2621 GRAND AVE 2025-04-15 - Laserfiche WebLink

• NKH Engineering Project Title: Hammer Remodel nkhengineering.com Engineer: AKR Project ID: 20-003 Project Descr: Printed: 4 MAR 2020,11.16PU D:1NKH Engineering12020 Projects\20-003 Hammer Remodel\Calculations\Hammer Framing&Foundations.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.30 DESCRIPTION: B1 -(E)Beam over Sewing Nook CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,500.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 1,700.0 psi Eminbend-xx 690.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :Select structural Fv 180.0 psi Ft 1,000.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.084)Lr(0.14)S(0.175) D(0.048)L(0.16) 0 0 0 0 0 3.0 X 10.750 Span= 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=4.0 ft,(Floor) Uniform Load: D=0.0120, Lr=0.020, S=0.0250 ksf, Tributary Width=7.0 ft,(Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.99a 1 Maximum Shear Stress Ratio = 0.495 : 1 Section used for this span 3.0 X 10.750 Section used for this span 3.0 X 10.750 1,712.07psi = 102.48 psi 1,725.00 psi = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 6.500ft Location of maximum on span = 12.146 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.192 in Ratio= 813>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.427 in Ratio= 364>=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 t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.452 0.225 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.94 609.78 1350.00 0.78 36.50 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.874 0.436 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.32 1,311.74 1500.00 1.69 78.52 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.653 0.326 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.89 1,223.99 1875.00 1.58 73.26 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.799 0.398 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.63 1,377.55 1725.00 1.77 82.45 207.00 +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=13.0 ft 1 0.852 0.425 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.69 1,596.91 1875.00 2.06 95.59 225.00 +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=13.0 ft 1 0.993 0.495 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.24 1,712.07 1725.00 2.20 102.48 207.00 S4