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Report Up2O )O - OO2$Z West Coast Forensics, Engineering and Design, LLC TIGARD HIGH SCHOOL WATER HEATER SHED W.C. Forensics Job JCC142 9000 SW Durham Road, Room 704 Tigard, Oregon 97224 • fib .1774 ry . a� A STRUCTURAL CALCULATIONS 12.23.2010 3835 SW Kelly Avenue, Portland, Oregon 97239 ph: (503) 232-5744 fax: (503) 232-5372 www.wcfore.com • West Coast Forensics, Title: Job# Engineering and Design,LLC Dsgnr: 3835 SW Kelly Avenue Project Desc.: Portland,Oregon 97202 • 503.232.5744-phone Project Notes 503.232.5372-fax Punted:23 DEC 2010,1 38P FWood Beam Design ENERCALC,INC.1983-2009,Ver.6.0.24.3,N:70970 Lic.#: KW-06008431 License Owner:WEST COAST FORENSICS Description: 2x6 Roof Rafters @ 24"o.c.-max span 4' Material Properties Calculations per IBC 2006,CBC 20.07,2.005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-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 x.03 D003 S0.*5 III • A 2x6 A 2.6 Span=4.Oft Span=1.0 fl Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 'Uniform Load: D=0.030, S=0.050 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.030, S=0.050 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.166 1 Maximum Shear Stress Ratio = 0.119 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 223.14psi fv:Actual = 24.64 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.877ft Location of maximum on span = 3.569ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.007 in Ratio= 6437 Max Upward L+Lr+S Deflection -0.005 in Ratio= 4926 Max Downward Total Deflection 0.012 in Ratio= 4023 Max Upward Total Deflection -0.008 in Ratio= 3078 Maximum Forces&Stresses for Load Combinations __ Load Combination Max Stress Ratios Summary of Moment V alues Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=4.0 ft 1 0.072 0.051 1.000 0.05 83.68 1,170.00 0.05 9.24 180.00 Length=1.0 ft 2 0.020 0.051 1.000 -0.02 23.80 1,170.00 0.02 9.24 180.00 +D+L+H Length=4.0 ft 1 0.072 0.051 1.000 0.05 83.68 1,170.00 0.05 9.24 180.00 Length=1.0 ft 2 0.020 0.051 1.000 -0.02 23.80 1,170.00 0.02 9.24 180.00 +D+Lr+H Length=4.0 ft 1 0.072 0.051 1.000 0.05 83.68 1,170.00 0.05 9.24 180.00 Length=1.0 ft 2 0.020 0.051 1.000 -0.02 23.80 1,170.00 0.02 9.24 180.00 +D+S+H • Length=4.0 ft 1 0.166 0.119 1.150 0.14 223.14 1,345.50 0.14 24.64 207.00 Length=1.0 ft 2 0.047 0.119 1.150 -0.04 63.47 1,345.50 0.04 24.64 207.00 +D+0.750L+0.7505+H Length=4.0 ft 1 0.161 0.116 1.000 0.12 188.27 1,170.00 0.11 20.79 180.00 West Coast Forensics, Title: Job# Engineering and Design,LLC Dsgnr: 3835 SW Kelly Avenue Project Desc.: Portland,Oregon 97202 503.232.5744-phone Project Notes 503.232.5372-fax Pnnted 23 DEC 2010,138PM • Wood Beam Design ENERCALC,INC.1983-2009,Ver..6.0.24.3, N:70970 Lic.#: KW-06008431 License Owner:WEST COAST FORENSICS Description: 2x6 Roof Rafters @ 24"o.c.-max span 4' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=1.0 ft 2 0.046 0.116 1.000 -0.03 53.55 1,170.00 0.04 20.79 180.00 +D+0.750L+0.750S+0.750W+H Length=4.0 ft 1 0.161 0.116 1.000 0.12 188.27 1,170.00 0.11 20.79 180.00 Length=1.0 ft 2 0.046 0.116 1.000 -0.03 53.55 1,170.00 0.04 20.79 180.00 +D+0.750L+0.750S+0.5250E+H Length=4.0 ft 1 0.161 0.116 1.000 0.12 188.27 1,170.00 0.11 20.79 180.00 Length=1.0 ft 2 0.046 0.116 1.000 -0.03 53.55 1,170.00 0.04 20.79 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.0119 1.969 0.0000 0.000 2 0.0000 1.969 D+L+S -0.0078 1.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.150 0.250 D Only 0.056 0.094 S Only 0.094 0.156 D+L+S 0.150 0.250 • West Coast Forensics, Title: Job# ' Engineering and Design,LLC Dsgnr: 3835 SW Kelly Avenue Project Desc,: Portland,Oregon 97202 503.232.5744-phone Project Notes 503.232.5372-fax Pnnted 23 DEC 2010.1 37PM Wood Beam Design ENERCALC,INC.1983-2009,Ver:6.0.24.3, N:70970 Lic.#: KW-06008431 License Owner:WEST COAST FORENSICS Description: 4x4 Header-max span 2'-8" Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 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 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling on02.3■S,Ou5, 1 t' V V V , A 4x4 Span=2.667 ft Applied Loads Service loads entered. Load Factors wit be applied for calculations. . Load for Span Number 1 Uniform Load: D=0.030, S=0.050 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.088 1 Maximum Shear Stress Ratio = 0.057 : 1 Section used for this span 4x4 Section used for this span 4x4 fb:Actual = 119.45psi fv:Actual = 10.32 psi FB:Allowable = 1,350.00psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.334ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.003 in Ratio= 11160 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.005 in Ratio= 6975 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=2.667 ft 1 0.033 0.021 1.000 0.03 44.79 1,350.00 0.03 3.87 180.00 +D+L+H Length=2.667 ft 1 0.033 0.021 1.000 0.03 44.79 1,350.00 0.03 3.87 180.00 +D+Lr+H Length=2.667 ft 1 0.033 0.021 1.000 0.03 44.79 1,350.00 0.03 3.87 180.00 +D+S+H Length=2.667 ft 1 0.088 0.057 1.000 0.07 119.45 1,350.00 0.08 10.32 180.00 +D+0.750L+0.750S+H Length=2.667 ft 1 0.075 0.048 1.000 0.06 100.78 1,350.00 0.07 8.71 180.00 +D+0.750 L+0.7505+0.750 W+H Length=2.667 ft 1 0.075 0.048 1.000 0.06 100.78 1,350.00 0.07 8.71 180.00 • +D+0.750L+0.750S+0.5250E+H Length=2.667 ft 1 0.075 0.048 1.000 0.06 100.78 1,350.00 0.07 8.71 180.00 West Coast Forensics, Title: Job# Engineering and Design,LLC Dsgnr: 3835 SW Kelly Avenue Project Desc.: Portland,Oregon 97202 503.232.5744-phone Project Notes 503.232.5372-fax Printed:23 DEC 2010,1:37PM Wood Beam Design ENERCALC,INC.1983-2009,Ver.6.0.24.3,N:70970 Lic.#:KW-06008431 License Owner:WEST COAST FORENSICS Description: 4x4 Header-max span 2'-8" Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.0046 1.347 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 0.107 0.107 D Only 0.040 0.040 S Only 0.067 0.067 D+L+S 0.107 0.107 West Coast Forensics, Title: Job# Engineering and Design,LLC Dsgnr: 3835 SW Kelly Avenue Project Desc.: Portland,Oregon 97202 503.232.5744-phone Project Notes 503.232.5372-fax Pnnled:23 DEC 2010, 1 38P Wood Beam Design ENERCALC,INC.1983-2009,Ver.6.024.3, N:70970 Lic.#: KW-06008431 License Owner:WEST COAST FORENSICS Description: Dbl.2x4 Header-max span 2'-8" Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling .0.03 0.05 • 7\\ 2-2x4 A Span=2.667 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.030, S=0.050 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.103 1 Maximum Shear Stress Ratio = 0.067 : 1 Section used for this span 2-2x4 Section used for this span 2-2x4 fb:Actual = 139.35psi fv:Actual = 12.04 psi FB:Allowable = 1,350.00psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.334ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.003 in Ratio= 9566 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.005 in Ratio= 5979 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=2.667 ft 1 0.039 0.025 1.000 0.03 52.26 1,350.00 0.03 4.51 180.00 +D+L+H Length=2.667 ft 1 0.039 0.025 1.000 0.03 52.26 1,350.00 0.03 4.51 180.00 +D+Lr+H Length=2.667 ft 1 0.039 0.025 1.000 0.03 52.26 1,350.00 0.03 4.51 180.00 +D+S+H Length=2.667 ft 1 0.103 0.067 1.000 0.07 139.35 1,350.00 0.08 12.04 180.00 +D+0.750L+0.750S+H Length=2.667 ft 1 0.087 0.056 1.000 0.06 117.58 1,350.00 0.07 10.16 180.00 +D+0.750L+0.750S+0.750W+H Length=2.667 ft 1 0.087 0.056 1.000 0.06 117.58 1,350.00 0.07 10.16 180.00 +D+0.750L+0.750S+0.5250E+H Length=2.667 ft 1 0.087 0.056 1.000 0.06 117.58 1,350.00 0.07 10.16 180.00 West Coast Forensics, Title: Job# Engineering and Design,LLC Dsgnr: 3835 SW Kelly Avenue Project Desc.: Portland,Oregon 97202 503.232.5744-phone Project Notes 503.232.5372-fax Printed:23 DEC 2010,1:38PM Wood Beam Design ENERCALC,INC.1983-2009,Vec6.0.24.3,N:70970 Lic.#:KW-06008431 License Owner:WEST COAST FORENSICS Description: Dbl.2x4 Header-max span 2'-8" Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.0054 1.347 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.107 0.107 D Only 0.040 0.040 S Only 0.067 0.067 D+L+S 0.107 0.107 ...-4 ,. , • ., ,, c , 9000 ,- +� 'cam liJ .99 0000 1 0 n ::' •9000 9000 r f t I f 9001 9000 . 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