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VS Gt VioLaCr Scv tfU/(-. l�c�� . Vista Structural Engineering,LLC Project Title: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer (971)645-0901 dennis@vistastructural.com Printed:19 FEB 2016,10 24P114 R!`la @C�Itt#OrmatiOn . su NEt A-11139t.ecs. ENERCALC,01C-1963-2016;8 6.162:16 Vec6.16.218` Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Project Title : NW River Terrace Description :Sales Trailer c 'ED I.D. : 1391 ,11.•17 2016 Address : , , Project Leader : DMH P8 t8' 1, n}"4 ) Phone : Fax : eMail 3' Project Notes f.�� PROp'� IO©'" 85273 • OREGON 4ittitt`'Mit /22/2016 Vista Structural Engineering,LLC Project Title: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer (971)645-0901 dennis@vistastructural.com Printed:19 FEB 2016,10:24PM • tai .1 a@811.1' Fiie=clUsers -111391.ec6 .. ENERCALC,INC.1902416.131 6.16.2.16.ver.6.16.2.16 Lic.#: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-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-Pr!! 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-torsion buckling °tIg3 5i i i $ i x x 7' • • 3.0 X 5.0 Span=6.0 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, 5=0.50k@3.0ft DESIGN SUMMARY Desi.n 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 = 0.000 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 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V iv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.664 0.253 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.84 806.40 1215.00 0.41 41.01 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.597 0.228 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.84 806.40 1350.00 0.41 41.01 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.478 0.182 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.84 806.40 1687.50 0.41 41.01 225.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length=6.0 ft 1 0.983 0.319 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1.59 1,526.40 1552.50 0.66 66.01 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=6.0 ft 1 0.478 0.182 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.84 806.40 1687.50 0.41 41.01 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer (971)645-0901 dennis@vistastructural.com Printed:19 FEB 2016,10:24PM Waod Beam Fie=c:tt toss, NERGA-1139t_ec6 • .,. " tC4t.C.It4c.1983.2016.Bza1t6.1621s vet:616116 Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Double doors into main area-combined double 2x4 header with existing 2x top plate Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M tb Fb V fv Pv Length=6.0 ft 1 0.867 0.289 1.15 1.500 1.00 1.00 1.00 1.00 1.00 1.40 1,346.40 1552.50 0.60 59.76 207.00 +0+0.60W+1-1 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.373 0.142 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.84 806.40 2160.00 0.41 41.01 288.00 +0+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.373 0.142 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.84 806.40 2160.00 0.41 41.01 288.00 +0+0.750Lr+0.750L+0.450W+11 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.373 0.142 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.84 806.40 2160.00 0.41 41.01 288.00 +0+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.623 0.207 1.60 1.500 1.00 1.00 1.00 1.00 1.00 1.40 1,346.40 2160.00 0.60 59.76 288.00 +D+0.750L+0.750S+0.5250E+11 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.623 0.207 1.60 1.500 1.00 1.00 1.00 1.00 1.00 1.40 1,346.40 2160.00 0.60 59.76 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.224 0.085 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.50 483.84 2160.00 0.25 24.60 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.224 0.085 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.50 483.84 2160.00 0.25 24.60 288.00 Overall Maximum Deflections Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Deli 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 MAMmum 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 +D+S+H 0.710 0.710 +D+)e .750Lr+0.750L+H 0.460 0.460 +0+0.750L+0.750S+H 0.648 0.648 +D+0.60W+H 0.460 0.460 +0+0.70E+1-1 0.460 0.460 +0+0.750Lr+0.750L+0.450W+H 0.460 0.460 +D+0.750L+0.750S+0.450W+H 0.648 0.648 +0+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 � I r Vista Structural Engineering,LLC Project Title: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Protect Descr. Sales Trailer . (971)645-0901 dennis@vistastructural.com Prited:19 FEB 2016,10:24PM Wood beam , Fi = eflsER _111391.ec6 ENEftCALC.9NC.1983 2016,Ba 6.16.2.16,WES.16216 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-Tension 1200 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1200 psi Ebend-xx 1800ksi Fc-Pill 1550 psi Eminbend-roc 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-torsion buckling D(0.14)S(0.175) + $ $ V V x 7.. • .•• • .. 