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REVIEWED BLD-BLD2021-1031+Calculations+7.21.2021_5.14.16_PM+2314643
L2 ENGINEERS 17848 NE 198th Place Woodinville, WA 98072 Structural Calculations 23709 78t' Ave W Edmonds, WA 98026 Cheryl Hutmacher Project # 21-060 July 20, 2021 Los WA30 �EGISTY, k�4 7/20/2021 Iz Structural Calculations L2 ENGINEERS 17848 NE 198th Place Woodinville, WA 98072 Table of Contents • Loads and Design Criteria Gravity Analysis • Lateral Analysis Iz Structural Calculations L2 ENGINEERS 17848 NE 198th Place Woodinville, WA 98072 Loads and Design Criteria Iz Structural Calculations Roof Dead Load Composition Shingles & Felt Underlay 5/8" Plywood Roof Rafters Insulation R49 Batt Insulation - Assume 16" Miscellaneous Weight (psf) 3.30 1.70 5.00 1.00 0.62 1.5 13.12 15 psf Floor Assembly Weight Weight (psf) Hardwood 4.00 23/32" Plywood 2.40 Floor Joists 5.50 Insulation 1.00 Miscellaneous 1.6 Interior Light -Framed Partitions 0 14.50 15 psf Exterior Wall Assembly Weight (psf) 5/8" DensGlass 2.50 15/32 Plywood 1.70 2x6 Studs @ 16" OC 1.70 Batt Insulation 0.25 5/8" gypsum board 2.75 8.90 Interior Wall Assembly Weight (psf) 5/8" Gypsum Wall Board 2.75 2x4 Studs @ 16" OC 1.70 5/8" Gypsum Wall Board 2.75 7.20 L2 ENGINEERS 17848 NE 198th Place Woodinville, WA 98072 Gravity Analysis Iz Structural Calculations c/) ;u m0 uoO Om m0 �m 0 mi-n p;u O m cl)o D Z 17 O , wi 41 L r l . GQ'� 5 Z . 0 54' x G{ . yti5 0 S Lo7>) ROOF PLAN DECK PLAN h _ r P.T. 2x10 ® 2'-0" DC 0.. 03a Lr- IS4 R3. x R4. r bl, orPT 2xt0 s Lr t .'ISO S 3. 4 $9 10'-10" x Ij�-- (E) RESIDENCE I I I x D.3tis� .0 1, S I�ab1 0 1 O N .U-1455 / P.T. 2XIO LEDGER W/ 5 5 1/4"0 X 5` SDS SCREWS INTO RIM ® 4' O.C_, STAGGERED 6 rDtiCl.c- OL TRrx 0E4kIN(j L-tlue1b"oc. ULUK FLAN DECK PLAN nj `_ I r (£) SOG BELOW (E) RESIDENCE PREFAB SPIRAL STAIRCASE NIC 0 S 3,4�r3 � 1,1'73 p t$ L A9 L , d 5 3, 55" s .41 kd rtw-ld NO-4 "117?a0 7A3HIdWt L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 IRTWMATZINIOMPT-11 DESCRIPTION: B1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.01596) L(0.0798) S(0.03325) D(0.01596) L(0.0798) S(0.03325) 2x 10 Span = 11.50 ft 2x 10 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.060, S = 0.0250 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.060, S = 0.0250 ksf, Tributary Width =1.330 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.9121 Maximum Shear Stress Ratio 2x10 Section used for this span 666.47psi fv: Actual 731.171)si Fv: Allowable +D+L+H Load Combination 11.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.161 in Ratio = 858 >=360 -0.017 in Ratio = 4358 >=360 0.203 in Ratio = 680 >=240 -0.021 in Ratio = 3452 >=240 = 0.544 : 1 2x10 = 63.38 psi = 116.40 psi +D+L+H = 10.793 ft = Span # 1 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.2029 5.204 0.0000 0.000 2 0.0000 5.204 +D+0.750L+0.750S+0.5250E+H -0.0209 1.978 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.471 1.199 0.094 Overall MINimum 0.155 0.396 0.031 +D+H 0.075 0.190 0.015 +D+L+H 0.447 1.139 0.089 +D+Lr+H 0.075 0.190 0.015 +D+S+H 0.230 0.585 0.046 +D+0.750Lr+0.750L+H 0.354 0.902 0.071 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: 131 Vertical Reactions Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S+H 0.471 1.199 0.094 +D+0.60W+H 0.075 0.190 0.015 +D+0.70E+H 0.075 0.190 0.015 +D+0.750Lr+0.750L+0.450W+H 0.354 0.902 0.071 +D+0.750L+0.750S+0.450W+H 0.471 1.199 0.094 +D+0.750L+0.750S+0.5250E+H 0.471 1.199 0.094 +0.60D+0.60W+0.60H 0.045 0.114 0.009 +0.60D+0.70E+0.60H 0.045 0.114 0.009 D Only 0.075 0.190 0.015 L Only 0.373 0.949 0.074 S Only 0.155 0.396 0.031 H Only L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 DESCRIPTION: B2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Wood Grade : No.2 Fc - Perp 405.0 psi Fv 150.0 psi Beam Bracing Beam bracing is defined as a Ft 525.0 psi set spacing over all spans Density 26.840 pcf Unbraced Lengths First Brace starts at 1.330 ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft D(0.042) L(0.21) S(0.0875) 6x 10 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.060, S = 0.0250 ksf, Tributary Width = 3.