Loading...
REVIEWED BLD2022-1685+Structural_Analysis_or_Calculations+12.12.2022_8.46.59_PM+3265277RECEIVED BLD2022-1685 Dec 14 2022 CITY OF EDMONDS DEVELOPMENTICES DEPARTMENTMENT SS SOUND STRUCTURAL SOLUTIONS 5 E N G I N E E R 5 Client The Little Group Stan Little 17006 37th Ave NE Lake Forest Park, WA 98155 phone 4257542930 email Igltd@hotmail.com SSS # I s2208008 Project 8219 Sierra Drive Identification REVIEWED BY CITY OF EDMONDS WAC 196-23-070 Section Engineering Calculations 1 Framing Analysis 2 Foundation Design 3 Detail Calculations 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 W7'4 SS SOUND STRUCTURAL SOLUTIONS zh E N G I N E E R S GRAVITY ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: bearing wall removal.ec6 DESCRIPTION: 1-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1.55E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.17625) Fb + 2,325.0 psi E : Modulus of Elasticity Fb - 2,325.0 psi Ebend- xx 1,550.Oksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82ksi Fc - Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Density 45.010pcf 3-1.75x18 Span = 11.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 11.750 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.136- 1 Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span 3-1.75x18 Section used for this span 3-1.75x18 fb: Actual = 343.33psi fv: Actual = 43.83 psi F'b = 2,530.30psi F'v = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.895ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio = 4402 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.051 in Ratio = 2751 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb Fb V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.065 0.059 0.90 1.00 1.00 1.00 0.946 1.00 1.00 1.00 3.04 128.7 1,980.2 1.04 16.4 279.0 +D+S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.136 0.123 1.15 1.00 1.00 1.00 0.946 1.00 1.00 1.00 8.11 343.3 2,530.3 2.76 43.8 356.5 +D+0.750S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.114 0.104 1.15 1.00 1.00 1.00 0.946 1.00 1.00 1.00 6.84 289.7 2,530.3 2.33 37.0 356.5 +0.60D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.022 0.020 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 1.82 77.2 3,520.4 0.62 9.9 496.0 +1.140D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.042 0.038 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 3.47 146.8 3,520.4 1.18 18.7 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-1 Project File: bearing wall removal.ec6 Maximum Forces & Stresses for Load Combinations Load Combination ax ress Ratios Moment Values bhear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.086 0.078 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 7.16 303.2 3,520.4 2.44 38.7 496.0 +0.460D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.750 ft 1 0.017 0.015 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 1.40 59.2 3,520.4 0.48 7.6 496.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0512 5.895 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.761 2.761 Max Upward from Load Combinations 2.761 2.761 Max Upward from Load Cases 1.726 1.726 D Only 1.035 1.035 +D+S 2.761 2.761 +D+0.750S 2.330 2.330 +0.60 D 0.621 0.621 S Only 1.726 1.726 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: bearing wall removal.ec6 DESCRIPTION: 1-2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1.55E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 19119111 Fb + Fb - Fc - Prll Fc - Perp Fv Ft 3-1.75x 18 Span = 22.0 ft 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend-xx 1,550.Oksi Eminbend - xx 787.82ksi Density 45.010pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 11.750 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.476: 1 Maximum Shear Stress Ratio = 0.230 : 1 Section used for this span 3-1.75x18 Section used for this span 3-1.75x18 fb: Actual = 1,203.58 psi fv: Actual = 82.06 psi F'b = 2,530.30psi F'v = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.963ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.394 in Ratio = 670 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.630 in Ratio = 419 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb Fb V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.228 0.110 0.90 1.00 1.00 1.00 0.946 1.00 1.00 1.00 10.66 451.3 1,980.2 1.94 30.8 279.0 +D+S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.476 0.230 1.15 1.00 1.00 1.00 0.946 1.00 1.00 1.00 28.43 1,203.6 2,530.3 5.17 82.1 