2-2x4 • span=5.011 Appllied 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 Des i.n 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 = 1,928.57 psi fv:Actual = 100.18 psi FB:Allowable = 2,070.00 psi 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 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M th Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.529 0.275 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.44 857.14 1620.00 0.31 44.53 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.476 0.247 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.44 857.14 1800.00 0.31 44.53 180.00 4045+1 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.381 0.198 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.44 857.14 2250.00 0.31 44.53 225.00 +0+SS4I 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.932 0.484 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.98 1,928.57 2070.00 0.70 100.18 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.381 0.198 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.44 857.14 2250.00 0.31 44.53 225.00 - +0+0.750L+0.750S41 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.802 0.417 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.85 1,660.71 2070.00 0.60 86.27 207.00 • Vista Structural Engineering,LLC Project Title: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer • (971)645-0901 dennis@vistastructural.com Printed'19 FEB 2018,10:24PM Wood Boom. fee-c:u wennistOMERCA-111391.sc6 1 tCALO,NO.1983-2016,B010.162.16,VecS.18.2.16 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Office windows Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Fb V fv Fv +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.298 0.155 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.44 857.14 2880.00 0.31 44.53 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.298 0.155 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.44 857.14 2880.00 0.31 44.53 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.298 0.155 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.44 857.14 2880.00 0.31 44.53 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.577 0.300 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.85 1,660.71 2880.00 0.60 86.27 288.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.577 0.300 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.85 1,660.71 2880.00 0.60 86.27 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.179 0.093 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.26 514.29 2880.00 0.19 26.72 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.179 0.093 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.26 514.29 2880.00 0.19 26.72 288.00 Overall Maximum Deflections Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Dell 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 MNOmum 0.788 0.788 Overall MINimum 0.210 0210 +D+H 0.350 0.350 +D+L++1 0.350 0.350 +D+Lr+H 0.350 0.350 +D+S+H 0.788 0.788 +D+0.750Lr+0.750L+H 0.350 0.350 +1J+0.7501+0.750S41 0.678 0.678 +D+0.60W+H 0.350 0.350 +O+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+1-1 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: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer • (971)645-0901 dennis@vistastructural.com Printed:19 FEB 2016,10:24PM wood Beam tCAI Fie=c.{tlses &QDIENERGA-111391ec6 C,INC 1983-016 suir16.i8216,Ver6.16.2,16 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-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 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-torsion buckling D(0.14)S(0.175) • • • • 2-2x4 Span=3.0 ft 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 Desi.n 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 lb:Actual = 694.29psi fv:Actual = 54.69 psi FB:Allowable = 1,552.50 psi Fv:Allowable = 207.00 psi Load Combination +D+541 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 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M lb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.254 0.150 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.16 308.57 1215.00 0.17 24.31 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.229 0.135 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.16 308.57 1350.00 0.17 24.31 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=3.0 ft 1 0.183 0.108 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.16 308.57 1687.50 0.17 24.31 225.00 +0+S4l 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.447 0.264 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.35 694.29 1552.50 0.38 54.69 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.183 0.108 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.16 308.57 1687.50 0.17 24.31 225.00 • +0+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.385 0.228 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.31 597.86 1552.50 0.33 47.09 207.00 Vista Structural Engineering,LLC Project Title: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer • (971)645-0901 dennis@vistastructural.com Printed*19 FEB 2016,10:24PM Wood Beam F e=x+t nisaERCA- .1391.ec6 • DIE;RCALO,NO.1902016,E S,1&.216.ver.6.16216 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Headers above 3-0 windows Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.143 0.084 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.16 308.57 2160.00 0.17 24.31 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.143 0.084 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.16 308.57 2160.00 0.17 24.31 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.143 0.084 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.16 308.57 2160.00 0.17 24.31 288.00 +D+0.750L+0.7505+0.450W41 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.277 0.164 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.31 597.86 2160.00 0.33 47.09 288.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.277 0.164 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.31 597.86 2160.00 0.33 47.09 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.086 0.051 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.09 185.14 2160.00 0.10 14.58 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.086 0.051 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.09 185.14 2160.00 0.10 14.58 288.00 Overall Maximum Deflections Load Combination Span Max. -Dell Location in Span Load Combination Max."