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8141 Maximum Shear Stress Ratio = 0.286 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 552.86psi fv: Actual = 34.27 psi Fb: Allowable = 679.57psi Fv: Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 10.237 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.143 in Ratio = 920 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.181 in Ratio = 729>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1810 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.458 1.458 Overall MINimum 0.481 0.481 +D+H 0.231 0.231 +D+L+H 1.386 1.386 +D+Lr+H 0.231 0.231 +D+S+H 0.712 0.712 +D+0.750Lr+0.750L+H 1.097 1.097 +D+0.750L+0.750S+H 1.458 1.458 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: 132 Vertical Reactions Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 0.231 0.231 +D+0.70E+H 0.231 0.231 +D+0.750Lr+0.750L+0.450W+H 1.097 1.097 +D+0.750L+0.750S+0.450W+H 1.458 1.458 +D+0.750L+0.750S+0.5250E+H 1.458 1.458 +0.60D+0.60W+0.60H 0.139 0.139 +0.60D+0.70E+0.60H 0.139 0.139 D Only 0.231 0.231 L Only 1.155 1.155 S Only 0.481 0.481 H Only 12 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Column File: Hutmacher.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 0.0 DESCRIPTION: P2 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 End Fixities Top & Bottom Pinned Overall Column Height 21 ft ( Used for non -slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb + 850.0 psi Fv 150.0 psi Fb - 850.0 psi Ft 525.0 psi Fc - Prll 1,300.0 psi Density 26.840 pcf Fc - Perp 405.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,300.0 1,300.0 Minimum 470.0 470.0 Wood Section Name 6x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 inA2 Cf or Cv for Compression 1.0 Ix 76.255 inA4 Cf or Cv for Tension 1.0 ly 76.255 inA4 Cm : Wet Use Factor 1.0 Incising Factors : Ct : Temperature Factor 1.0 for Bending 0.80 Cfu : Flat Use Factor 1.0 Axial for Elastic Modulus 0.95 Kf : Built-up columns 1,0 NDS 15.3.2 1,300.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 118.404 Ibs * Dead Load Factor AXIAL LOADS ... Deck: Axial Load at 13.0 ft, D = 0.20, L = 1.0, S = 0.420 k Axial Load at 21.0 ft, D = 1.10, Lr = 2.80, S = 3.440 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2669 : 1 Load Combination +D+S+H Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are ... Applied Axial 5.278 k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc: Allowable 653.86 psi PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination +0.60D+0.70E+H Location of max.above base 21.0 ft Applied Design Shear 0.0 psi Allowable Shear 192.0 psi Maximum SERVICE Lateral Load Reactions. . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along XA 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension PML2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Column File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 KW-06011909 L2 Engineers DESCRIPTION: P2 Sketches .r- 0 LO 5.50 in Load 2 +X �. , 7.Wk L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 DESCRIPTION: B3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 1.330 ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft D(0.105756) L(0.52878) S(0.220325) 5.5x9.5 Span = 11.0 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 = 0.060, S = 0.0250 ksf, Tributary Width = 8.813 ft Maximum Bending Stress Ratio = 0.739 1 Maximum Shear Stress Ratio = 0.379 : 1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb: Actual = 1,416.96psi fv: Actual = 87.84 psi Fb: Allowable = 1,917.97psi Fv: Allowable = 231.88 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 10.237 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.313 in Ratio = 421 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.402 in Ratio = 328>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4019 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H Support 1 Support 2 3.734 3.734 1.212 1.212 0.644 0.644 3.552 3.552 0.644 0.644 1.856 1.856 2.825 2.825 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: 133 Vertical Reactions Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 3.734 3.734 +D+0.60W+H 0.644 0.644 +D+0.70E+H 0.644 0.644 +D+0.750Lr+0.750L+0.450W+H 2.825 2.825 +D+0.750L+0.750S+0.450W+H 3.734 3.734 +D+0.750L+0.750S+0.5250E+H 3.734 3.734 +0.60D+0.60W+0.60H 0.386 0.386 +0.60D+0.70E+0.60H 0.386 0.386 D Only 0.644 0.644 L Only 2.908 2.908 S Only 1.212 1.212 H Only Engineers, LLC Design & Planning PML2 17848 NE 198th Place Woodinville, WA 98072 Wood Column File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 IRTWIMATZ1141hi• DESCRIPTION: P3 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 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth P 5.50 In Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb + 850.0 psi Fv 150.0 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb - 850.0 psi Ft 525.0 psi ly 76.255 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,300.0 psi Density 26.840 pcf Incising Factors : Ct : Temperature Factor 1.0 Fc - Perp 405.0 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 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis =10 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 56.383 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.6340, L = 2.863, S = 1.193 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1887 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-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 3.732 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 653.86 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bendino Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 192.0 psi PML2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Column File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 KW-06011909 L2 Engineers DESCRIPTION: P3 Sketches .r- 0 LO 5.50 in Load 1 +X 4.690k 4.690k L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 DESCRIPTION: R1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase Unbraced Lengths First Brace starts at 4.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 4.0 ft D(0.01) Lr(0.04) S(0.05) D{0.0075) Lr(0.03) S{0.0375) 2xl 2 Span = 17.330 ft 2xl 2 Span =4.10ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0050, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft Load for Span Number 2 Uniform Load : D = 0.0050, Lr = 0.020, S = 0.0250 ksf, Tributary Width =1.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.9541 Maximum Shear Stress Ratio 2x12 Section used for this span 697.69psi fv: Actual 731.54psi Fv: Allowable +D+S+H Load Combination 0.000ft Location of maximum on span Span # 2 Span # where maximum occurs 0.269 in Ratio = 773 >=360 -0.013 in Ratio = 3651 >=360 0.323 in Ratio = 644 >=240 -0.016 in Ratio = 3043 >=240 = 0.381 : 1 2x12 = 51.00 psi = 133.86 psi +D+S+H = 16.459 ft = Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.3228 7.745 0.0000 0.000 2 0.0000 7.745 +D+S+H-0.0162 1.718 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.414 1.167 -0.356 Overall MINimum 0.345 0.972 -0.059 +D+H 0.069 0.194 -0.059 +D+L+H 0.069 0.194 -0.059 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: R1 Vertical Reactions Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+Lr+H 0.345 0.972 -0.297 +D+S+H 0.414 1.167 -0.356 +D+0.750Lr+0.750L+H 0.276 0.778 -0.238 +D+0.750L+0.750S+H 0.328 0.924 -0.282 +D+0.60W+H 0.069 0.194 -0.059 +D+0.70E+H 0.069 0.194 -0.059 +D+0.750Lr+0.750L+0.450W+H 0.276 0.778 -0.238 +D+0.750L+0.750S+0.450W+H 0.328 0.924 -0.282 +D+0.750L+0.750S+0.5250E+H 0.328 0.924 -0.282 +0.60D+0.60W+0.60H 0.041 0.117 -0.036 +0.60D+0.70E+0.60H 0.041 0.117 -0.036 D Only 0.069 0.194 -0.059 Lr Only 0.276 0.778 -0.238 S Only 0.345 0.972 -0.297 H Only L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: R2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft D(0.07) Lr(02) S(025) D(0.07) Lr(02) S(025) 5.5x7.5 Span = 11.0 ft 5.5x7.5 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0070, Lr = 0.020, S = 0.0250 ksf, Tributary Width =10.0 ft Load for Span Number 2 Uniform Load : D = 0.0070, Lr = 0.020, S = 0.0250 ksf, Tributary Width =10.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5451 Maximum Shear Stress Ratio = 0.246 : 1 Section used for this span 5.5x7.5 Section used for this span 5.5x7.5 fb: Actual = 1,157.87psi fv: Actual = 74.88 psi Fb: Allowable = 2,126.22 psi Fv: Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 11.000ft Location of maximum on span = 11.