r3" C.O. jj Li 11—WC LAV 4 is.E °.''' �1f F16-WC X GATE & DRAW VALVE WATER PIPING: 3" WASTE DROP — FIXTURE UNITS. 5 — DEVELOPED LENGTH 15 — ELEVATION DIFFERENCE .0' DRAINAGE AND VENT PIPING: — STREET PRESSURE 46 — FIXTURE UNITS. .7 — METER SIZE 3/ — SIZE OF BUILDING DRAIN 3" — BUILDING SUPPLY SIZE 3/ — AGGREGATE AREA 7.068 GENERAL NOTES: GENERAL NOTES: — OREGON: SIZED TO UPC 1-2003, — OREGON: SIZED TO UPC 1-2003, WITH 2005 AMENDMENTS. AMENDMENTS. WASHINGTON: SIZED TO UPC 2006, WASHINGTON: SIZED TO UPC 2006, WITH 2006 AMENDMENTS. AMENDMENTS. — POTABLE WATER MATERIAL — COI — D.W.V. MATERIAL — P.V.C. — ANGLE STOP AND SUPPLY ON AC — P—TRAPS ON ACCESSIBLE FIXTURES INSULATED. FIXTURES SHALL BE INSULATED. 2. - CONTINUATION OF WASTE LINE DONE ON SITE — CONTINUA11ON OF WATER MAIN 0 4 BY OTHERS. OTHERS. v 0 x 8 PLUMBING FIXTURE SCHEDULE g QTY FIXTURE DESCRIPTION RI 1 HC WATER CLOSETS-right GERBER 21-718R 1.6 GPF X 1 LAVATORY SINK—wall GERBER 12-314 O g 1 FAUCET— H—Lav A/S 2385.404 2.2 GPM t 1 WATER HEATER EEMAX SP35 240 VOLT C 0 a v 1 10.-0" 2i l`1 i 1 A x6 TREATED POST ON SIMPSON - P) ABU66 POST BASE(TYP.OF 4) 10tt-0" 60'-0" 25-0' + 25'-0"- • ` 12"0 x MIN.18"DEEP CONCRETE / PIER-MUST TERMINATE ON " ORIGINAL SOIL(TYP.OF 4) { -\ € ii (k t 0 1 2)3"x3N "STEEL TUBE COLUMNS. RE:SHEETS (2)3"x3"4"STEEL TUBE COLUMNS. RE:SHEET Al AND A4 OF PLANS BY BLAZER INDUSTRIES,INC. Al AND A4 OF PLANS BY BLAZER INDUSTRIES,INC. 17-0" DATED 11/28/2007 FOR CONNECTION AT BASE DATED 11/28/2007 FOR CONNECTION AT BASE It I I I I I I I 0 I 2.-0" 1 -'6'-0" 2'-0• • " II I ik II `�`1 0 12"0 x MIN.18"DEEP CONCRETE �i PIER-MUST TERMINATE ON " \ ,) ORIGINAL SOIL(TYP.OF 4) 25'-0" ‘ 25'-0- 10'-0" ° 2 DEL 2x8 RIDGE ♦ 1 10-0" ii Ii (TYP.OF 4) I #2 DFL 2x6 CEILING ALL(N)WINDOW AND DOOR HEADERS AT EXTERIOR JOISTS @ 24"O.C. • DFL 6x8 BEAM WALLS SHALL BE SUPPORTED AT ENDS WITH(2)#2 DFL _ " 2x4 STUDS(ONE KING STUD,ONE TRIMMER) ir 10'-0" ! 60-0" 0-6" 5'-0" 1--6'-0" I 18'-6" #2 DEL 2x6 RAFTER ' ' •2 DFL 2x6 RAFTERS @ 24"O.C. _ @ 24"O.C. S1.13 I tC S1.0 N .N ., ii N� „ ii ,•(2)#1 DFL E)2x4 WALL 2x4 HEADER . 2)SELECT STRUCTURAL DFL 0 2x4 HEADER. FASTEN(E)2x O TOP PLATE TO HEADER `a ROOF SHEATHING SHALL BE%a°APA-RATED PANELN FASTENED TO TRUSSES WITH 8d NAILS @ 6"O.C.AT PANEL WITH(2)10d NAILS @ 3"O.C. EDGES AND BOUNDARY EDGES AND @ 12"O.C.IN THE FIELD ` a w 12'-0" •2 DFL 2x6's @ 24"O.C. Q 2)3"x3"xi"STEEL TUBE COLUMNS. RE:SHEETS OVERFRAMING TRUSSES a. Al AND A4 OF PLANS BY BLAZER INDUSTRIES,INC. DATED 11!28!2007 •2 DFL 2x10 RIDGE r co co 0 IY t- 12'-0" 36-0' RIDGE LINE J CONTINUOUS(2)1 c'4"LVL BEAM(2.OE) 2)1}°x 24"LVL RIDGE BEAM(2.OE) o z PER MANUFACTURER'S PLANS NwR o N a co2 DFL 2x10 RIDGE 0 cep 12-0" <O rx •2 DFL 2x6's r24'O.C. W W OVERFRAMING TRUSSES 2)#1 DFL 2x4 HEADER - U LLiii/ .