+"Defl Location in Span +0+5+1-1 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 0.126 0.126 +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 +D+0.750Lr+0.750L+H 0.210 0.210 +D+0.750L+0.750S+H 0.407 0.407 +D+0.60W+H 0.210 0.210 +D+0.70E+1 0.210 0.210 +D+0.750Lr+0.750L+0.450W41 0.210 0.210 +D+0.750L+0.750S+0.450W+H 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: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer (971)645-0901 dennis@vistastructural.com Printed:19 FEB 2016,10:24PM Wood Beam' = cA-n139tec6 Ia7ERCAf G INC_1983-2016,tti1ld:6.162.16,Ver:6.162.16 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-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0,0.05)S(0,0.125) p 2x10 Span=12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. • Load for Span Number 1 Varying Uniform Load: D(S,E)=0.0->0.050, S(S,E)=0.0->0.1250 k/ft,Extent=0.0->>12.0 ft, Trib Width=1.0 fl 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 = 906.89psi 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 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.291 0.109 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.46 259.11 891.00 0.16 17.72 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.262 0.098 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.46 259.11 990.00 0.16 17.72 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.209 0.079 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.46 259.11 1237.50 0.16 17.72 225.00 +0+544 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.797 0.300 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.62 906.89 1138.50 0.57 62.03 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=12.0 ft 1 0.209 0.079 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.46 259.11 1237.50 0.16 17.72 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer • (971)645-0901 dennis@vistastructural.com Printed:19 FEB 2016,10:24PM Wood BeamFie=cNhas 111391"ec6 • ENERCALC,INC.1983-2016,Suit&.16.2.16 Ver.6,16.2.1t3 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Ridge at overframed area Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Fb V fv Fv Length=12.0 ft 1 0.654 0.246 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.33 744.94 1138.50 0.47 50.95 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.164 0.062 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.46 259.11 1584.00 0.16 17.72 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.164 0.062 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.46 259.11 1584.00 0.16 17.72 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.164 0.062 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.46 259.11 1584.00 0.16 17.72 288.00 +0+0.750L+0.750S40.450W+11 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.470 0.177 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.33 744.94 1584.00 0.47 50.95 288.00 +D+0.750L+0.7505+0.5250E41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.470 0.177 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.33 744.94 1584.00 0.47 50.95 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.098 0.037 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.28 155.47 1584.00 0.10 10.63 288.00 +0.60D40.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.098 0.037 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.28 155.47 1584.00 0.10 10.63 288.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deft Location in Span +O+S+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 0.060 0.120 +D+H 0.100 0.200 +0+L+4-I 0.100 0.200 +D+Lr+H 0.100 0.200 +D+S+H 0.350 0.700 +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+0.70E4H 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 +0.60D40.70E+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: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer (971)645-0901 dennis@vistastructural.com Printed:19 FEB 2016,10:24PM Hflad Beal Fie=elesassDenu;t0TNERCA-111391.ec6 c3ttC NC.1883-2016,puid:6.162.16,Ver6.16.2.16 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-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pr!' 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1)L(0.1)S(0.125) V V i i i x , x 6x8 Span=9.50 ft • 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. Desi.n 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 = 705.59psi fv:Actual = 40.32 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D-.0.750L+0.750S+H Load Combination +D+0.750L+0.750S+1-1 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 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.324 0.093 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.13 262.55 810.00 0.41 15.00 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.583 0.167 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.26 525.09 900.00 0.83 30.01 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=9.50 ft 1 0.233 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.13 262.55 1125.00 0.41 15.00 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.571 0.163 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.54 590.73 1035.00 0.93 33.76 207.00 +D+0.750Lr+0.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.408 0.117 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 459.45 1125.00 0.72 26.26 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.682 0.195 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.03 705.59 1035.00 1.11 40.32 207.00 Vista Structural Engineering,LLC Project Title: NW River Terrace 7140 SW Queen Lane Engineer: DMH Project ID: 1391 Beaverton,OR 97008 Project Descr. Sales Trailer (971)645-0901 dennis@vistastructural.com Printed'19 FEB 2016,1024PM Wood Beam' File we u a4ERcA-ln1391.ec6 ENERCALG,1NC,19tt32016,U46.16.2-16.Ver.6.16.216 Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Beams at sides of covered entries Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M ft) Fb V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.182 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 262.55 1440.00 0.41 15.00 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.182 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 262.55 14.40.00 0.41 15.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.319 0.091 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.97 459.45 1440.00 0.72 26.26 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.490 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 705.59 1440.00 1.11 40.32 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.490 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 705.59 1440.00 1.11 40.32 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.109 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 157.53 1440.00 0.25 9.00 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.109 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 157.53 1440.00 0.25 9.00 288.00 Overall Maximum Deflections Load Combination Span Max.'"Dell Location in Span Load Combination Max.'+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1601 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 0.285 0.285 +D+H 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 +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 • Design Maps Summary Report User-Specified Input Report Title NW River Terrace Sales Trailer Thu March 3,2016 05:29:34 UTC 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 " A� ate ef . ',,„'":' ,4,4$t=44:7:1[,;,,,-!1":4p�Irtdial„I;:lr;1/44,ii",;;:tilt ' � � Q g max" .a%/ „.. s f- i a ��/ ,ai � YYY -, ,,'1=L;!,,-,va,.:- '.yi ' , ' ,N:::-,, -,,„ -„:„.;,..:,.. .,,,,„1?-1,,,...,..4:4.,, -:,)!,..:.:,),..!,:t.Ati ;,--,-;.- ,a;-r,-;f:',.- f--:- ! 's--:-.,,-4:4",,,:‘ -- -- 1 • USGS-Provided Output SS = 0.963 g SMS = 1.073 g SDS = 0.716 g S1 = 0.424 g SM1 = 0.669 g SD1 = 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. MCER Response Spectrum Design Response Spectrum 1,10 0.72. O.aa 0.0 0.200.5c 0.77 •a 0.44 asc 0.ss 0.40 te 0.32 0.44 0.230.24 0.22 (Lig all 0.08 0,00 0.00 0,00 0.30 0.40 0,60 080 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 O i0 0 60 0.80 1.00 1.20 1,40 I.S0 1.80 200 period.T(sec) Period.I(sac) For PGAM, TL, CRs, and CR1 values, please view the detailed report. • 1 of 2 COVERED PORCH LATERAL ANALYSIS JOB NAME Northwest River Terrace Sales Trailer Covered Entries CITY Tigard,Oregon Number of stories 1 ROOF SL I 25IDL 15IAREA I 100 DECK LL OIDL I OIAREA I 0 Effective Seismic Wei:.t,W W S, "0.962 Si 0.411 F, 1.115 F,, 1.589 SMS 1.073 SMI 0.653 DESIGN SPECTRAL RESPONSE Sns n ;, Sol Importance Factor,IE 1.0 Response Modification Factor,R 6.5 Seismic Design Class: D1 1 Period,T,(seconds) C, V • Weight,W(lbs) b,(ft) Wh k C x F (Ibs) 0.7E(Ibs) • Roof 8%- � Deck r' "r =` OS> 2: ti k=1.0 Total 165 Uplift analysis(per ASCE7-10) Total area „s _zamm. 27.4 (Unfactored) Uplift force ` u ' (0.6W) Dead load a' �H (0.6D) Pier Area 3.14 MEI Pier de,h 1.5ft Concrete wei_ht _ (0.6D) Slab thickness 4 in Slab Area 16 ft2 Slab Wei:.t L .(0.6D) OK 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(W) Factored Wind Pressures,psf(0.6VV) Roof pitch: 4/12 Zone A Zone B Zone C Zone D Zone A Zone B Zone C Zone D G04MED ROOM=ELEVATIONS VOR AHALYSISI FfiF�rt �-_ + Jr WINO RRE44uRS k `\ % 1 \ , SO 'N F / D YJr FrFw2 PIIIPPV/ /////:// 'Alte›A I b \ WIND FRE44tREI 1 ARGi! R4 WNW WM1 TtdCt TAXI L1 11 ft F,,., , # Roof Diaphragm L2 12 ft F„2 `; „# 7/16"Panel with 8d nails @6"c.c.at diaphragm boundaries,@ 6"o.c. L3 12 ft at all other panel edges,and(4)12"o.c.at all intermediate members H aft v.1and v2 #/ft B 10 ft VB #/ft Tension straps where corners meet house D 10 ft Simpson CS22 or TS9 T18C1 # Gabled or Flipped 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#/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: Nv,1 P, -C fere, Sa.losTrficLQ( (DATE: 2 ��112 V 1ST A PROD 4 - t311 ,444.29 — STRUCTURAL.. ---- ENGR: DMH ENGINEERING , LLC i t CF). t4_, Fgc '4P,F.MaJ0 ,. p,-6,414c-14 cii .0 . ./ . . poi. - _ i X a -i H ' - G to- - , Fb (2ro0 per (der '.�'�� ply�.� _�` � -�. Z _x_33 r>► 1 4 1'r~ '''..5 O -' C). r-t id; / 103 3� �,, _- 7. �s�` e-.+' 1=-- =- --.i-_.157,-;3101 7 O+K • Viw ''''' (--2-eCi-A -* q2_ s s- //b5 a _cp-ii litpi..pil,L,ga *,,,,,' cre-f„), A --=-- 4 2- --''›r'2.-eNn - 2--<-#.17-! l':. 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' - ) i : , �...._. .. ., _.::.. a i L__I EE - ---- ---+— , 7— _T _ � • - 1 - 1 S i • : I • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral loads.wsw WoodWorks®Shearwalls 10.31 Mar. 2, 2016 22:02:29 Level 1 of 1- • 30'. N M N 778 B-1 c•I co... 20' (o N r-- i — 10' CO N N coco }c° r- N 778 A-1 0' 145 I '145 2u, tiiittttltlItilzIIIIIlIIIltI II! IlIIIL7 37.5 0' 10' 20' 30' 40' 50' Factored shearline force(lbs) Lai Unfactored applied shear load (plf) • Factored holddown force(lbs) ®-0 Unfactored dead load (plf,lbs) •C Compression force exists -•--.f 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 Ioads.wsw WoodWorks®Shearwalls 10.31 Mar.2, 2016 22:02:29 Level 1 of 1 55.6 250ilitili 1 1 1 1 I 1 I I i I 1 1 I I I I I 1 1 I 1. 1 1 1 12 .0 O&C28.1 /34.7 664 B-1 ai ........ co. 20' v i z ti R t ori ao CV CV co - U • 0 til 10' cti 0o MI cd A-1 0' • C&C28.1 /34.7 -811I111111111111111111111111111111111111- 9 - --...... .. ....-- - _..._._ 40:1 -20' 0' 10' 20' 30' 40' 50' 60' —► Factored shearline force(lbs) t ( t t Unfactored applied shear load (plf) Factored holddown force(lbs) 0-0 Unfactored dead load (plf,lbs) •C Compression force exists 0 0 Unfactored uplift wind load(plf,lbs) ■ Vertical element required -HI Applied point load or discontinuous shearline force (lbs) Loads Shown: W; Forces: 0.6W+0.6D. Orange= (g(0.i TI tsP- - -u4S 7 -2- DATE: 7 3 (1:1_' V 15 T A PROJ0014 — 5.TR1 UCTURA.L -- f acti E"GR: DMH Eit INEERING , LLC /4/-//M UN. g-4W- '(&4 . '4- - w &p • IA./Jr/Rite—IL 1—;sta ( 11 E i5XtZ.-": -12 0 _ , i-*►1,1 C � d4j,, 6Ssime4 APT u • 44/4 09": (j4 . t4 7r3p. . � QA/_ ,- - _ • Hs . 4. ./61114,' iG' - :!,LusicH6A'104 '''''' efi ( _.- _. C� 7`4 ` Zi f is ' f9) (N.) 41 INI Sri P.Yt,.1) DR 11-1.1_TvM � �5I E .-r PROJ: I .J KN T[ .. Sys _ . DATE: VISTA PROJfi 1511 0 10 -- STRUCTURAL -- ENGR: DMH ENGiNEERI NG , LLC , • = 1 i IA ' --_,_ H(A -1,-/cpti(-1 1 i- _c..! ,_,,.)! ki 1� : , ,i__ s7--- 7 1, Tfl. " 1- -1 . ...!. �a irgsna 434 i` '__-! . _ •. ..._ .. 5, !wfpr ®' ! 0 ' ....ior; t:::/-4 ',:,..._. .. : :. j_ 4C-:i: C444'1, Ji , 1� !. , odo _ y; ... a 11 1 -- :,.. .P7.6'6-- .) i. - -Y(°17644(3 j) (// 3) : .U\ 'T- p 6441. -TP- 5S 1 1,c" . . - e- — rel--PL +.1', __5F} } I 1.,Sn `- '_ - - /--3f-)` $rxa 6-_.0 7i, i ! .: - ! ; - srAlg-Dn1 k 'f. . Ftc. Aci7Y -5.-IA I N.2111.1_/- rryl lP � .s 1' 6, .f.W :0..e.. sr v. _ ! `i asn t, !G f-057 Bd.. -.ni.-0.4 _ - • . 004-7-!---:'•--, 0.(v 1 ; q4- j j1 - . ._•- _ . i F 1 TABLE 2 SHEAR WALLS:RECOMMENDED SHEAR(POUNDS PER FOOT)FOR APA PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS-FIR,LARCH,OR SOUTHERN PINE(a)FOR WIND OR SEISMIC LOADINGIb) Panels Applied Over Panels Applied Direct to Framing 1/2"or 5/8"Gypsum Sheathing MinimumMinimum —— —.__...—_ ._....—.—__._.__._._---___--_----___..—...__.___.--__—_.__._.......__ Nominal Nail Nail Size Nail Spacing at Nail Size Nail Spacing of Panel Penetration (common or Panel Edges(in.) (common or Panel Edges(in.) Panel Grade Thickness in Framing(h) galvanized ____...—___.—.__. galvanized ____ _____....-. (in.) (in.) box) 6 4 3 21e) box) 6 4 3 21e) 5/16 1-1/4 6d 200 300 390 510 8d 200 300 390 510 APA 3/8230(4) 360(4) 460(d) 610(d) STRUCTURAL I 7/16 1-1/2 ad 255(d) 395(d) 505(d) 670(d) 10d1fl 280 430 550 730 grades 15/32 280 430 550 730 15/32 1.5/8 10d01 340 510 665 870 — — — — — 5/16 or 1/4(c) 180 270 350 450 180 270 350 450 APA RATED 3/8 1-1/4 6d 200 300 390 510 8d 200 300 390 510 SHEATHING;APA — 3/S —.._.----__---- 220(d) 320(d) 410(d) 530(4) RATEDnother PA 7/16 1-1/2 8d _______ 10d(f) grades except 15/32 260 380 490 640 species Group 5 15/32 310 460 600 770 — — — — — --- ---- 1-5/8 19/32 340 510 665 870 — — — — — tAWk Nail Size Nail Size . * * (galvanized (galvanized casing) casing) l 5/16(6)_„ 1.1/4 �-6d 140 210 275 360 8d. 1.40 210 - 27.5 360' 3/8 1-1/2 8d 160 240 310 410 10d(11 160 240 310 410 (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 APPA National Design Specification.(2)(a)For common or galvanized box some nailing provided(1)studs ore spaced a maximum of 16 inches o.c.,or nails,find shear value from table above for 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 ed 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 gravity of 0A2 or greater,or 0.65 for oil other species.See footnote(h). (b)Allpanel edges backed with 2-inch nominal or wider fromin Install pan- (f)Framing at odpining panel edges shall be 3-inch nominal or wider,and geg' 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 are spaced 3 inches o.c. intermediate framing members for 3/8-inch and 7/16-inch panels installed on studs spaced 24 inches o.c.For other conditions and panel thicknesses, (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 RATED SIDING 16 oc plywood may be 11/32 inch,3/8 inch or thicker. (c)3/8-inch or APA RATED SIDING 16 oc is minimum recommended when Thickness at point of nailing on panel edges governs shear values. applied direct to framing os exterior siding. (h)Contact APA for engineered alternatives. Typical Layout for Shear Walls Load Framing Blocking Framing 111111111111 ' 1 1'1'x: 1 I `�• ► I � 11 - ® � 111.1. Shear wall boundary Foundation resistance t , Perforated Shear Wall Job: NW River Terrace 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): 1' _ Seismic Wind Maximum H/W Wall Segment ratio: :1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: #Ift 6 in. 240#/ft 6 in. 335#/ft Faces of wall with APA-Rated sheathing: 1 in 4 in. 350#/ft 4 in. 490#lft Nominal width of wood wall: 4 in 3 in. 450#/ft 3 in. 630 ft/ft 2 in. 585#/ft 2 in. 820 Nit 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? . Y 3 in. 900#/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 Overall Wall Height 8 ft Maximum Opening Clear Height 6.67 ft Overall Wall Width 22 ft H/W Ratio Wall Segment#1 Length 9.25 ft Wall Segment#2 Length 8.75 ft Wall Segment#3 Length 0 ft Wall Segment#4 Length ft Wall Segment#5 Length ='ft Wall Segment#6 Length ft EL; ft Unfactored Floor&Roof Dead Load: 90#tft Unfactored Self Weight Dead Load: ":,_- `'#Ift OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vCoEly Anchor Bolts/Nails Required full-height sheathing ao Minimum sill plate thickness: opening ratio 1/2"dia.Anchor bolt capacity: � Co 5/8"dia.Anchor bolt capacity: q(Service level unit shear): #/ft 16d common nail capacity: r' «. • q(from wall above) 0#/ft q'(=q/C0) #fft Total no.of 1/2"dia.Anchor bolts required: For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: - 7/16"APA-Rated Sheathin•with 8d common or•-Ivanized box nails at All Panel Edges: y i12"dia.Anchor bolt spacing: r'' Intermediate Framing Members 5l8"dia.Anchor bolt spacing: :Wall Sheathi •On: '- 16d common nail s•.cin , ,,„ For Designs.Governed by Seismic Gross uplift force at ends of perforated shear wall: {.,....,?; , 7/16"APA-Rated Sheathin•with 8d common or•-lvanized box nails at Applicable uplift force from wall above? 0# All Panel Edges: S '-e ?" Net uplift force at ends of perforated shear wall: , X; Intermediate Framing Members: ., Note:a n_•alive net u•lilt force at ends denotes no hold-down uired Wall Sheathi •On: „". ". �' t 4 Hold-down required at ends on new foundation , ;; ,,x,1 Capacity of 5/6"dia F1554 w/SET-XP,8"embed: '..;.':::;'1,7,-,-,_ yy;, f'; ;„a 'Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: a :lam 6"OC,edge framing members shall be 3x or(2)2x nominal �; � ' Floor-to-Floor stra•r:.•uired at ends: a ,�,tA,,,,:;:` '.,,�,�_"az-���,��,;,.shy Number of 2x4's r=•uired at each end of wall: 2 Number of 2x6's r,•uired at each end of wall: 2 Table 4.3.3.5(American Wood Council SDPWS) Co ,,_._.,._,....._..-_.__-_...._.___..-_.._._._ _,.....-,..._...,,.....,,._........ ... ........_,..._......_....�_.....__........... -..� %full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 samm r s a.,rrc 20% 1.00 0.71 0.56 0.45 0.38 VONT '"'a°^'R 04-.1. r-•••-••-4s0r9r0? 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 I 1 60% 1.00 0.83 0.71 0.63 0.56 1 1 70% 1.00 0.87 0.77 0.69 0.63 S r‘, ..-/I 80% 1.00 0.91 0.83 0.77 0.71 E 90% 1.00 0.95 0.91 0.87 0.83 - °'"r"'" 1 \/ , 100% 1.00 1.00 1.00 1.00 1.00 vaxcor�000rt . I // \ I ;' , '..ilf1.#7,0041PRESSON �asxw+ FORCE rocs • t e Perforated Shear Wall Job: NW River Terrace 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 ".6884:# spacing(ad common or galvanized box nails) Wnd Force(1)or Seismic Force(2): i Seismic Wnd Maximum H/W Wall Segment ratio: :1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: #/ft 6 in. 240#ift 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#/tl 3 in. 630 Mt 2 in. 585#/ft 2 in. 820#/ft ikfti Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear wall? Y6 in. 480#/ft 6 in. 670#/ft 2)H/W Ratio of all segments within limitations? ?o 4 in. 700#/ft 4 in. 980#/ft 3)Top and bottom of entire wall have uniform elevations? V 3 in. 900#lft 3 in. 1260#16 4)Lateral force does not exceed maximum allowable shear = 2 in. 1170#/ft 2 in. 1640#16 5)Wall height is less than or equal to 20 feet Overall Wall Height 8 ft Maximum Opening Clear Height 6.67 ft Overall Wall Wdth 36.5`ft H/W Ratio ___......... Wall Segment#1 Length 13 ft _ Wall Segment#2 Length 17.6:ft Wall Segment#3 Length 0 ft Wall Segment#4 Length ft Wall Segment#5 Length ft Wall Segment#6 Length ft ,;P,,,, t;'1...;.-„ £L; ft Unfactored Floor&Roof Dead Load: u 90///ft Unfactored Self Weight Dead Load: #/ft 2.863636364 OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vCo£L; Anchor Bolts/Nails Required %full-height sheathing Minimum sill plate thickness: opening ratio: v 1/2"dia.Anchor bolt capacity: 5/8"dia.Anchor bolt capacity h a q(Service level unit shear): Co �°,�� #/ft 16d common nail capacity: '��',� .� �p���r' ' q(from wall above) 0#/ft Total no.of 1/Z'dia.Anchor bolts required: For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: - 7/16"APA-Rated Sheathin•with 8d common or Ivanized box nails at: _ All Panel Edges: .. % ", 112"dia.Anchor bolt spacing: Intermediate Framing Members v 5/8"dia.Anchor bolt spacing: Vrta:fo ,';...r.: �' Wall Sheathi .On: ', a�'„`-; 16d common nails•.cin': �..,, For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: ✓- ; i! 7/16"APA-Rated Sheathine with 8d common or a.lvanized box nails at: Applicable uplift force from wall above? 01 All Panel Edges: 5 ,, r Net uplift force at ends of perforated shear wall: ;;:-.ii Intermediate Framing Members: '• Note:a n,•alive net u•lift force at ends denotes no hold-down uired Wall Sheathi a On: • ,,, Hold-down required at ends on new foundation: „,,,, Capacity of 5/8"dia F1554 w/SET-XP,8"embed: r ;" ;' *Note:For walls sheathed on both faces with edge nail spacing less thaniiiiiiiiiiiiailiiiiiiiiiiiiiiitr 1� f r 6"OC,edge framing members shall be 3x or(2)2x nominal r Floor-to-Floor stra•re•uired at ends: „:i.".',„"...2:":-.".... ,,:i",;,":"..":; ;' ; i Number of 2x4's r••uired at each end of wall: 2 Number of 2x6's r •uired at each end of wall: 2 Table 4.3.3.5(American Wood Council SDPWS) Co ..,.. -; %full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 see.awr s E 20% 1.00 0.71 0.56 0.45 0.38 aim ?`m+vnx:+sirt" ! """' ° HT? 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 0.56 iI - / 70% 1.00 0.87 0.77 0.69 0.63 J 80% 1.00 .' 0.91 0.83 0.77 0.71 4 r'-', ,2ei i Ij 90% 1.00 0.95 0.91 0.87 0.83 a wn >\v orooie 100% 1.00 1.00 1.00 1.00 1.00 11/°""\\\ a ,� VOW* ra+u 1 Segmental Shear Wall Job: NW River Terrace Sales Trailer Client: Polygon Northwest Company Area of house: Side Walls(0 Gabled ends) Lateral Force 1444# 13 Number of Panels in Shear Wall Line 1 sentalowiew roroce--w �' �.... ,r, Wind Force(1)or Seismic Force(2): 1 + i f Maximum HNV Pier rafio: 'kyr <-'.:1 %J/ ; �; �f Spa Overall Wall Height 8 ft r i Minimum Allowable Panel Width ft ://1 1 i Total Panel Width in Shear Wall Line 24 ft Aspect Ratio OK? ��' Uniform Wall Self Weight(unfactored) #Ift �/ • Panel Shear =Mt �� ' Total Length of Shear Wall Line 24.00 ft Required bottom plate size r10.oc1WM ETM✓RtOt1eM;O III Required sheathing - •„, , , 4 mss „-".,: ., .<: ire oEsa+pvwaCukq 44 Panel 1 Width M 24.(X1 ft tt !! Panel 1 Roof 8 Floor Dead Load(unfactored) 15#/R :2 Mo '6-# M, ft# Tension force: -# GI . It. ( ,l � 1 MCMOR*ID HOUi oowi MOORED aY OEii6a _ Nominal width of wood wall: .....6inch Width of stem wall: ft inch "OC Max 12"dia.Anchor Bolls Spacing Required(Nat foundation): Max 5/8"dia.Anchor Boles Spacing Required(N al foundation): "OC Max.16d nail spacing required at bottom plate: OC Simpson A35 or LTP4 maximum spacing: "OC Maximutension force: --# Nota:Tension m force value Is negetive which means no hold-down is needed Hold-down required at ends of segmental wall(new foundation): Capacity of 5/8"dia F1554 w/SET XP,8"embed: ,# Hold-down required at ends of segmental wall(existing foundation): � -� ,'. 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 v Edge nailing v 6 in. 240#/R 6 in. 335#/R 4 in. 350#/R 4 in. 490#/ft 3 in. 450#M 3 in. 630#/R 2 in. 585#/R 2 in. 820#/R Sheathed both faces Sheathed both faces 6 in. 480*Mt 6 in. 670#/R 4 in. 700#/ft 4 in. 980#M 3 in. 900#/R 3 in. 1260#/ft 2 in. 1170#/ft 2 in. 1640#/R % 44JOB# LU 437-438 William Lyon IIfiu7D N SHEETNOL-2 OF L-5 .%)'L`,BUILDING SYSTEMS CALCULATED BY MCL DATE 1/11/2016 PO Box 110.9493 Porter Rd.Aumsville,OR 97325 CHECKED BY DATE 800.682.1422 ModemBuildingSystems.com SCAI r REr Ate. t— MAR r'r 2 01 6 s^iw � .:F�11�✓ CASE A-Transverse Uplift w/gable end OH uplift E-up -2649 lbs w/gable end OH uplift F-up -1619 lbs w/gable end OH uplift G-up -13539 lbs w/gable end OH uplift H-up -9113 lbs sidewall eaves OH uplift • Eoh-up 0 lbs sidewall eaves OH uplift Goh-up 0 lbs Total -26920 lbs(SD) • Convert to ASD x 0.6 Total Uplift Force= -16152 lbs(ASD) /` J y M 4 JOB#LU 437-438 William Lyon E IV• ,:g4 ,,.3',YA ' - ' '.'' N SHEET NO L-3 ._BUILDING L- ING SYSTEMS 5 CALCU LAT "81112.03: 493 9Porter Rd.aurrisvi,le,OR 97325 ED BY MCL DATE 1/11/2016 80o422 nnod�mBuad;ngSYmmscom CHECKED BY DATE SCALE 24'x 50' MOBILE SEISMIC per IBC 2012/ASCE 7-10 ASCE 7-10 Table 1.5-1 Risk Category ASCE 7-10 Table 1.5-2 Se ��� ismic Importance Factor Ie= 1.00 ASCE 7-10 Table 12.2-1 Response Modification Factor R= _...5 USGS Data `:6SQ:::: Spectral Response Accel. Ss= 0.956 ASCE 7-10 11.4.2 Site Class D ASCE 7-10 Table 11.4-1 ASCE 7-10 Eqn. 11.4-1 Site Coefficient Fa = 1.117 Sms=Ss * Fa Sms= 1.068 ASCE 7-10 Eqn 11.4-3 Sds=2/3 *Sms ASCE 7-1012.14.8.1 F=1. Sds= 0.712 0 for one story bldgs F= 1.000 ASCE 7-10 Table 11.6-1 ASCE 7-10 Eqn 12.8-1 Seismic(FiDesign Cat. D IBC 2012 1605.3.1 V` Sds/(Rile) * W)* 0'7 V= 0.077 W Note: 0.7 converts to ASD ASCE 7-10 Eqn 12.8-5 Vmin= 0.010 W Building Weight Roof(psf) Exterior Wall (psf) Sx!30 Ga 1.0 25/., ri ii 1.7 7/16 Shtg 1.5 2x4•a16 1.1 Trs2x4@24 2.6 '13- 11-12 R 21U 1.3 1.0 1.3 1/4 PP' D_rpGrd 1.8 0 0 0 0 Total 0 8.2 5.1 • Interior Wall(psf) Floor(psf) 1/4 Pnf 1.0 Misr 1.0 2x4 @'16 1.1 23/32 shtg 2.5 1/4Pnl 1.0 2x6@16 1.7 0 R 21U 1.3 0 0 0 0 Total 3.1 63 ¢; JOB#LU 437-438 William Lyon Y�. ERN _ . ;�4✓ ���'�: � yx.t�.d SHEET NO L-'t BUILDING SYSTEMS CALCULATED BY C E s PO Box 110.9493 Porter Rd.Aumsville,OR 97325 MCL DATE 1/11/2016 800.632.1422 ModemBulldin CHECKED BY DATE SSYnems.com SCALE Building Weight(con't) No Snow 23.67' Roof = 23.67' 50.00 ' 0.0 psf 0 50.00' lbs Ext.Wall= 8.2 psf 9705 lbs 8.00' 6011 lbs 147.34' Int.Wall= -;. 5.1 psf = 80p: 110.00' 3.1psf Floor= 23,67' ' = 2728 lbs Chassis= 3 50.00 6.5 psf = 7693 lbs 4857 lbs 0 lbs Total 30994 Ibs Wr= Total DL tributary to roof 14074 lbs W1= Total DL tributary to floor 16919 lbs Fx Story(Shearwall)Force Table • Story Force-k Fx Coef= Story Height Weight Fx=wx*hx/ V*hx /(F Story Shear Rj wx*hx)*V wx* ) 1111:11111 9.00' 14.07 k madam 1 1.00' 0.2810 k 0.14901 2.10k • 16.92k 0.28k 0.017 Grade 0.00' _ 1.1111111.1111111111 111.111� Su� 30.99 � k 144 k-ft MOM Shear Value OK Comparison , 3 ��°CCP 000Cej mit ve pais CiTY ■ MiTek USA, Inc. 250 bug Circle Corona,CA 92880 951-245-9525 Re: MONO VAULT ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1750363 thru K1750364 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0NGINE6-i9 d/0'L c� 89782PE pr 9,y OREGON ,;,40 Q` 99k PAUL �� r -31/2016 February 23,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 1 • • This design prepared from computer input by Pacific Lube[and Truss-BC TRUSS SPAN 11.-10.3' LOAD DURATION INREASE-1.15 LUMBER SPECIFICATIONS SPACED 21.0.O.C. IBC:012 3g.%MEMBER FORCES IWR/DDF/CP1.00 TC: 204 KODF a11BTR 1-2-1 0) 15 2-7-(-450) 1627 2-3-1-1928) 327 BC: 2q1 8001 911BTR LOADING 2-5.1-1926) 327 7-e-1-160) 1830 7-3-1 0) 220 WEBS:214 EDIT STAND, 511 25.0)•0).1 10.0)ON TOP CHORD- 35.0 PSF 3-1-1 -70) 38 3-8-1-1789) 125 214 OF 811btr A DL ON BOTTOM CHORD- 10.0 PSI 1-5-( -10) 2 1-0-1-203) 108 TOTAL LOAD- 15.0 PSF TC LATERAL SUPPORT o-12.0C.UON. BC LATERAL SUPPORT a 12.0C.UON. LL-25 PSF Ground Snow IPO) BEARING MAID VERT MA%HORS ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SI:.E 10.18. (SPECIES) OVERHANGS: 12.0' 1.7' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -69/ 616V -19/ 949 3.50' 0.10 OF 11100) REQUIRD9MS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'-10.3' -02/ 053V 0/ 09 2.00' 0.00 1020F 1 625) BOTTOM MORD CHECTE0 FOR lOPSF LIVE LOAD.TOP MD BOTTOM 000RD LIVE LOADS ACT NON!ONCII IEMLY. POND. 2: Design checked for net1-5 psi) uplift at 21 'or spacing. VERTICAL DEFLECTION LIMITS: 1.15/210.TL-L/160 PAX LI.OEFL- 0.009•I -1'- 0.0' Allured- 0.100' 6A%11 CREEP IEFL- 0.009.8 -1'- 0.0' Allowed- 0.133' )A%LI.)(EFL--0.066.I 6'- 0.5' Allowed- 0.570' MAT.TL CIEEP/EFL--0.195.I 6'- 0.5' Allowed- 0.760' MAX LL DEF).- 0.000'I 0'- 0.0' Allowed- 0.015' MTU:T1 CREEP DEF).- 0.000'I 0.- 0.0' Allowed- 0.019' MM NORIE.LL DEF.--0.070'I 11'- 6.6- 5-11-02 5-11-02 MA%RORIS.TI.DEF).- 0.063.I 11'- 1.6' 1 1 1 12 3.00 v Design conforms to main windf crce-resisting M-1.5x3 even..and coopon.nta and cladding criteria. 1 Wine: 110 mph, n-zo.eft,Trnirs.D,BrnDs.o,ASCE 7-10, 1111 Heights).Enclosed,Cat.2,EIp.B, MNFRS(Dir). load duration factor-1.6, Nit End vertical is no exposed t mode Ti-3x10 Truss duign.d fur vindtloads 3 III IIII 111111111 o ,y In the plane of the truss only. . �/ r y A 3x5 _ /4-8x1 Or N-1.5x3 0 1�� ' A Mot.:Lpdwn not checked Inc any lateral load, The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. 2.00 END VERTICAL IS NOT 12 TO BE EXPOSED TO WIND. ' Tr l 5-11-02 5-11-02 F9 r y 1-00 j 11-10-04 0-)-12 ;5<A'nPN l-00 ) 'Q 29 9782PE JOB NAME: POLYGON SALES OFFICE - A2 Scale: 0.4097 ..^1,.......Z,77\ WARM.& a..AL1.1.. wr..,._... Truss: A2 wm.....`.�d........411.16 .w.. 7a....4.....v..nw�...... aniaLl..,....LW -7 OREGON IS',- Q 1 Owyn aanamm Wm.*balmosird•IL be bomb 144•41 sil 150, AlRy AS 'c- ......mn........A.......-.a.r�.. :.a.e.,pe.mop.**Were Ilse*.MOenae 1r Q\ DATE: 2/23/2016 w...r.4e..•.....ra...•a.e wy.. v wLe..aemli.(r1h�� +4411••r.+PN.a p�Ut- �• SEQ.: K1750363 .............................•..... a......M.er.e...a..r..mse..r Mrs 4•4•1410 r..rdm.wrs..,YR a 0.44•••••••Fe.�r..n..wr......a TRANS ID: LINK e..rr...lsw....a a q..r�..u.....r.r.mw..e...a.e. a raw..T..1..re.......morns..�.•LIMOw. ,.�. EXPIRES:12/31/2016 a w noon).L:,r,.;`.:w"..... L...............4.1•41•4114. , ;�O.m a.... February 23.2016 Wen LSA.G4Ww Tm.saw.7.6.711(18 Man .DLL..soe.m., e�•••••.YLka ...aI .0..6114405 YMre3 -I • i • le This design prepared from computer input by Pecific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11•-10.3' OND. 2: Design checked for net(-5 psfl uplift at 21 'cc spacing. 1 TC: 214 KUDF fl6BTR LOAD DURATION INCREASE-1.15 BC: 201 KDDF 61LBTR SPACED 21.0•O.C. Designn conforms to main vintlforce-resisting system and coeponents and cladding.sitting. TC LATERAL SUPPORT<.12.0C.UON. LOADING LL(_5.0).DL1 10.0) ON TOP CHORD• 35.0 PSF Mina: 110 mph, )s21.1ft. TCOL.6.0,BCDL•6.0.ASC 1-10, BC LASEML SUPPORT<�12'OC.VCii. DL ON BOTTOM CHORD• 10.0 PSF !A11 Heights), Enclosed, Cat.2, Exp.B. HNFRSIDir). TOTAL LOAD- 15.0 PST load duration fector.l.6, End vertical(s) are exposed to wind, LL•25 PSF Ground Snow (Pd) Truss designed for wind loads in the plant of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. :able end truss continuous bearing wall UON. BOTTC01 CHORD CHECKED FOR 10050 LIVE LOAD.TOP 4-102 or equal typical at stud verticals. cals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCISENTLU. Infer to ConpuTLus gable end detailfor complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEYJNG AT THE HINGE TYPE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SMJATTON.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL 2 -i BRACING TO THE HINGE TYPE CONNECTION. NOTE DESIGN ASSUMES SHEATHING TO ONE FACE. 12 3.00 v 1l� 1111111111 ti 3 1 J. ) J.•/' 1-00 11-10-04 0-01-1 ��gED PROFe S11,3 ,NG1NEF'9 /029 :9782PE T JOB NAME: POLYGON SALES OFFICE — Al Seal.: 8.5722 .�AtNRb `9y •-EGON Q Maa..e du.be r,rrrd..rs s 2101102 ..aaa....,...•am�...rae..r Truss: Al L. rw..w•..�r..• s M'..m.vac..`al•.mw.e.w•....r.a.pow �/ ry 01 Q' a tar.r�•••La..aa,.w.m.«.rarr...+a.. nem...mus w.rao•••• +Rrra.arliedal �q AARY 15- k; m�.fine..laa«.IM arae�.a 2 OT m•ma.4..w�.a«r«Ye..y mens -AaY.�•.saaeMW. mma ac.a..ay'*Iv✓trs.N e..bem M DATE: 2/23/2016 •....'m"W`,�...:•".'"..++.......e..a. a.Ion,•.w",6orImardl.,i,,,.m�. �.."••:""""' ha ? Ile v Nm.l«a.a.a«my macer d r•a...a1 Al L.A..ram l.m..a..ai,5R....dke...•... SEQ.: K1750364 •,•em.....oil aYrs Mail rm•+.m a g��a ..•..me.•ma..mt ad meTRANS ID: LINK .aces«wamwm..•. m E�n`oeAi�w•adimop.mea.w•.�n.r IL OA.�On.mam.N.a..maaa^....1 EXPIRES:12/31/2016 ""^m�`°""""a•"" T. am:-; v;; February 23,2016 E T.a .k•n..a eM•.ma.ln.Yer«w was ma.aw 111.WICA In e02 aMa..«.r«aaaa...•••a. a...e«.r..hk++...4-•r IBTak UBA K.IO•mWTn.W.ea 7.67SLE .nh�.s-�s.1...yr•••.a®us,M.EMI..ert.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4 8 dimensions shown In ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,yp y 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Mar Dimensions are in ft-in-sixteenths. 1%, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 ili la- wide truss spacing,Individual lateral braces themselves may require bracing,or alternative Tor I IL\1110yir bracing should be considered. rip O3. Never exceed the design loading shown and never a0 ©� stack materials on Inadequately braced trusses. r- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'hd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TP!1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. �� bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceifng is installed,unless otherwise noted. BEARING �„ 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1 ® 11 { number where bearings occur. 17.Install and load verticallyunless indicated otherwise. Min size shown is for crushing only. IIIIIIIIIIIIII®/111 18.Use e environofmgreenental,or healthtreated orlumbperforrmmayancepose risks.Consult w unacceptable th project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design)front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. hAiTeke is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with 1 Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013