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio = 1260>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.138 in Ratio = 957>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S+H 1 0.1378 4.670 0.0000 0.000 +D+S+H 2 O.1363 6.391 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 1.357 4.523 1.357 Overall MINimum 1.031 3.437 1.031 +D+H 0.326 1.085 0.326 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: R2 Vertical Reactions Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+H 0.326 1.085 0.326 +D+Lr+H 1.151 3.835 1.151 +D+S+H 1.357 4.523 1.357 +D+0.750Lr+0.750L+H 0.944 3.148 0.944 +D+0.750L+0.750S+H 1.099 3.664 1.099 +D+0.60W+H 0.326 1.085 0.326 +D+0.70E+H 0.326 1.085 0.326 +D+0.750Lr+0.750L+0.450W+H 0.944 3.148 0.944 +D+0.750L+0.750S+0.450W+H 1.099 3.664 1.099 +D+0.750L+0.750S+0.5250E+H 1.099 3.664 1.099 +0.60D+0.60W+0.60H 0.195 0.651 0.195 +0.60D+0.70E+0.60H 0.195 0.651 0.195 D Only 0.326 1.085 0.326 Lr Only 0.825 2.750 0.825 S Only 1.031 3.437 1.031 H Only L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 DESCRIPTION: R3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced D(0.014) Lr(0.04) S(0.05) D(®.(qtj�L1RbV4j11�W(1.354) 3.5x7.5 Span = 15.250 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0070, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft Load for Span Number 2 Uniform Load : D = 0.0070, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft Point Load : D = 0.4318, Lr=1.083, S = 1.354 k @ 2.0 ft 3.5x7.5 Span =2.60ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6741 Maximum Shear Stress Ratio = 0.361 : 1 Section used for this span 3.5x7.5 Section used for this span 3.5x7.5 fb: Actual = 1,392.33psi fv: Actual = 109.91 psi Fb: Allowable = 2,065.89psi Fv: Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 15.250ft Location of maximum on span = 15.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.200 in Ratio = 312>=240 Max Upward Transient Deflection -0.094 in Ratio = 1937>=240 Max Downward Total Deflection 0.253 in Ratio = 246>=180 Max Upward Total Deflection -0.111 in Ratio = 1651 >=180 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.0121 4.260 +D+S+H-0.1108 11.757 +D+S+H 2 O.2531 2.600 0.0000 11.757 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.282 2.748 Overall MINimum 0.193 2.054 +D+H 0.089 0.694 +D+L+H 0.089 0.694 +D+Lr+H 0.243 2.337 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: R3 Vertical Reactions Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S+H 0.282 2.748 +D+0.750Lr+0.750L+H 0.205 1.926 +D+0.750L+0.750S+H 0.234 2.235 +D+0.60W+H 0.089 0.694 +D+0.70E+H 0.089 0.694 +D+0.750Lr+0.750L+0.450W+H 0.205 1.926 +D+0.750L+0.750S+0.450W+H 0.234 2.235 +D+0.750L+0.750S+0.5250E+H 0.234 2.235 +0.60D+0.60W+0.60H 0.053 0.416 +0.60D+0.70E+0.60H 0.053 0.416 D Only 0.089 0.694 Lr Only 0.154 1.643 S Only 0.193 2.054 H Only L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 IRTWMATZINIOMPT-11 DESCRIPTION: R4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, Lr = 0.020, S = 0.0250 ksf, Tributary Width =19.0 ft Uniform Load : D = 0.0070, S = 0.0250 ksf, Tributary Width = 8.790 ft Maximum Bending Stress Ratio = 0.947' 1 Maximum Shear Stress Ratio = 0.640 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,203.81 psi fv: Actual = 110.42 psi Fb: Allowable = 1,270.75psi Fv: Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft 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 0.068 In Ratio = 882 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.096 in Ratio = 622>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S+H 1 0.0964 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H Support Support 2.461 2.461 1.737 1.737 0.724 0.724 0.724 0.724 1.674 1.674 2.461 2.461 1.436 1.436 2.026 2.026 0.724 0.724 0.724 0.724 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: R4 Vertical Reactions Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.436 1.436 +D+0.750L+0.750S+0.450W+H 2.026 2.026 +D+0.750L+0.750S+0.5250E+H 2.026 2.026 +0.60D+0.60W+0.60H 0.434 0.434 +0.60D+0.70E+0.60H 0.434 0.434 D Only 0.724 0.724 Lr Only 0.950 0.950 S Only 1.737 1.737 H Only L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 DESCRIPTION: B5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 4x8 Span = 5.0 ft Applied Loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.10 ft Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 5.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5091 Section used for this span 4x8 fb: Actual = 561.98psi Fb: Allowable = 1,105.00psi Load Combination +D+L+H Location of maximum on span = 2.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.344 : 1 Section used for this span 4x8 fv: Actual = 51.55 psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward Transient Deflection 0.028 In Ratio = 2158 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.049 in Ratio = 1234>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0486 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.359 0.359 +D+H 0.439 0.439 +D+L+H 1.149 1.149 +D+Lr+H 0.439 0.439 +D+S+H 0.798 0.798 +D+0.750Lr+0.750L+H 0.971 0.971 +D+0.750L+0.750S+H 1.241 1.241 +D+0.60W+H 0.439 0.439 +D+0.70E+H 0.439 0.439 L2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Beam DESCRIPTION: 135 Vertical Reactions Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.971 0.971 +D+0.750L+0.750S+0.450W+H 1.241 1.241 +D+0.750L+0.750S+0.5250E+H 1.241 1.241 +0.60D+0.60W+0.60H 0.263 0.263 +0.60D+0.70E+0.60H 0.263 0.263 D Only 0.439 0.439 L Only 0.710 0.710 S Only 0.359 0.359 H Only Engineers, LLC Design & Planning PML2 17848 NE 198th Place Woodinville, WA 98072 Wood Column File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 IRTWIMATZ1141hi• DESCRIPTION: P4 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 2x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth P 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 5.250 in^2 Cf or Cv for Compression 1.150 Fb + 850.0 psi Fv 150.0 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50 Fb - 850.0 psi Ft 525.0 psi ly 0.9844 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,300.0 psi Density 26.840 pcf Incising Factors : Ct : Temperature Factor 1.0 Fc - Perp 405.0 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 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 3 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 3 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 9.785 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.720, Lr = 0.950, S = 1.737 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8040 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-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 2.467 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 584.38 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bendino Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 192.0 psi PML2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 Wood Column File: Hutmacher.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 KW-06011909 L2 Engineers DESCRIPTION: P4 Sketches Load 1 c 0 ri L J 1.50 in +X 3407k 3A07k PML2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 General FootingFile: H;Bu�ild:12.20.8.117 her.ec6 Software copyright ENERCALC, INC.1983-2020, R.s I• DESCRIPTION: F1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wit for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Soil Design Values = 3.0 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 = 0.90 = 0.750 Increases based on footing Depth Footing base depth below soil surface = 1.50 ft Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0 :1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes ksf when max. length or width is greater than = ft No Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = li = li = V-x V-z Z X 4.0 -------------------------------------------- # 4 4 # 4 4-#4 Bars n/a n/a X-X Section Looking to.Z Zz n/a D Lr L S W E H 0.690 2.863 1.193 k ksf k k PML2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 General Footin rim. nuundaiai.ew ' g Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.17 DESCRIPTION: F1 DESIGN SUMMARY 0 - • 1101 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7553 Soil Bearing 1.133 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05844 Z Flexure (+X) 0.9055 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.05844 Z Flexure (-X) 0.9055 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.05844 X Flexure (+Z) 0.9055 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.05844 X Flexure (-Z) 0.9055 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.04898 1-way Shear (+X) 4.024 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.04898 1-way Shear (-X) 4.024 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.04898 1-way Shear (+Z) 4.024 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.04898 1-way Shear (-Z) 4.024 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1119 2-way Punching 18.394 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H PML2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 File: Hutmacher.ec6 General Footing Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 DESCRIPTION: F2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Soil Design Values = 3.0 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 = 0.90 = 0.750 Increases based on footing Depth Footing base depth below soil surface = 1.50 ft Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0 :1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes ksf when max. length or width is greater than = ft No Width parallel to X-X Axis = 2.750 ft Length parallel to Z-Z Axis = 2.750 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x V-z z 4.0 # 5 4.0 # 5 n/a X-X Section —mg u �r•M n/a n/a D Lr L S W E H 2.40 2.750 1.0 3.850 k ksf k-ft k-ft k k PML2 Engineers, LLC Design & Planning 17848 NE 198th Place Woodinville, WA 98072 General Footin rim. nuundaiai.ew ' g Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.17 DESCRIPTION: F2 DESIGN SUMMARY 0 - • 1101 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6840 Soil Bearing 1.026 ksf 1.50 ksf +D+S+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08501 Z Flexure (+X) 1.476 k-ft/ft 17.365 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.08501 Z Flexure (-X) 1.476 k-ft/ft 17.365 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.08501 X Flexure (+Z) 1.476 k-ft/ft 17.365 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.08501 X Flexure (-Z) 1.476 k-ft/ft 17.365 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1113 1-way Shear (+X) 9.145 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1113 1-way Shear (-X) 9.145 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1113 1-way Shear (+Z) 9.145 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1113 1-way Shear (-Z) 9.145 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1966 2-way Punching 32.299 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H 2/7/2020 Strong -Drive® SIDS HEAVY-DUTY CONNECTOR Screw I Simpson Strong -Tie 2x 31/2 (2) 2x3 5 2" nominal sawn lumber 13 10 8 6 5 5 4 40 psf Live 10 psf Dead 2x 31/2 1" min. oriented strand board OSB rim board ( ) 12 9 7 6 5 4 4 2x 31/2 11/B min. oriented strand board (OSB) rim board 15 11 9 7 6lio or 11/4" min. structural composite lumber2x 31/2(2) 2x3 5 2" nominal sawn lumber 9 7 5 4 60 psf Live10 psf Dead 2x 31/2 1" min. oriented strand board (OSB) rim board 8 6 5 42x 31/2 11/8" min. oriented strand board (OSB) rim board 10 8 6 5 4 or 11/4" min. structural composite lumber 1. Solid -sawn rim board shall be spruce -pine -fir, hem -fir, Douglas fir —larch, or southern pine species. Ledger shall be hem -fir, Douglas fir —larch, or southern pine species. 2. Fastener spacings are based on single fastener testing of the Strong -Drive SIDS screw with a safety factor of 5.0 and include NDS wet service adjustment factor. 3. Multiple ledger plies shall be fastened together per code independent of the SIDS screws. 4. SIDS screw spacing values (above) are equivalent to 2018 IRC Table R507.9.1.3(1) and 2015 IRC Table R507.2, based on testing of the Strong -Drive SIDS screw with a factor of safety of 5.0. The table above also provides SIDS screw spacing for a wider range of materials commonly used for rim board, and an alternate loading condition as required by some jurisdictions. 5. Screw models SDS25312, SDS25312SS and SDS25500. SDS — Allowable Shear Loads — Steel Side -Plate Applications Reference DFVSP Allowable Shear Loads (lb.) Steel Side Plate Thickness, mil (ga.) 54 (16) 68 and 97 123 (10) (14 and 12) or greater wFn � wsn 9Fn 1. Allowable loads are shown at the wood load duration factor of Cp = 1.00. Loads may be increased for load duration up to a Cp = 1.60. 