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PC181286 Ledger boardWood Ledger BLUEPRINT ENGINEERING & DESIGN LLCLic. # : KW-06012386 DESCRIPTION:Ledger board to existing wall 0 0 0 0 0 0 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2018 General Information 1.50 5.50 Spruce-Pine-Fir 0.420 Wood as Main Supporting Member Width 3.50 in Wood Species Spruce-Pine-Fir 0.420G : Specific Gravity Spruce - Pine - Fir, Stud 675.0 135.0 in Cm - Wet Service Factor 1.0 Ct - Temperature Factor 1.0 Cg - Group Action Factor 1.0 C /\ - Geometry Factor 1.0 Bolt Spacing 1/2" 16.0 Design Method: ASD (using Service Load Combinations Fyb : Bolt Bending Yield 45,000 psi G : Specific Gravity Ledger Width in Wood Stress Grade :Ledger Depth in Bolt Diameter in Ledger Wood Species Fb Allow psi Fv Allow psi Load Data 20.0 40.0 25.0 60.0 Floor Live Snow Wind Seismic Earth Uniform Load... Roof LiveDead plfplfplfplf plf plfplf Point Load...lbslbs lbs lbs lbs lbs Spacing in lbs Offset in Horizontal Shear lbslbslbs lbs lbs lbslbs Wood Ledger BLUEPRINT ENGINEERING & DESIGN LLCLic. # : KW-06012386 DESCRIPTION:Ledger board to existing wall 0 0 0 0 0 0 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESIGN SUMMARY Design OK Maximum Ledger Bending Fb : Allowable Stress 675.0 psi 0.2835Stress Ratio, Wood @ Bolt Maximum Bolt Bearing Summary Load Combination . . . +D+Lr Max. Vertical Load 80.0 lbs Bolt Allow Vertical Load 282.182 lbs Max. Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 541.75 lbs Maximum Ledger Shear Angle of Resultant 90.0 deg (for specific gravity & bolt diameter) 80.0 lbs Load Combination . . . Diagonal Component+D+Lr 2,450.0 Allow Diagonal Bolt Force 282.182 lbs Dowel Bearing Strengths :1 :1 Moment 8.889 ft-lb fb : Actual Stress 6.045 psi Stress Ratio 0.008955 Ledger, Perp to Grain ksi Shear 40.0 lbs 2,450.0 ksi 4,700.0 ksi Fv : Allowable Stress 90.0 psi Load Combination . . . fv : Actual Stress 14.546 psi Ledger, Parallel to Grain 4,700.0 ksiSupporting Member, Parallel to Grain Stress Ratio 0.1616 :1 +D+Lr Supporting Member, Perp to Grain Allowable Bolt Capacity Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Note ! Governing Load Combination . . . Fem 2,450.0 Fem 4,700.0 Refer to NDS Section 11.3 for Bolt Capacity calculation method. +D+Lr Zmin : Basic Design Value = 421.382 lbs Rd =3.60 Z = Z = IIIm : Eq 11.3-4 3.20 938.53 lbs lbs Rd = IV : Eq 11.3-6 3.20 Z =655.97 lbs Z * CM * CD* Ct * Cg * Cdelta =282.182 lbs Z * CM * CD* Ct * Cg * Cdelta =541.75 lbs Fes 2,450.0 Fes 4,700.0 Resutant Load Angle : Theta =90.0 deg Fyb 45,000.0 Fyb 45,000.0 Ktheta =1.250 Fe theta =282.182 Re 1.0 Re 1.0Rt2.333 Rt 2.333 k1 0.7828 0.7828k21.179 1.095k31.843 k1 k2 k3 1.475 Im : Eq 11.3-1 Rd =5.0 Z =857.50 lbs Im : Eq 11.3-1 2,056.25 lbs Is : Eq 11.3-2 Z =367.50 lbs Rd =4.0 Z = Rd =Is : Eq 11.3-2 881.25 lbs5.0 II : Eq 11.3-3 282.182 lbs Rd = Z = IIIs : Eq 11.3-5 3.20 Z =541.75 lbs 319.653 lbs Rd =4.0 Z = Z = II : Eq 11.3-3 766.51 lbsRd =4.50 IIIm : Eq 11.3-4 Rd =4.0 IIIs : Eq 11.3-5 Rd =4.0 Z = 378.886IV : Eq 11.3-6 Rd =4.0 Z = 282.182 lbs Rd = Zmin : Basic Design Value =541.75 lbs Reference design value - Perpendicular to Grain :Reference design value - Parallel to Grain :