356.5 +D+0.750S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.401 0.194 1.15 1.00 1.00 1.00 0.946 1.00 1.00 1.00 23.99 1,015.5 2,530.3 4.36 69.2 356.5 +0.60D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.077 0.037 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 6.40 270.8 3,520.4 1.16 18.5 496.0 +1.140D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.146 0.071 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 12.16 514.5 3,520.4 2.21 35.1 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-2 Project File: bearing wall removal.ec6 Maximum Forces & Stresses for Load Combinations Load Combination ax ress Ratios Moment Values bhear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.302 0.146 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 25.11 1,062.9 3,520.4 4.57 72.5 496.0 +0.460D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.059 0.029 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 4.90 207.6 3,520.4 0.89 14.2 496.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.6297 11.037 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.170 5.170 Max Upward from Load Combinations 5.170 5.170 Max Upward from Load Cases 3.231 3.231 D Only 1.939 1.939 +D+S 5.170 5.170 +D+0.750S 4.362 4.362 +0.60 D 1.163 1.163 S Only 3.231 3.231 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: bearing wall removal.ec6 DESCRIPTION: 1-3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,325.0 psi Ebend- xx 1,550.Oksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 10116111 MMMU Span = 17.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 11.750 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.310 1 Maximum Shear Stress Ratio = 0.186 : 1 Section used for this span 3-1.75x18 Section used for this span 3-1.75x18 fb: Actual = 783.48psi fv: Actual = 66.21 psi F'b = 2,530.30psi F'v = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.845ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.167 in Ratio = 1277 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.267 in Ratio = 798 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 17.750 ft 1 0.148 0.089 0.90 1.00 1.00 1.00 0.946 1.00 1.00 1.00 6.94 293.8 1,980.2 1.56 24.8 279.0 +D+S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.750 ft 1 0.310 0.186 1.15 1.00 1.00 1.00 0.946 1.00 1.00 1.00 18.51 783.5 2,530.3 4.17 66.2 356.5 +D+0.750S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.750 ft 1 0.261 0.157 1.15 1.00 1.00 1.00 0.946 1.00 1.00 1.00 15.62 661.1 2,530.3 3.52 55.9 356.5 +0.60D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.750 ft 1 0.050 0.030 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 4.16 176.3 3,520.4 0.94 14.9 496.0 +1.140D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.750 ft 1 0.095 0.057 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 7.91 334.9 3,520.4 1.78 28.3 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-3 Project File: bearing wall removal.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values bhear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.750 ft 1 0.197 0.118 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 16.35 691.9 3,520.4 3.68 58.5 496.0 +0.460D 1.00 1.00 1.00 0.946 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.750 ft 1 0.038 0.023 1.60 1.00 1.00 1.00 0.946 1.00 1.00 1.00 3.19 135.2 3,520.4 0.72 11.4 496.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2669 8.905 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.171 4.171 Max Upward from Load Combinations 4.171 4.171 Max Upward from Load Cases 2.607 2.607 D Only 1.564 1.564 +D+S 4.171 4.171 +D+0.750S 3.519 3.519 +0.60D 0.939 0.939 S Only 2.607 2.607 Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: S2208008.ec6 DESCRIPTION: 4x column Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.5 ft Wood Member Type Sawn (Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 in^2 Cf or Cv for Compressioi 1.150 Fb + 900.0 psi Fv 180.0 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb - 900.0 psi Ft 575.0 psi Iy 12.505 in^4 Cm :Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 31.20 pcf Incising Factors : Ct : Temperature Fact 1.0 Fc - Per p 625.0 psi for Bending 0.80 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 8. Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 22.560 Ibs * Dead Load Factor AXIAL LOADS ... 4x DROP BEAM: Axial Load at 8.50 ft, D = 0.510, L = 1.160, S = 0.490 k 4x DROP BEAM: Axial Load at 8.50 ft, D = 0.510, L = 1.160, S = 0.490 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5676 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S Top along Y-1 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections .. . At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.518 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 505.87 psi for load combination : n/a Other Factors used to calculate allowable stresses .. . PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.460D Location of max.above base 8.50 ft Applied Design Shear 0.0 psi Allowable Shear 230.40 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location DOnly 0.900 0.435 0.1750 PASS 0.0 ft 0.0 PASS 8.50 ft +D+L 1.000 0.399 0.5539 PASS 0.0 ft 0.0 PASS 8.50 ft +D+S 1.150 0.354 0.3264 PASS 0.0 ft 0.0 PASS 8.50 ft +D+0.750L+0.750S 1.150 0.354 0.5676 PASS 0.0 ft 0.0 PASS 8.50 ft +D+0.750L 1.600 0.264 0.4336 PASS 0.0 ft 0.0 PASS 8.50 ft +0.60D 1.600 0.264 0.09748 PASS 0.0 ft 0.0 PASS 8.50 ft +1.140D 1.600 0.264 0.1852 PASS 0.0 ft 0.0 PASS 8.50 ft +1.105D+0.750L+0.750S 1.600 0.264 0.5652 PASS 0.0 ft 0.0 PASS 8.50 ft +0.460D 1.600 0.264 0.07473 PASS 0.0 ft 0.0 PASS 8.50 ft Project Title: Engineer: Project ID: Project Descr: Wood Column _ I AL Project File: S2208008.ec6 DESCRIPTION: 4x column Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.043 +D+L 3.363 +D+S 2.023 +D+0.750L+0.750S 3.518 +D+0.750L 2.783 +0.60D 0.626 L Only 2.320 S Only 0.980 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+L 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft L Only 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches 0 c 3.50 in 2 +X Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: 4x DROP BEAM CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.097) L(0.291) S(0.12125) D(0.097) L(0.291) S(0.12125) 4x10 4x10 Span = 1.250 ft Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.850 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.850 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.886- 1 Maximum Shear Stress Ratio = 0.551 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 765.20psi fv: Actual = 79.36 psi Fb: Allowable = 864.00psi Fv: Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.112ft Location of maximum on span = 1.250 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.073 in Ratio = 1322> 360 Span: 2 : L Only Max Upward Transient Deflection -0.034 in Ratio = 880 >=360 Span: 1 : L Only Max Downward Total Deflection 0.109 in Ratio = 882 >=240 Span: 2: +D+0.750L+0.750S Max Upward Total Deflection -0.051 in Ratio = 586>=240 Span: 1 : +D+0.750L+0.750S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.031 0.186 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.10 23.85 777.60 0.52 24.11 129.60 Length = 8.0 ft 2 0.299 0.186 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.97 232.49 777.60 0.52 24.11 129.60 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.091 0.551 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.33 78.51 864.00 1.71 79.36 144.00 Length = 8.0 ft 2 0.886 0.551 1.00 1.200 0.80 1.00 1.00 1.00 1.00 3.18 765.20 864.00 1.71 79.36 144.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.047 0.285 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.19 46.63 993.60 1.02 47.13 165.60 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: 4x DROP BEAM Maximum Forces & Stresses for Load Combinations Load Combination Segment Length iwax Span # stress Katios M V Cd CF/y Ci Cr Cm C t CL Moment vawes M fb F'b snear V values fv F'v Length = 8.0 ft 2 0.457 0.285 1.15 1.200 0.80 1.00 1.00 1.00 1.00 1.89 454.45 993.60 1.02 47.13 165.60 +D+0.750L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.060 0.364 1.25 1.200 0.80 1.00 1.00 1.00 1.00 0.27 64.85 1080.00 1.41 65.55 180.00 Length = 8.0 ft 2 0.585 0.364 1.25 1.200 0.80 1.00 1.00 1.00 1.00 2.63 632.02 1080.00 1.41 65.55 180.00 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.082 0.500 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.34 81.93 993.60 1.79 82.81 165.60 Length = 8.0 ft 2 0.804 0.500 1.15 1.200 0.80 1.00 1.00 1.00 1.00 3.32 798.49 993.60 1.79 82.81 165.60 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.010 0.063 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.06 14.31 1382.40 0.31 14.47 230.40 Length = 8.0 ft 2 0.101 0.063 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.58 139.49 1382.40 0.31 14.47 230.40 +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.020 0.119 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.11 27.19 1382.40 0.59 27.49 230.40 Length = 8.0 ft 2 0.192 0.119 1.60 1.200 0.80 1.00 1.00 1.00 1.00 1.10 265.04 1382.40 0.59 27.49 230.40 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.061 0.370 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.35 84.43 1382.40 1.84 85.34 230.40 Length = 8.0 ft 2 0.595 0.370 1.60 1.200 0.80 1.00 1.00 1.00 1.00 3.42 822.90 1382.40 1.84 85.34 230.40 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.008 0.048 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.05 10.97 1382.40 0.24 11.09 230.40 Length = 8.0 ft 2 0.077 0.048 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.44 106.94 1382.40 0.24 11.09 230.40 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+0.750L+0.750S -0.0510 0.000 +D+0.750L+0.750S 2 0.1088 4.067 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.333 1.702 Overall MINimum 0.648 0.473 D Only 0.679 0.496 +D+L 2.235 1.631 +D+S 1.328 0.969 +D+0.750L+0.750S 2.333 1.702 +D+0.750L 1.846 1.347 +0.60D 0.407 0.297 L Only 1.556 1.136 S Only 0.648 0.473 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: Simply Supported 4x DROP BEAM CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi Load Combination ASCE 7-16 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling WO Span = 8.0 ft E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.850 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.931: 1 Maximum Shear Stress Ratio = 0.538 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 803.98psi fv: Actual = 77.47 psi Fb: Allowable = 864.00psi Fv: Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.077 in Ratio = 1248> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.115 in Ratio = 833> 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear a ues Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.314 0.182 0.90 1.200 0.80 1.00 1.00 1.00 1.00 1.02 244.27 777.60 0.51 23.54 129.60 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.931 0.538 1.00 1.200 0.80 1.00 1.00 1.00 1.00 3.34 803.98 864.00 1.67 77.47 144.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.481 0.278 1.15 1.200 0.80 1.00 1.00 1.00 1.00 1.99 477.49 993.60 0.99 46.01 165.60 +D+0.750L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.615 0.355 1.25 1.200 0.80 1.00 1.00 1.00 1.00 2.76 664.06 1080.00 1.38 63.98 180.00 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.844 0.488 1.15 1.200 0.80 1.00 1.00 1.00 1.00 3.49 838.97 993.60 1.74 80.84 165.60 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.106 0.061 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.61 146.56 1382.40 0.30 14.12 230.40 Project Title: Engineer: Project ID: Project Descr: Wood Beam A Project File: S2208008.ec6 LIC# : KW-06017385, Build:20.22.2.2 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Simply Supported 4x DROP BEAM Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.201 0.116 1.60 1.200 0.80 1.00 1.00 1.00 1.00 1.16 278.47 1382.40 0.58 26.83 230.40 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.625 0.362 1.60 1.200 0.80 1.00 1.00 1.00 1.00 3.60 864.61 1382.40 1.80 83.31 230.40 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.081 0.047 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.47 112.37 1382.40 0.23 10.83 230.40 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.1152 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.745 1.745 Overall MINimum 0.485 0.485 D Only 0.508 0.508 +D+L 1.672 1.672 +D+S 0.993 0.993 +D+0.750L+0.750S 1.745 1.745 +D+0.750L 1.381 1.381 +0.60D 0.305 0.305 L Only 1.164 1.164 S Only 0.485 0.485 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: 4x STAIR BEAM CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Fb + 900.0 psi E : Modulus of Elasticity Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0psi Density 31.210pcf D(0.165) L(0.495) 3(0.20625) D(0.165) L(0.495) S(0.20625) 4x10 Span = 1.250 ft Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, DESIGN SUMMARY 4x10 Span = 3.250 ft Service loads entered. Load Factors will be applied for calculations. Tributary Width = 8.250 ft, (ROOF DECK) Tributary Width = 8.250 ft, (ROOF DECK) Maximum Bending Stress Ratio = 0.176: 1 Maximum Shear Stress Ratio = 0.396 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 152.11 psi fv: Actual = 57.04 psi Fb: Allowable = 864.00psi Fv: Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.870ft Location of maximum on span = 1.250 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 16871 > 360 Span: 2 : L Only Max Upward Transient Deflection -0.001 in Ratio = 29046 -360 Span: 1 : L Only Max Downward Total Deflection 0.003 in Ratio = 12087> 240 Span: 2: +D+0.750L+0.750S Max Upward Total Deflection -0.001 in Ratio = 20808>=240 Span: 1 : +D+0.750L+0.750S Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Span # Stress Ratios M V Cd CF/V Ci Cr Cm C t CL Moment Values M fb F'b Shear V Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.040 0.110 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.13 30.99 777.60 0.31 14.26 129.60 Length = 3.250 ft 2 0.049 0.110 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.16 38.03 777.60 0.31 14.26 129.60 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.143 0.396 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.52 123.97 864.00 1.23 57.04 144.00 Length = 3.250 ft 2 0.176 0.396 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.63 152.11 864.00 1.23 57.04 144.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.070 0.194 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.29 69.73 993.60 0.69 32.09 165.60 Length = 3.250 ft 2 0.086 0.194 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.36 85.56 993.60 0.69 32.09 165.60 +D+0.750L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: 4x STAIR BEAM Maximum Forces & Stresses for Load Combinations Load Combination iwax stress Katios Moment vawes snear values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 1.250 ft 1 0.093 0.257 1.25 1.200 0.80 1.00 1.00 1.00 1.00 0.42 100.73 1080.00 1.00 46.35 180.00 Length = 3.250 ft 2 0.114 0.257 1.25 1.200 0.80 1.00 1.00 1.00 1.00 0.51 123.59 1080.00 1.00 46.35 180.00 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.131 0.361 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.54 129.78 993.60 1.29 59.72 165.60 Length = 3.250 ft 2 0.160 0.361 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.66 159.24 993.60 1.29 59.72 165.60 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.013 0.037 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.08 18.60 1382.40 0.18 8.56 230.40 Length = 3.250 ft 2 0.017 0.037 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.09 22.82 1382.40 0.18 8.56 230.40 +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.026 0.071 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.15 35.33 1382.40 0.35 16.26 230.40 Length = 3.250 ft 2 0.031 0.071 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.18 43.35 1382.40 0.35 16.26 230.40 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.096 0.266 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.55 133.03 1382.40 1.32 61.21 230.40 Length = 3.250 ft 2 0.118 0.266 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.68 163.23 1382.40 1.32 61.21 230.40 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.250 ft 1 0.010 0.028 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.06 14.26 1382.40 0.14 6.56 230.40 Length = 3.250 ft 2 0.013 0.028 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.07 17.49 1382.40 0.14 6.56 230.40 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.0000 0.000 +D+0.750L+0.750S-0.0014 0.000 2 0.0032 1.743 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.153 0.957 Overall MINimum 0.643 0.286 D Only 0.514 0.228 +D+L 2.056 0.914 +D+S 1.157 0.514 +D+0.750L+0.750S 2.153 0.957 +D+0.750L 1.671 0.743 +0.60D 0.308 0.137 L Only 1.542 0.685 S Only 0.643 0.286 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: DECK JOISTS - A CALC CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Hem -Fir Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Fb + 850.0 psi E : Modulus of Elasticity Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Fc - Perp 405.0 psi Fv 150.0 psi Ft 525.0psi Density 26.840pcf D(0.0266) L(0.0798) S(0.03325) D(0.0266) L(0.0798) S(0.03325) 2x8 Span = 7.0 ft Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, DESIGN SUMMARY 2x8 Span = 1.250 ft Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.330 ft, (DECK) Tributary Width = 1.330 ft, (DECK) Maximum Bending Stress Ratio = 0.684: 1 Maximum Shear Stress Ratio = 0.442 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 557.77psi fv: Actual = 53.00 psi Fb: Allowable = 816.00psi Fv: Allowable = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.402ft Location of maximum on span = 7.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio = 1229> 360 Span: 1 : L Only Max Upward Transient Deflection -0.036 in Ratio = 836 > 360 Span: 2 : L Only Max Downward Total Deflection 0.095 in Ratio = 881 > 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection -0.050 in Ratio = 600> 240 Span: 2: +D+0.750L+0.750S Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Span # Stress Ratios M V Cd CF/V Ci Cr Cm C t CL Moment Values M fb F'b Shear V Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.190 0.123 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.15 139.44 734.40 0.10 13.25 108.00 Length = 1.250 ft 2 0.026 0.123 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.02 18.98 734.40 0.03 13.25 108.00 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.684 0.442 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.61 557.77 816.00 0.38 53.00 120.00 Length = 1.250 ft 2 0.093 0.442 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.08 75.91 816.00 0.13 53.00 120.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.334 0.216 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.34 313.75 938.40 0.22 29.81 138.00 Length = 1.250 ft 2 0.046 0.216 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.05 42.70 938.40 0.07 29.81 138.00 +D+0.750L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: DECK JOISTS - A CALC Maximum Forces & Stresses for Load Combinations Load Combination iwax stress Katios Moment vawes snear values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 7.0 ft 1 0.444 0.287 1.25 1.200 0.80 1.00 1.00 1.00 1.00 0.50 453.19 1020.00 0.31 43.07 150.00 Length = 1.250 ft 2 0.060 0.287 1.25 1.200 0.80 1.00 1.00 1.00 1.00 0.07 61.68 1020.00 0.11 43.07 150.00 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.622 0.402 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.64 583.92 938.40 0.40 55.49 138.00 Length = 1.250 ft 2 0.085 0.402 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.09 79.47 938.40 0.14 55.49 138.00 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.064 0.041 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.09 83.67 1305.60 0.06 7.95 192.00 Length = 1.250 ft 2 0.009 0.041 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.01 11.39 1305.60 0.02 7.95 192.00 +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.122 0.079 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.17 158.97 1305.60 0.11 15.11 192.00 Length = 1.250 ft 2 0.017 0.079 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.02 21.63 1305.60 0.04 15.11 192.00 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.458 0.296 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.66 598.56 1305.60 0.41 56.88 192.00 Length = 1.250 ft 2 0.062 0.296 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.09 81.46 1305.60 0.14 56.88 192.00 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.049 0.032 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.07 64.14 1305.60 0.04 6.10 192.00 Length = 1.250 ft 2 0.007 0.032 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.01 8.73 1305.60 0.02 6.10 192.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.0953 2 0.0000 3.480 0.0000 0.000 3.480 +D+0.750L+0.750S-0.0500 1.250 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.377 0.542 Overall MINimum 0.113 0.162 D Only 0.090 0.129 +D+L 0.361 0.517 +D+S 0.203 0.291 +D+0.750L+0.750S 0.377 0.542 +D+0.750L 0.293 0.420 +0.60D 0.054 0.078 L Only 0.270 0.388 S Only 0.113 0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: DECK JOISTS B-CALC CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Hem -Fir Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + 850.0 psi E : Modulus of Elasticity Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Fc - Perp 405.0 psi Fv 150.0 psi Ft 525.0psi Density 26.840pcf D(0.0266) L(0.0798) S(0.03325) D(0.0266) 2x8 2x8 Span = 7.0 ft Span = 1.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 1.330 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.020 ksf, Tributary Width = 1.330 ft, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.71a 1 Section used for this span 2x8 fb: Actual = 585.68psi Fb: Allowable = 816.00psi Load Combination +D+L Location of maximum on span = 3.480ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio = Max Upward Transient Deflection -0.042 in Ratio = Max Downward Total Deflection 0.101 in Ratio = Max Upward Total Deflection -0.056 in Ratio = Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio = 0.431 : 1 Section used for this span 2x8 fv: Actual = 51.77 psi Fv: Allowable = 120.00 psi Load