¢¢ 2)SELECT STRUCTURAL DFL CL a 2x4 HEADER. FASTEN(E)2x TOP PLATE TO HEADER 2)#2 D Chi WITH(2)10d NAILS @ 4'O.C. (2)#1 I VP " N N ' =� +f N N- N *.,1 '..1 1 ® I 3 51.1 I I S1.0 I I •-3'-6° 5'-0" 18'-6" 6'-0" 2'-6" 3'-0" • 6'-6" • 2'-0° I I • DEL 2x6 RAFTERS 10I `\ I e 24"O.C. un nn o,.c nec-rcno (2)3-0 FRENCH DOORS 2-0x3 5-0x4-0 WINDOW 3-0x4-0 WINDOW 1 SALES TRAILER-FRONT ELEVATION 50.3 SCALE:$'=1'-0 ADA-COMPLIANT CONCRETE RAMP WITH MAX.SLOPE OF 1V_12H AND MINIMUM WIDTH OF 3'-0" SIDEWALK CONCRETE RAMP SHALL BE BUILT TO 1 SALES TRAILER-RIGHT ELEVATION COMPLY WITH ADA STANDARDS FOR ACCESSIBLE DESIGN CHAPTER 4 SO.3 SCALE&=i a • • (2)3-0 FRENCH DOORS 2-0x3-0 WINDOW 5-0x4-0 WINDOW 3-0x4-0 WINDOW 7 SALES TRAILER- FRONT ELEVATION SO.4 scALE:X•=1.0- ADA-COMPLIANT CONCRETE RAMP WITH MAX.SLOPE OF 1V:12H AND MINIMUM WIDTH OF 3'-0" SIDEWALK CONCRETE RAMP SHALL BE BUILT TO 2 SALES TRAILER-RIGHT ELEVATION COMPLY WITH ADA STANDARDS FOR ACCESSIBLE DESIGN CHAPTER 4 SO.4 SCALE:,=ro .x6 TREATED DECK POST ROOF SHEATHING:%6"APA-RATED PANEL FASTENED TO RAFTERS W/8d NAILS @ 6"O.C. AT EDGES AND @ 12"O.C. IN THE FIELD .o .I IMPSON ABU66 POST BASE "o" ONCRETE PIER • EDGE NAILING-----1 .._ a 4 RAFTER PER PLAN----- 1 DECK POST BASE SI"0 SCALE:1"=1-0" %6"APA-RATED PANEL FASTENE TO STUDS W/8d NAILS @ 6"O.C.AT EDGES AND @ 12"O.C. IN THE FIELD ROOF SHEATHING:7/16"APA-RATED PANEL FASTENED TO RAFTERS W/8d NAILS @ 6" 2x6 BLOCKING BETWEEN CJ'S O.C.AT EDGES AND @ 12"O.C.IN THE FIELD AND RAFTERS TOENAILED TO CEILING JOIST PER PLA BEAM WITH(3)8d NAILS 3)10d NAILS TO (N)2x4 FASTENED T• FASTEN EACH CEILING (E)TOP PLATE WITH T�1 RAFTER, PER ������ ;��; JOIST TO RAFTER 10d NAILS @ 12"O.C. c.un c+m� PLAN(TYP.) rtrz ,�- �► r= EDGE NAILING--' ("NFASTEN EACH CEILIN JOIST TO WOOD B EAM " • WITH SIMPSON H2.5A OOD BEAM PER PLAN IMPSON LCE4 ON BOTH FACES OF POST/BEAM .x6 POST 2 COVERED PORCH BEAM CONNECTION POF S1.0 SCALE:1"=1'-0" c--3--)COVERED 1SCALE:1"=1'-0" ROOF SHEATHING:%6"APA-RATED PANEL FASTENED TO TRUSSES W/8d NAILS @ 6" O.C.AT PANEL AND BOUNDARY EDGES AND @ 12"O.C. IN THE FIELD ALTERNATE OPTION:SIMPSO LTP4(IN LIEU OF H2.5A) p- EDGE NAILIN 1321 SIMPSON H2.5A AT 2'-0"O.C.TO FASTEN WALL TOP PLATE TO RAFTER OR SIMPSON LTP4 TO FASTEN OUTSIDE OF TOP PLATE TO 2x6 RIM NOT USED (E)T1-11 SHEATHING FASTENED E)2x TOP PLATE WITH 6d NAILS @ 6"O.C.AT EDGES AND @ 12"O.C.AT INTERMEDIATE FRAMING 1 SHEATHING DETAIL AT FRONT/REAR WALLS S1.1 SCALE:1"=1.-0" r 2- (STRUCTURAL FRAMING DETAIL �CJ?1 J SCALE:1"=1'-0" (E)T1-11 SHEATHING FASTENE (E)T1-11 SHEATHING FASTENE WITH 6d NAILS @ 6"O.C.AT ASTEN(E)WALL BOTTOM WITH 6d NAILS @ 6"O.C.AT ASTEN(E)WALL E EDGES AND @ 12"O.C.AT PLATE TO(E)RIM WITH (N) EDGES AND @ 12"O.C.AT PLATE TO(E)RIM V INTERMEDIATE FRAMING 16d NAILS @ 16"O.C. INTERMEDIATE FRAMING 16d NAILS @ 16"0: