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14ALC272-0/s?no2,2_47 STRUCTURAL CALCULATIONS CAR PORT PROJECT: REFI V Er) PardSer Residence 6 12280 SW 124th Avenue JUN 2 2017 Tigard, Oregon CITY OF TIGAHO Ti g g BUILDING DIVISin for Ghtry I Pav,tr 12280 SW 124th Avenue Tigard, Oregon lR r , 5 4E.D PR0/4/71 GINE- j>0 18346` 45 0.0 dames O. Pierson, Inc. 141 OREGO .0 0 `�ti 1nl� ofire �F'R R 9'GO,4' EXPIRES= 6-30-17 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 March 21,2017 lificer Car Port GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2014 Oregon Structural Specialty Code. For this location the following design parameters apply: Roof Snow Load 25 PSF Roof Dead Load 15 PSF Soil Bearing Pressure= 1500 PSF Seismic: Zone D Design Summary: The following calculations are for the proposed car port located at 12280 SW 124th Avenue in Tigard, OR. The car port will consist of a stick framed,hip-style roof with cantilevered 4x4 tube steel columns for vertical and lateral support. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon discussions with the client. Page 1 of 14 7 Ar Aca wz PI zi 3x tb 1 i %L ' .io,i„ ttr / SL 9€0 1 .4a- ll St 1445i. I6j 1SL 5 t .i tA., ito 14>L t , _ 3' o R 'Il70 t6 E rte' Project James G. Pierson, Inc. car Port Job no Consulting Structural Engineers on Tigard, Oregon Date 320 S.W.Stark,Suite 535 Portland,Oregon 97204 3/21/2017 Tel: (503) 226-1286 Fax: (503) 226-3130 Client c • i Parker Sheet no. Page 2of14 - gsA James G Pierson,Inc. Project Title: 610 SW Alder#918 Engineer: James cpima.,CSG Portland,OR 97205 Project fir. Project ID: :i 503-226-1286 °FITS __ x ' : Y ,/ p Title Block Line 6 ��Qd B@1(1IPrinted 20 MAR 2017,3:35PM File-= RCAers,TAC.1R 9�122gi-11122 ►?-1.EC8 Lic.#: KW-06001615 ENERCALC,WC-1083-2017,B d:6.17.3.17,Vec6.17.3.17 Description: Exterior Beam Licensee:JAMES G.PIERSON INC. CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Wood Species :DF/DF Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Space :24FDF/-V4 Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Fv 265.0 psi Eminbend-yy 850.0 ksi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,100.0 psi Density 31.20pcf • II . I /1 1• I I 1 1 I 4 5.125x12 Span=22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Varying Uniform Load: D(S,E)=0.0450->0.120, S(S,E)=0.0750->0.20 k/ft,Extent=0.0--»11.0 ft Varying Uniform Load: D(S,E)=0.120->0.0450, S(S,E)=0.20->O.0750 k/ft,Extent=11.0--»22.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.544 1 Maximum Shear Stress Ratio Design 8OK 4 Section used for this span 5.125x12 = 0.x12 1 Section fb:Actual used for this span 5.125x12 = 1,495.28 psi fv:Actual FB:Allowable = 2,747.19psi = 56.00 psi Load Combination p Fv:Allowable 304.75 psi Location of maximum on span = +D11 0 Oft Load Combination Location of maximum on span = +D 21.036 ft Span#where maximum occurs = Span#1 Span#where maximum occurs Maximum Deflection = Span#1 Max Downward Transient Deflection 0.619 in Ratio= Max Upward Transient Deflection 420<3600 0 0.990 in Ratio= 266< Max Downward Total Deflection .990 in Ratio= 6>=18 Max Upward Total Deflection1800 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V CdC C CrCm C t CL M Moment Values Fb Shear Values FN I r +D+Hiu F'v Length=22.0 ft 1 0.261 0.088 0.90 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+L+H 0.995 1.00 1.00 1.00 1.00 1.00 5.75 560.73 2149.98 0.86 21.00 238.50 Length=22.0 ft 1 0.235 0.079 1.00 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 5.00 +D+Lr+H 0.995 1.00 1.00 1.00 1.00 1.00 5.75 560.73 2388.86 0.86 21.00 265.00 Length=22.0 ft 1 0.188 0.063 1.25 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+S+H 0.995 1.00 1.00 1.00 1.00 1.00 5.75 560.73 2986.08 0.86 21.00 331.25 Length=22.0 ft 1 0.544 0.184 1.15 0.995 1.00 1.00 1.00 1.00 1.00 0.002747.19 0.00 0.00 0.00 75 +D+0.750Lr+0.750L+H0.995 1.00 1.00 15.33 1,495.28 0 2.300 56.00 300.00 Length=22.0 ft 1 0.188 0.063 1.25 0.995 1.00 1.00 1.0000 1.0000 1.00 1.00 0.00 0.00 0.00 0.00 5.75 560.73 2986.08 0.86 21.00 331.25 Page 3 of 14 - m James G Pierson,Inc. Project Title: 610 SW Alder#918 Engineer: En sn ISS G.Pierson, Portland,OR 97205 Project Descr: Project ID: 503-226-1286 ....) Title Block Line 6 Wood Beam Printed 20 MAR 2017,3 35PM File=C:tUserslTAYLORwlDes topt12280T-R1228t1T--1•EC6 Lie.#: KW-06001615 ENERCAIC,INC.10832 i7,B+a 613,,3„11,Ver-.6.11.3.17 Description: Exterior Beam Licensee:JAMES G.PIERSON INC._ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN i Cr Cm C C --M Ct L lb F'b +D+0.750L+0.750S+H 0.995 1.00 1.00 1.00 1.00 1.00 V N 0.v Length=22.0 ft 1 0.459 0.155 1.15 0.995 1.00 1.00 1.00 1.00 1.00 7.19 1.94.90 7.20 0.00 +D+0.60W+H0.995 1.00 1.00 1.00 1.00 1.00 12.93 1,261.65 2747.19 47.25 304.75 Length=22.0 ft 1 0.147 0.050 1.60 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.70E+H 0.995 1.00 1.00 1.00 1.00 1.00 5 75 560.73 3822.18 0. 21.00 424.00 Length=22.0 ft 1 0.147 0.050 1.60 0.995 1.00 1.00 1.00 1.00 1.00 3822.18. 8 0.00 1.00 0.00 +D+0.750Lr+0.750L+0.450W+H 0.995 1.00 1.00 1.00 1.00 1.00 5.75 560.73 00 0.86 21.00 424.00 Length=22.0 ft 1 0.147 0.050 1.60 0.995 1.00 1.00 1.00 1.00 1.00 .18 0.00 21.00.� .00 +D+0.750L+0.7505+0.450W+H 0.995 1.00 1.00 1.00 '1.00 1.00 0.5'75 560.73 3822.180 0.860 0 424.00 Length=22.0 ft 1 0.330 0.111 1.60 0.995 1.00 1.00 1.00 1.00 1.00 12.93 1,261.65 3822.18 1.94 47.25 0.00 424.00 +D+0.750L+0.7505+0.5250E+H 0.995 1.00 1.00 1.00 1.00 1.00 Length=220 ft 1 0.330 0.111 1,60 0.995 1.00 1.00 100 1.00 1;00 2.18 1.94.90 7.20 0.00 +0.60D+0.60W+0.60H0.995 1.00 1.00 1.00 12.93 1,261.65 3822.18 47.25 424.00 Length=22.0 ft 1 0.088 0.030 1.60 0.995 1.00 1.00 1.00 1.0000 1.000 3.45 336.44 3822.00 18 0.00 0.00 0.00 +0.60D+0.70E+0.60H 0.995 1.00 1.00 1.00 1.000. 12.60 424.00 Length=22.0 ft 1 0.088 0.030 1.60 0.995 1.00 1.00 1.00 1. 1.00 0.18 0.00 0.00 0.00 Overall Maximum Deflections 3.45 336.44 3822.18 0.52 12.60 424.00 Load Combination Span Max ""Defl Location in Span P Load Combination +D+S+H - 1 _ __ _ ,_y Max "+"Dell Location in Span 0.9897 11.080 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Values in KIPS Overall MAXimum 2.420 2.420 Overall MINimum 0.545 0.545 +D+H +D+L+H 0.908 0.908 +D+Lr+H 0'908 0.908 +D+S+H 0.908 0.908 +D+0.750Lr+0.750L+H 2.020 2.420 +D+0.750L+0.750S+H 0.908 0.908 2.042 +D+0.60W+H .908 2.042 +D+0.70E+H 0.908 0.908 +D+0.750Lr+0.750L+0.450W+H 0.908 0.908 2.042 0.908 +D+0.750L+0.7505+0.450W+H +D+0.750L+0.750S+0.5250E+H 2.042 2.042 2.042 2.042 +0.60D+0.60W+0.60H +O.60D+0.70E+O.60H 0.545 0.545 D Only 0.545 0.545 Lr Only 0.908 0.908 L Only S Only 1.513 1.513 W only E Only H Only Page 4 of 14 -, � James G Pierson,Inc. Project Title: 610 SW Alder#918 Engineer: Project ID: James G.Pierson,Inc. Portland,OR 97205 Project Descr: 503-226-1286 Title Block Line 6 Printed 21 MAR 2017 2 49PM .Wood Beam File-4.C:ausersITAYLar-1wes ,r122aaz 1Vj2280T-1.Ec6 Lic.#: KW-06001615 ENERCALC.INC.1+983.20t7,8uild6:l7.3.17,Ver6.17.3.17 Licensee:JAMES G. PIERSON INC. Description: Ridge Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling n y(11450 n 1801 Sr0 075n n 10l I ,,. y 1 I 5.125x12 Span=16.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Varying Uniform Load: D(S,E)=0.0450->0.180, S(S,E)=0.0750->0.30 k/ft,Extent=0.0--»18.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.315 1 Maximum Shear Stress Ratio = 0.176 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 868.13psi fv:Actual = 53.71 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.759ft Location of maximum on span = 15.007 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.192 in Ratio= 997>=360 Max upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.308 in Ratio= 623>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 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 I CL M tb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.151 0.084 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.34 325.55 2160.00 0.83 20.14 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.136 0.076 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.34 325.55 2400.00 0.83 20.14 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.109 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.34 325.55 3000.00 0.83 20.14 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.315 0.176 1.15 1.000 1.00 1.00 1,00 1.00 1,00 8.90 868.13 2760.00 2.20 53.71 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.109 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.34 325.55 3000.00 0.83 20.14 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 5 of 14 James G Pierson,Inc. Project Title: ç�` 610 SW Alder#918 En ineer: James G.Pierson, Portland,OR 97205 Protect Descr: Project ID: \......71.11,..1 503-226-1286 Title Block Line 6 W 00 earn Printed 21 MAR 2017,2 49PM w File=C:tUsers4TAYLOR-11Desktopt12280T-1t12280T-i.EC6 Lic.#: KW-06001615 ENERCALC,INC 1983-2017 8uilik6.17 3.17,Ver:6.17.3.17 Description: Ridge Beam Licensee:JAMES G.PIERSON INC. Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm C C Moment Values Shear Values Length=16.0 ft t L M lb F'b V iv F'v 91 0.265 0.149 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.51 732.49 2760.00 1.86 45.31 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.0 ft 1 0.085 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.14 0.00 +D+0.70E+H 1.000 1.00 1.00 1.00 3.34 325.55 3840.00 0.83 20.14 424.00 Length=16.0 ft 1 0.085 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.t p 0.00 0.00 0.00 0.00 +D+0.750Lr+0.750L+0.450W+H 3.34 325.55 3840.00 0.83 20.14 424.00 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.0 ft 1 0.085 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.14 0.00 +D+0.750L+0.750S+0.450W+H 3.34 325.55 3840.00 0.830 20.14 424.00 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.0 ft 1 0.191 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1.86.80 0.00 0.00 +D+0.750L+0.7505+0.5250E+H 7.51 732.49 3840.00 0 45.310 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length=16.0 ft 1 0.191 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.51 732.49 3840.00 1.86 45.31 424.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.0 ft 1 0.051 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.60D+0.70E+0.60H 2.00 195.33 3840.00 0.50 12.080 424.00 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.0 ft 1 0.051 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.00 195.33 3840.00 0.50 12.08 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination +D+S+H Max."+^Defl Location in Span 1 0.3079 8.234 Vertical Reactions 0.0000 0.000 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.790 2.621 Overall MINimum 0.403 0.590 +D+H 0.671 0.983 +D+L+H 0.671 0.983 +D+Lr+H 0.671 0.983 +D+S+H 1.790 2.621 +D+0.750Lr+0.750L+H 0.671 0.983 +D+0.750L+0.750S+H 1.511 2.211 +D+0.60W+H 0.671 0.983 +D+0.70E+H 0.671 0.983 +D+0.750Lr+0.750L+0.450W+H 0.671 0.983 +D+0.750L+0.7505+0.450W+H 1.511 2.211 +D+0.750L+0.7505+0.5250E+H 1.511 2.211 +0.600+0.60W+0.60H 0.403 0.590 +0.60D+0.70E+0.60H 0.403 0.590 D Only 0.671 0.983 Lr Only L Only S Only 1.119 1.638 W Only E Only H Only Page 6 of 14 - ,ir"%s.,st James G Pierson,Inc. Project Title:42:A‘ 610 SW Alder#918 Engineer: Project ID: James G. Pierson,loc. Portland,OR28 97205 Project Descr: t®/ 503-226-1286 Title Block Line 6 Printed 20 MAR 2017,3 06PM Wood am File.0 USerStrAYLOR-qu o l2 80T 11124VOT.-t.Ecs Lic.#: KW-06001615 ENt 1 CAL , 1983-2017,8ai1d 1 3.17,ver6.17.3.17 Description: Rafter Licensee JAMES a PIERSON INC... CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.030j S(0.050) ,! if * / 2x8 Span=11.0 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=2.0 ft DESIGN SUMMARY Maximum BendingStress Ratio = Design OK 0.774 1 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,104.97psi fv:Actual - = 54.04 psi FB:Allowable - 1,428.30psi Fv:Allowable - 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.500ft Location of maximum on span = 10.398 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio= 607>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.348 in Ratio= 379>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 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 C m C t C L M fb F'b V fv Fv +D+H Length=11.0 ft 1 0.371 0.125 0.90 1.200 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 +DenH 0.45 414.36 1117.80 0.15 20.27 162.00 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.334 0.113 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.45 414.36 1242.00 0.15 20.27 180.00 +D+Lr+H 1.200 1.00 1.15 1.00 1.00 1.00 Length=11.0 ft 1 0.267 0.090 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.1500 0.00 0.00 +D+S+H 0.45 414.36 1552.50 0.15 20.27 225.00 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.774 0.261 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.21 1,104.97 1428.30 0.39 54.04 207.00 +D+0.750Lr+0.7501+H 1.200 1.00 1.15 1.00 1.00 1.00 00 Length=11.0 ft 1 0.267 0.090 1.25 1.200 1.00 1.15 1.00 1.00 1.000.00 0. 0.00 0.00 +D+0.750L+0.750S+H 0.45 414.36 1552.50 0.15 20.07 225.00 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 7 of 14 James G Pierson,Inc. Project Title: ' t -- 610 SW Alder#918 Engineer: Project ID: flies G. Inc. Portland,OR 97205 Project Descr: \\s.........} 503-226-1286 Title Block Line 6 Printed:20 MAR 2017,3 06PM VN©W.ci w_1__ rue=C:lUsers1T11YLOR-fl0eskt p11228t1T 11f2250T 1.1 C6 Lic.#: KW-06001615 EN KCAL .INC 198.3-2017 Build:617.117 Ver 6:11.3.17 Description: Rafter Licensee:JAMES G.PIERSON INC. Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V Cd C IN C i Cr C m C t C L M fb l'b Length 1 V N F'v 9 0.653 0.220 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.02 932.32 1428.30 0.33 45.60 207.00 +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 Length=11.0 ft 1 0.209 0.070 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1987.20.20 0.1500 0.00 0.00 +D+0.70E+H 0.45 414.36 0.15 20.27 288.00 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.209 0.070 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.45 414.36 1987.20 0.15 20.27 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 Length=11.0 ft 1 0.209 0.070 1.60 1.200 1.00 1.15 1.00 1.00 1.001987.20 0.00.20 0.0015 0.20 0.00 +D+0.750L+0.750S+0.450W+H 0.45 414.36 20.27288.00 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.469 0.158 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.02 932.32 1987.20 0.33 45.60 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0. 0.00 0.00 Length=11.0 ft 1 0.469 0.158 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.02 932.32 19877.20 0.3333 45.60 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 Length=11.0 ft 1 0.125 0.042 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.27 248.62 1987.2200 0.09 12.10.00 0.166 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 Length=11.0 ft 1 0.125 0.042 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.27 248.62 1987.0 0.09 12.16 288.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.3478 5.540 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 -- Overall MAXimum - - 0.440 0.440 ---------- OverallMINimum 0.099 0.099 +D+H 0.165 0.165 +D+L+H 0.165 0.165 +D+Lr+H 0.165 0.165 +D+S+H 0.440 0.440 +D+0.750Lr+0.750L+H 0.165 0.165 +D+0.750L+0.750S+H 0.371 0.371 +D+0.60W+H 0.165 0.165 +D+0.70E+H 0.165 0.165 +D+0.750Lr+0.750L+0.450W+H 0.165 0.165 +D+0.750L+0.750S+0.45000+H 0.371 0.371 +D+0.750L+0.750S+0.5250E+H 0.371 0.371 +0.60D+0.60W+0.60H 0.099 0.099 +0.60D+0.70E+0.60H 0.099 0.099 D Only 0.165 0.165 Lr Only L Only S Only 0.275 0.275 W Only E Only H Only Page 8 of 14 3/20/2017 Design Maps Summary Report Design Maps Summary Report User-Speciwruiwurfied Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43°N, 122.8°W Site Soil Classification Site Class D - "Stiff Soil"q { Risk Category I/II/III M 9p , aA i + 3f h f't A* IN Y "c um *74 a�.� �}'zz r;:ii ,4, ,� 4,?.-„(1.6: ,.1 };r "A � , �N .m•-55.5.-5e, n_y 7n' :. a q ,x,, x"tea rk�..�. ,,,+ ,., ' 4, * ' '' 4- y a ��'. , '� ` , - may' 3"4 ah �:� . .dzi ' �r 'r�. �"Ms`c gra u USGS-Provided Output SS = 0.962 9 SMS = 1.073 g See = 0.715 g S1 = 0.4228 SMS = 0.6668 S01 = 0.444g 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. MC Response Spectrum Des Res piysse Spectrum i_!;3 a72 wa *acts a :".ff.' CIa 5.5 I �a Saj ' 13; cl'76 co ra:¢a am 024 r t4 ate} ol am 1i%1 u_co u_cd Qua sd '! I.ccc i.:a17 176.E }E+t. !AO j..�'1° ace ry2� �l 4] 040 240 }.rya {_ 7.40 ---- -,F;O Ten ZC1J period.T(sec) Petit T(see) For PGAM,TI, CRS, and CRl values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 9 of 14 https:!/earthquake.usgs.govlcnl/designmaps/us/s�nmary,php?template=minimal&latitude=45.43&Iwigitude -1228&siteclass=3&riskcategay=08�edition=rice... 1/1 Lit7t~ftAtLotkf b,,i 6 ------- - --__ - � `,tSirttt 1,.lzu _.- C_ot3` T L _ e4INTiL1v I i ...0 IS " 144 r 542.E _-.t.Ao _"i'}C t yv t £)c, P Ac 2 4 , ___.__ } • Sb 3 ' ;_._ _ 2 S 1 S EFIL. 1 C.94r1-9441e t .c� r_t►Ns ..sa Zs 15 (Z0x.2lt' _ tp. 04,6, 14, -cam ' 1-- '-÷ 7244 t\ _17---4-; Zvi _ P - (' IO c . +: 27) !F!F _-i it t!*2.4.314-1o�SL! = 3' o , -65 C Et. James G. Pierson, Inc. p`°' Car Port Job no. Consulting Structural Engineers X101 Tigard, Oregon nate 3/21/2017 320 S.W.Stark,Suite 535 Portland,Oregon 97204 Client Tel: (503) 226-1286 Fax: (503) 226-3130 Che r" I sheetno. Page 10 of 14 • {P= James G Pierson,Inc. Project Title: 610 SW Alder#918 Engineer: Project ID: James G.Pierson,Inc Portland,OR 97205 Project Descr: - NW 503-226-1286 Title Block Line 6 Printed:21 MAR 2017,8 51AM I Steel Column fife=C.3llserslTAYLOR-1uleskmp112280T-1u12280T.i.EC6 ENERCALC,INC.19812017,B .17.3.17,Vec6.17.3.17 Lic.#: KW-06001615 Licensee:JAMES G.PIERSON INC. Description: Canitlever Column Code References Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 9.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-572, High Strength, Low Alloy, Fy=. Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 19,000.0 ksi Unbraced Length for X-X Axis bucking=9.50 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.50 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:115.718 lbs'Dead Load Factor AXIAL LOADS... Roof Weight:Axial Load at 9.50 ft,D=3.905,S=6.50 k BENDING LOADS... Seismic:Lat.Point Load at 9.50 ft creating Mx-x,E=0.7250 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9635 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+0.5250E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y Y 0.0 k Pa:Axial 8.896 k Bottom along Y-Y 0.7250 k Pn/Omega:Allowable 13.378 k Ma-x:Appied -3.616 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 10.765 k-ft Along Y-Y 2.404 in at 9.50ft above base May:Applied 0.0 k-ft for load combination:E Only Mn-y/Omega:Allowable 10.765 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.01996 :1 Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.5075 k Vn/Omega:Allowable 25.423 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.301 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.301 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.301 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.786 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.301 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.665 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.301 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.699 PASS 0.00 ft 0.020 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.301 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.665 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.963 PASS 0.00 ft 0.015 PASS 0.00 ft +0.60D+0.60W+0.60H 0.180 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.538 PASS 0.00 ft 0.020 PASS 0.00 ft Page 11 of 14 S,o James G Pierson,Inc. Project Title: ift -....*.';\ 610 SW Alder#918 Engineer: Project ID: Jas G.Pie Portland,OR 97205 Project Descr: 50266 Title3-2Block-128Line 6 Pnnted 21 MAR 2017,851AM Steel Column File=C:wstxkTAYLOR-11Desktop12z&1T,t,r�eaT .Ecs ENI ttCALC,INC.14B 2017,,tiuild:6.17.3.17,Vet:6.17.3,17 Lic.#: KW-06001615 Licensee:JAMES G.PIERSON INC. Description: Canitlever Column Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 4.021 +D+L+H 4.021 +D+Lr+H 4.021 +D+S+H 10.521 +D+0.750Lr+0.750L+H 4.021 +D+0.750L+0.7505+H 8.896 +D+0.60W+H 4.021 +D+0.70E+H 4.021 0.508 -4.821 +D+0.750Lr+0.750L+0.450W+H 4.021 +D+0.750L+0.7505+0.450W+H 8.896 +D+0.750L+0.750S+0.5250E+H 8.896 0.381 -3.616 +0.600+0.60W+0.60H 2.412 +0.60D+0.70E+0.60H 2.412 0.508 -4.821 D Only 4.021 Lr Only L Only S Only 6.500 W Only E Only 0.725 H Only -6.888 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 10.521 " Minimum Reaction, X-X Axis Maximum 4.021 " Minimum 4.021 Reaction, Y-Y Axis Maximum 0.725 -6.888 Minimum 4.021 Reaction, X-X Axis Maximum 4.021 " Minimum 4.021 Reaction, Y-Y Axis Maximum 4.021 Minimum 4.021 Moment, X-X Axis Ba Maximum 4.021 Minimum -6.888 0.725 -6.888 Moment Y-Y Axis Ba Maximum 4.021 Minimum 4.021 Moment, X-X Axis To Maximum 4.021 Minimum 4.021 Moment Y-Y Axis To Maximum 4.021 Minimum 4.021 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 1.683 in 9.500 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 1.262 in 9.500 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 1.683 in 9.500 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Page 12 of 14 • „o James G Pierson,Inc. Project Title: AIL 610 SW Alder#918 Engineer: Project ID: James G.Pierson,Inc Portland,OR 97205 Protect Descr: lip 503-226-1286 Title Block Line 6 Printed 21 MAR 2017,8 51AM Steel Column File=c:ktisersITAnvR-11Desktnpt124^8lr Iu22807-1.Ec6 ENERCALC,INC.1983-2017,Bt1ld;6.17.3.17,V :6;17.3.77 Lic.#: KW-06001615 Licensee:JAMES G. PIERSON INC. Description: Canitlever Column Maximum Deflections far Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 2.404 in 9.500 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x1/4 Depth = 4.000 in I xx = 7.80 in"4 J = 12.800 in^4 Design Thick = 0.233 in S xx = 3.90 in^3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 in^2 I yy = 7.800 in^4 C = 6.560 in^3 Weight = 12.181 plf S yy = 3.900 in"3 R yy = 1.520 in Ycg = 0.000 in 10.E M-x Loads it C 5` ., Load 1 �R x ;I sit ra oil 7 r-74 0 A Vii L L._ r_ 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Page 13 of 14 • Flagpole Footing 3/21/2017 Design Employing Lateral Bearing (2012 IBC Chapter 1807.3) Input Values b Diameter(feet)of round post or footing or diagonal dimension of square post or footing d Depth of embedment in earth(feet) Distance in feet from ground surface to point of application of"P" =P Applied lateral force in pounds =S Lateral Soil Bearing capacity per Soils Report(lbs/ft of embedment) Pole ("Y"or"N")see footnote 1806.3.4 541.6667 =S1 Allowable Soil at 1/3 embedment(psf) 1625 = S3 Allowable Soil at full depth of embedment(psf) Results-Nonconstrained Soil Condition 12 IBC Chapter 1807.3.2.1 234 P 2.9 =d Required depth of embedment in earth (feet) d= A �1+111+436 h (18-1) Results-Constrained Soil Condition 12 IBC Chapter 1807.3.2.2 1.9 =d Required depth of embedment in earth (feet) d2 =4.25 S b (18-2) James G. Pierson, Inc. Project Car Port no. Consulting Structural Engineers Location Tigard, Oregon nye 3/21/2017 320 S.W.Stark,Suite 535 Portland,Oregon 97204 Client Tel: (503) 226-1286 Fax: (503) 226-3130 te/f C 1Fikrter Sheet Page 1 14 of 14 2'-0 21-0. 4X4X* H55 COLUMN W/ 'SIMPSON' ECCLOQ COLUMN CAP, TYP. 5.125X12" GLB, TYP. 2X8 DF #2 'cil 24" O.G., is Z TYP. n D 5.125X12 GLB, TYP. Olk • 0)) ,[1 ROOF FRAMING PLAN (1) 1/8" = 1'-0' pb, Y4 , Yl4 f t ' { 4X4X OW5 COLUMN UV - ECCLOO z, COLUMN GAP,TTP. MMI Iota '....... 5.125X12"GLB,TYP. 'ILs-# SMIIM �,=MOOR/ 2X5 OF V 9 24'0.C., d = Mit TYP. Noir lemir. 39'X37X39`FOOTING,TYP. -Mild 11116 5.125X12•GLIB,TYP. u •Mr • 4X4X4 N53 COLUMN,TYP. 0 ROOF FRAMING PLAN ® FOUNDATION PLAN re•.ro • • • • EDGE NAIL Al 6"O.G. FULL HEIGHT BLOCKING 'SIMPSON'HGAIO 9 EA.RAFTER A �A ROOF SHEATHING ROOF SHEATHING 5.125X12"GLULAM HIP BEAM 1n 2368 DF 9 24"O.C.W/ 2X8 DF Al 24"O.C.WI 'SIMPSON'LSSJ28 HANGER EDGE NAIL 9 6"O.C. 5.125X12"GLUCAN BEAM 3/4"THRU-BOLT,TYP. 4X4XI/4 STEEL ANGLE,9"LONG FULL HEIGHT BLOCKING 'SIMPSON'835 948"O.C. ROOF SHEATHING 11,1111 !� 5.1253,12"GLULAM HIP BEAM 2X8 OF 924"O.C.W/ 3/4"THRU-BOLT,TYP. 411 SECTION A-A 5.125X12"GLULAM BEAM 4X4XI/4 HSA COLUMN; EMBED MIN.33"INTO FIG. EDGE NAIL Al 6"O.G. BAR E.W. FULL HEIGHT BLOCKING 'SIMPSON'A35 O.G. ROOF SHEATHING 11 5.125X12"GLULAM HIP BEAM n NOTCH GLULAMTO MATCH Q d 2X8 OF RATFEFER PROFILE 5125x12"GLULAM BEAM it IF lY 1=-I- 8 ?,I'D" vr'.ro" AIA ROOF SHEATHING "..... 5.125X12" GLULAM NIP BEAM II ill: II 2X8 DF 0 24" O.C. WI 'SIMPSON' LSSJ28 HANGER 3/4" THRU-BOLT, TYP. 4X4X1/4 STEEL ANGLE, 9" LONG IMI 5.125X12" GLULAM HIP BEAM 3/4" THRU-BOLT, TYP. SECTION A-A 1 2 1/2" = r-o„ EDGE NAIL cJ 6" O.G. FULL HEIGHT BLOCKING SIMPSON' A35 ROOF SHEATHING iM C' iiil iii......01 5.125X12" GLULAM HIP BEAM NOTCH GLULAM TO MATCH 2X8 DF RATFER PROFILE 5.125X12" GLULAM BEAM 0 1/2" = P-D" i - iv.)19,..gi. ,?..-.)1:_ .'7i2,k4:._Trs4Av -- ._. ----- : V4',� ''� , 1 /:;" ‘9AtX WIWI f\-411 ---:,) i 4i.,, , , 1 /Liao,- i 4' f)412 i„-,--/------ I . ........., t .. .„----- ....... / '1\ ...--- ...„tto .,:z.,_:.. 4, - i I 14 f' . (11 1 7 1 PIN I k _ / .:. i f;Vi-6# -7 --1 I 1 n1 .1, i 1,, , . , ... y,.);.--..rik .' ,(.4 I . motif' Ii __± *)(7.. 75 ` {SIP- [Ad i:ti-v..:f.:-ii Cosi • Y-tSTI; c 1V I / --171011 f 6,5' (J. 47”- k\/ --.) / 0F3 y 51'4l'fvl2�i 1�d.t C� _ o pa io 6 -fiA l 5i :: 192to sk12.4.rAv ..-- _ 64'1 ---- - .' F57 A.'-'t.(\ 5 . Sati VJ "0 1 ff n 0/)(6 Oiler I(Th ffA fee'''':- el,&11t1 16 t-E T4\,' /I 17--7 iqs-f - , mow ' v -, 0\-.,,,,,s,4,At . # „ \ ii 1.. .",,,,\I, „., 4 / X r 1 I PTOI ,_._ C . --- (Approver Manning fi- • c z ) 17 'atials: _ VD_ 5 1: Ci _ ROME' OM1 cQ fk -r ci,.1.11,-).;I:fri-tIvi-.9s i ` J;.• f 49.5g ( ( )_ 76 'K,-sio --) 1. 1 '. ' 1 -i- t . i' -.._ - - „ / \. 'i, i , ,,---1-,si,k-il*1 res. , 1 _ "NE 1 . �. .X-1511,4 -7 '1 's0'" . lc �rie- 1 -f- 9 1 1 -44 ram 1 5 1*J I '` # q*id(?'"7P-A,f." skfti-y Tryitt,#-•' ‘0. . 4-rw poc„.- -,- - -4 2 3