Combination +D+L Location of maximum on span = 7.000ft Span # where maximum occurs = Span # 1 1136> 360 Span: 1 : L Only 716> 360 Span: 2 : L Only 829> 240 Span: 1 : +D+0.750L+0.750S 530 > 240 Span: 2: +D+0.750L+0.750S Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.190 0.123 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.15 139.44 734.40 0.10 13.25 108.00 Length = 1.250 ft 2 0.026 0.123 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.02 18.98 734.40 0.03 13.25 108.00 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.718 0.431 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.64 585.68 816.00 0.38 51.77 120.00 Length = 1.250 ft 2 0.023 0.431 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.02 18.98 816.00 0.03 51.77 120.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.347 0.212 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.36 325.34 938.40 0.21 29.30 138.00 Length = 1.250 ft 2 0.020 0.212 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.02 18.98 938.40 0.03 29.30 138.00 +D+0.750L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: S2208008.ec6 DESCRIPTION: DECK JOISTS B-CALC Maximum Forces & Stresses for Load Combinations Load Combination iwax stress Katios Moment vawes snear values Segment Length Span # M V Cd CF/y Ci Cr Cm C t CL M fb F'b V fv F'v Length = 7.0 ft 1 0.465 0.281 1.25 1.200 0.80 1.00 1.00 1.00 1.00 0.52 474.09 1020.00 0.31 42.14 150.00 Length = 1.250 ft 2 0.019 0.281 1.25 1.200 0.80 1.00 1.00 1.00 1.00 0.02 18.98 1020.00 0.03 42.14 150.00 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.654 0.393 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.67 613.57 938.40 0.39 54.18 138.00 Length = 1.250 ft 2 0.020 0.393 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.02 18.98 938.40 0.03 54.18 138.00 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.064 0.041 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.09 83.67 1305.60 0.06 7.95 192.00 Length = 1.250 ft 2 0.009 0.041 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.01 11.39 1305.60 0.02 7.95 192.00 +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.122 0.079 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.17 158.97 1305.60 0.11 15.11 192.00 Length = 1.250 ft 2 0.017 0.079 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.02 21.63 1305.60 0.04 15.11 192.00 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.481 0.289 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.69 628.20 1305.60 0.40 55.57 192.00 Length = 1.250 ft 2 0.016 0.289 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.02 20.97 1305.60 0.04 55.57 192.00 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.049 0.032 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.07 64.14 1305.60 0.04 6.10 192.00 Length = 1.250 ft 2 0.007 0.032 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.01 8.73 1305.60 0.02 6.10 192.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.1013 2 0.0000 3.520 0.0000 0.000 3.520 +D+0.750L+0.750S-0.0564 1.250 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.387 0.426 Overall MINimum 0.116 0.116 D Only 0.090 0.129 +D+L 0.369 0.409 +D+S 0.207 0.246 +D+0.750L+0.750S 0.387 0.426 +D+0.750L 0.300 0.339 +0.60D 0.054 0.078 L Only 0.279 0.279 S Only 0.116 0.116 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S FOUNDATION ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf -F COWW FTG FOXING, TYPICAL N T,S FrGA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTING SIZE REINFORCEMENT ID WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F1.3m 1'-4" DIAMETER See DF None None F20 2'-0" DIAMETER See DF None None F2.5 2'-6" 2'-6" 10" (3) #4's (3) #4's Total Load 12,499 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DETAIL ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 EDL - EXTERIOR DECK LEDGER Ledger fastener type and spacing calculation Deck Joist Span, L 7 Fastener Spacing, x 8 Fasteners per Location 1 Fastener Type SDS25412 Ledger Section 2x10 Ledger Species & Grade DF-No.2 (2"-4") Preassure Treated? Yes Fastener Stress 98% Ledger Bending Stress 4% Ledger Shear Stress 6% Ft in Uniform Load, w = 367.5 plf Total shear on ledger, V = 245 lb Moment on ledger = 16.33 ft-lb Fastener Allowable Shear = 250 lb Shear Per Fastener = 245.00 lb Member Fb = 720 psi Fv = 144 psi Area = 13.875 in fb = 26.49 psi fv = 9.16 psi LEDGER ELEV. 5� 1" MIK 2" dK EDL EXTERIGR DECK LEDGER N.T.S. Design Loads: Dead Live Snow Misc 20.0 60.0 25.0