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Vest oast Forensics, \a c S�," N-ektk }\vc, . Engineering and Design, LLC REC: VED MA" :3 2019 GARD BUILDING DIV S ON Fire Damage Repair 12555 SW Hall Boulevard Tigard, Oregon 97223 )r® 1 i":A crpr 0�9— , `° RY C !' !EXPIRES: 12/31/ 2,4 6 Structural Calculations May 17, 2019 3835 SW Kelly Avenue, Portland, Oregon 97239 ph: 503.232.5744 fax: 503.232.5372 www.wcfore.com project WC i41 date tart-= ' 0 o (> 0__D) /off PD o i0 , , t iii 3835 SW Kelly Avenue Portland, OR 97239 ph : 503.232.5744 fax: 503.232.5372 www.wcfore.com Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:15 MAY 2019,4:13PM Wood Beam ENERCALC,INC.1983-2012,Build:6.12.11.1,Ver:6.0.27 Lic.#:KW-06003432 Licensee:WEST COAST FORENSICS Description: typical rafter CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 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 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.03) S(0.04) D(0.03) S(0.04) D(0.03) S(0.04) i i i i i i i i i i i + 2x4 2x4 2x4 Span = 2.0 ft Span = 7.0 ft Span = 2.50 ft I - Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.030, S=0.040, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.030, S=0.040, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.030, S=0.040, Tributary Width=1.0 ft DESIGN SUMMARY _ Design OK Maximum Bending Stress Ratio = 0.632 1 Maximum Shear Stress Ratio = 0.381 : 1 Section used for this span 2x4 Section used for this span 2x4 fb:Actual = 980.66 psi fv:Actual = 68.51 psi FB:Allowable = 1,552.50 psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.353ft Location of maximum on span = 6.765 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.127 in Ratio= 661 lk-- Max Upward L+Lr+S Deflection -0.080 in Ratio= 598 Max Downward Total Deflection 0.222 in Ratio= 377 --., Max Upward Total Deflection -0.140 in Ratio= 342 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 fb Ft V Iv Pv +D+H 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.151 0.148 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 235.10 1552.50 0.09 26.61 180.00 Length=7.0 ft 2 0.271 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.11 420.28 1552.50 0.10 29.36 180.00 Length=2.50 ft 3 0.237 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.09 367.35 1552.50 0.07 29.36 180.00 +D+L+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.151 0.148 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 235.10 1552.50 0.09 26.61 180.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: - using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:15 MAY2019,4:13PM Wood Beam ENERCALC,INC.1983-2012,Build:6.12.11.1,Ver:6.0.27 Lic.#: KW-06008432 Licensee:WEST COAST FORENSICS Description: typical rafter Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=7.0 ft 2 0.271 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.11 420.28 1552.50 0.10 29.36 180.00 Length=2.50 ft 3 0.237 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.09 367.35 1552.50 0.07 29.36 180.00 +D+Lr+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.151 0.148 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 235.10 1552.50 0.09 26.61 180.00 Length=7.0 ft 2 0.271 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.11 420.28 1552.50 0.10 29.36 180.00 Length=2.50 ft 3 0.237 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.09 367.35 1552.50 0.07 29.36 180.00 +D+S+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.353 0.345 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.14 548.57 1552.50 0.22 62.08 180.00 Length=7.0 ft 2 0.632 0.381 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.25 980.66 1552.50 0.24 68.51 180.00 Length=2.50 ft 3 0.552 0.381 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.22 857.14 1552.50 0.16 68.51 180.00 +D+0.750Lr+0.750L+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.151 0.148 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 235.10 1552.50 0.09 26.61 180.00 Length=7.0 ft 2 0.271 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.11 420.28 1552.50 0.10 29.36 180.00 Length=2.50 ft 3 0.237 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.09 367.35 1552.50 0.07 29.36 180.00 +D+0.750L+0.750S+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.303 0.296 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.12 470.20 1552.50 0.19 53.21 180.00 Length=7.0 ft 2 0.541 0.326 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.21 840.57 1552.50 0.21 58.72 180.00 Length=2.50 ft 3 0.473 0.326 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.19 734.69 1552.50 0.13 58.72 180.00 +D+0.60W+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.151 0.148 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 235.10 1552.50 0.09 26.61 180.00 Length=7.0 ft 2 0.271 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.11 420.28 1552.50 0.10 29.36 180.00 Length=2.50 ft 3 0.237 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.09 367.35 1552.50 0.07 29.36 180.00 +D+0.70E+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.151 0.148 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 235.10 1552.50 0.09 26.61 180.00 Length=7.0 ft 2 0.271 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.11 420.28 1552.50 0.10 29.36 180.00 Length=2.50 ft 3 0.237 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.09 367.35 1552.50 0.07 29.36 180.00 +D+0.750Lr+0.750L+0.450W+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.151 0.148 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 235.10 1552.50 0.09 26.61 180.00 Length=7.0 ft 2 0.271 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.11 420.28 1552.50 0.10 29.36 180.00 Length=2.50 ft 3 0.237 0.163 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.09 367.35 1552.50 0.07 29.36 180.00 +D+0.750L+0.750S+0.450W+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.303 0.296 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.12 470.20 1552.50 0.19 53.21 180.00 Length=7.0 ft 2 0.541 0.326 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.21 840.57 1552.50 0.21 58.72 180.00 Length=2.50 ft 3 0.473 0.326 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.19 734.69 1552.50 0.13 58.72 180.00 +D+0.750L+0.750S+0.5250E+H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.303 0.296 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.12 470.20 1552.50 0.19 53.21 180.00 Length=7.0 ft 2 0.541 0.326 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.21 840.57 1552.50 0.21 58.72 180.00 Length=2.50 ft 3 0.473 0.326 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.19 734.69 1552.50 0.13 58.72 180.00 +0.60D+0.60W+0.60H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.091 0.089 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.04 141.06 1552.50 0.06 15.96 180.00 Length=7.0 ft 2 0.162 0.098 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 252.17 1552.50 0.06 17.62 180.00 Length=2.50 ft 3 0.142 0.098 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 220.41 1552.50 0.04 17.62 180.00 +0.60D+0.70E+0.60H 1.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.091 0.089 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.04 141.06 1552.50 0.06 15.96 180.00 Length=7.0 ft 2 0.162 0.098 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 252.17 1552.50 0.06 17.62 180.00 Length=2.50 ft 3 0.142 0.098 1.00 1.50 1.00 1.15 1.00 1.00 1.00 0.06 220.41 1552.50 0.04 17.62 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.°-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 D+S -0.1403 0.000 0+5 2 0.2223 3.412 0.0000 0.000 3 0.0000 3.412 D+S -0.0961 2.500 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.374 0.431 D Only 0.160 0.185 S Only 0.214 0.246 D+S 0.374 0.431 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:15 MAY 2019,420P Wood Beam ENERCALC,INC.1983-2012,Build:6.12.11.1,Ver:6.0.27 Lic.#: KW-06008432`,, a ' ' Ja, Licensee:WEST COAST FORENSICS Description: worst case pony wall support CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.085) S(0.17) v : i ® i I 6-2x6 2 Span = 11.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0850, S=0.170, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.953 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span 6-2x6 Section used for this span 6-2x6 fb:Actual = 1,114.83psi fv:Actual = 41.19 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.750ft 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 0.337 in Ratio= 409 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.506 in Ratio= 272 Max Upward Total Deflection 0.000 in Ratio= 0 <180 _.a.,_.-. 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 F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.318 0.076 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.41 371.61 1170.00 0.45 13.73 180.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.318 0.076 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.41 371.61 1170.00 0.45 13.73 180.00 +D+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.318 0.076 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.41 371.61 1170.00 0.45 13.73 180.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.953 0.229 1.00 1.30 1.00 1.00 1.00 1.00 1.00 4.22 1,114.83 1170.00 1.36 41.19 180.00 +D+0.750Lr+0.750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.318 0.076 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.41 371.61 1170.00 0.45 13.73 180.00 +D+0.750L+0.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.794 0.191 1.00 1.30 1.00 1.00 1.00 1.00 1.00 3.51 929.03 1170.00 1.13 34.32 180.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:15 MAY2019,4:20PM Wood Beam ENERCALC,INC.1983-2012,Build:6.12.11.1,Ver:6.0.27 Lic.#:KW-06008432 • Licensee:WEST COAST FORENSICS Description: worst case pony wall support 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 F'v +D+0.60W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.318 0.076 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.41 371.61 1170.00 0.45 13.73 180.00 +D+0.70E+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.318 0.076 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.41 371.61 1170.00 0.45 13.73 180.00 +D+0.750Lr+0.750L+0.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.318 0.076 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.41 371.61 1170.00 0.45 13.73 180.00 +D+0.750L+0.750S+0.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.794 0.191 1.00 1.30 1.00 1.00 1.00 1.00 1.00 3.51 929.03 1170.00 1.13 34.32 180.00 +D+0.750L+0.7505+0.5250E+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.794 0.191 1.00 1.30 1.00 1.00 1.00 1.00 1.00 3.51 929.03 1170.00 1.13 34.32 180.00 +0.60D+0.60W+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.191 0.046 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.84 222.97 1170.00 0.27 8.24 180.00 +0.60D+0.70E+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.191 0.046 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.84 222.97 1170.00 0.27 8.24 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.5056 5.792 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.466 1.466 D Only 0.489 0.489 S Only 0.978 0.978 D+S 1.466 1.466 - kik: • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: • and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2019,11:14AM Wood Beam File:C:\Users\ADMINISTRATOR\Documents\ENERCALC Data Files\mcmoniogle.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.1,Ver:6.0.27 Lic.#:KW-06008432 .; Licensee:WEST COAST FORENSICS Description: window header up to 7' CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 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 1,600.0 ksi 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 D(0.135)S(0.18) + + * 2 4x8 Span = 7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.1350, S=0.180, Tributary Width=1.0 ft DESIGN SUMMARY Design OK _ Maximum Bending Stress Ratio = 0.645 1 Maximum Shear Stress Ratio = 0.301 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 755.10psi fv:Actual = 54.23 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.055 in Ratio= 1527 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.096 in Ratio= 872 1 Max Upward Total Deflection 0.000 in Ratio= 0<i80 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 Ft V fv Fv +D+H • 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.277 0.129 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.83 323.61 1170.00 0.39 23.24 180.00 +D+L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.277 0.129 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.83 323.61 1170.00 0.39 23.24 180.00 +D+Lr+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.277 0.129 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.83 323.61 1170.00 0.39 23.24 180.00 +D+S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.645 0.301 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.93 755.10 1170.00 0.92 54.23 180.00 +D+0.750Lr+0.750L+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.277 0.129 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.83 323.61 1170.00 0.39 23.24 180.00 +D+0.750L+0.750S+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.553 0.258 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.65 647.23 1170.00 0.79 46.48 180.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: ' and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY2019,11:14AM Wood B@1111 File:C:1Users1ADMINISTRATOR1Documents\ENERCALC Data Fileslmcmoniogle.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.1,Ver.6.0.27 Lic.#: KW-06008432 Licensee:WEST COAST FORENSICS Description: window header up to 7' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv F'v +D+0.60W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.277 0.129 1.00 1.30• 1.00 1.00 1.00 1.00 1.00 0.83 323.61 1170.00 0.39 23.24 180.00 +D+0.70E+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.277 0.129 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.83 323.61 1170.00 0.39 23.24 180.00 +D+0.750Lr+0.750L+0.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.277 0.129 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.83 323.61 1170.00 0.39 23.24 180.00 +D+0.750L+0.750S+0.450W+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.553 0.258 1.00 1.30 1.00 1.00 1.00 1.00 1.00 1.65 647.23 1170.00 0.79 46.48 180.00 +D+0.750L+0.750S+0.5250E+H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.553 0.258 1.00 1.30 1.00 1.00 1.00 1.00 1.00. 1.65 647.23 1170.00 0.79 46.48 180.00 +0.60D+0.60W+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.166 0.077 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.50 194.17 1170.00 0.24 13.95 180.00 +0.60D+0.70E+0.60H 1.30 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.166 0.077 1.00 1.30 1.00 1.00 1.00 1.00 1.00 0.50 194.17 1170.00 0.24 13.95 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.0962 3.526 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.103 1.103 D Only 0.473 0.473 S Only 0.630 0.630 D+S 1.103 1.103