2. Allowable withdrawal load for DFL/SP/SCL is 172 lb./in. and for SPF/HF withdrawal is 121 lb./in. Total withdrawal load is based on actual thread penetration into the main member. 3. LSL wood -to -wood applications that require 4 1/2", 5", 6" and 8" SIDS screws are limited to interior -dry use only. https://www. strongtie. com/strongdrive—exteriorwoodscrews/sds_screw/p/strong-drive-sds-heavy-duty-con nector-screw#LoadTables 11 /13 "5ee Top View below for corresponding numbered steps. (Don the front of rim, measure 1 -3/4" from the top and bottom and install two 5" Ledgerl-OK screws through the rim board and into ends of the two Joi5t5 nearest to post location. (predrill using a 5/32" drill bit) 2O Place the post into position and temporarily affix with a few screws or nails. 3� Install full height 2x blocking behind the post and secure using four 5" Ledgerl-OK5 - two screws through J015t5 into end of blocking, 1 - I /2" from top and bottom. ® from the front of the rim, install two 8" Thrul-OK5 through the front rim into the post and blocking. Stay 2- I /4" from top and bottome. 50 Add 1 2" piece of full height blocking on inner faces of both J015t5 to reinforce blocking behind post. Nail each using 1 2- 1 Od nails evenly spaced. Top View NOTE: POP, COMPLETE DE51GN VALUES AND ENGINEERING DATA, AVAILABLE THROUGH TECHNICAL BULLETIN 'DECK RAIL P05T TO RIM BOARD", AND E5R# 1078, AVAILABLE @ WWW. PA5TfNMA5TEP,.COM Interior Post - Front Rim At or Between Joists Front View Side View ThruLOK - Deck Rail Post Connection - Detail No. 1 Rension Descnption Date Fa5tenMa5ter Framing Details PRO Driven N o � � —� o0 L2 ENGINEERS 17848 NE 198th Place Woodinville, WA 98072 Lateral Analysis Iz Structural Calculations ii T Hazards by Location Search Information Address: 23709 78th ave w Coordinates: 47.7836524,-122.336947 Elevation: 340 ft Timestamp: 2021-06-17T18:31:53.015Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category I Risk Category 11 97 mph Risk Category 11 Risk Category 111 104 mph Risk Category III -IV Risk Category IV 108 mph airs 5equim Marysville 6 whidb EverMt 1 s 340 ft ' If OF Re-drnond Seattle 0 Renton ED Map data ©2021 Google ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wahsitP dnPs not imnly annrnval by the nnvarninn huildinn cnriP hndiPs rPsnnnsihlP fnr huildinn cndP annrnval and intPrnrPtntinn for the Project: 21-060 Exposure: D Risk Cat: II z: 15 ft Kz: 1.03 (Table 26.10-1) Kzt: 1.28 Kd: 0.85 (Table 26.6-1) Ke: 1 (Table 26.9-1) v: 97 End Zone: 3 Roof Angle: 18 qz= .00256*kz*kzt*kd*Ke *VA 2 (26.10-1) qz= 26.99 psf Table 26.9-1 Ground Elevation Factor, K, Table 25.6-1 Wind Directionality Factor, KQ Gr-nd Elevation above Sea Level Gr-d Elevation Structure type Di renio ral lry Fart r 9 Factor it m K. li u iLd ins+ L2 Engineers, LLC 17848 NE 198th PL Woodinville, WA 98072 Main L4ind Fotce Resisting Sptem '0 e0 See note 2 Comm nenty and Claddi lig I]. t15 0 Il 1.00 MOO 305 0.96 Table 26.10-1 Velocity Pressure Exposure Coefficients. 2,om) 610 0.93 K, and K, 31000 914 0.90 4,000 1,219 0.86 HeigM above Ground Level, z Exposure 51000 1,524 0.83 6,aan 1,829 0.80 it M e c D 76,SA10 >1,829 See note 2 Notes 0-15 0.57111."Or, 0.85 1.03 1. The conservative aFp---t,.n K, - 1.00 is permitted - all cases. 20 6.1 0.42 10.70)" 0.90 LAW 2. The f tar K, shall he deter med from the above table using mterpo- 2$ ;.6 () (C6 ,1.70]' 0.94 1.12 lotion as from the fallowing formula far all elevations: 30 9.1 0.70 0.99 1.16 K, =e� (z,. -gr-d elevahan above sea level in ft). K, =e-00'O ' 9za (zs = ground elevation above sea level in m). °tlse 0.70 in Ciupter 29, lxpasure B, when z <30 ft (9.1 m). 3. K. is permitted to be take as 1.00 in all cases. MWIes The veLnc ity presstue expoatue coegicient Ki may be determ fitted from the following faro Ll For 15*(4 6 rn)!5;z Szr K,=201 wzg J2� For z � 15 it(4.6 m) K,=2.0l(15/z,)21a 2. . and z, are tabuLated in Table 26.1 1-1. 3. linear interpnLatinn for interinediate values of height z is acceptable. 4. Emposare categories are defined in Section 26.7. Building Surface Roof Angle 1 2 3 4 1E 2E 3E 4E 0-5 0.4 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 20 0.53 -0.69 -0.48 -0.43 0.8 -1.07 -0.69 -0.64 30-45 0.56 0.21 -0.43 -0.37 0.69 0.27 -0.53 -0.48 90 0.56 0.56 -0.37 -0.37 0.69 0.69 -0.48 -0.48 18 0.51 -0.69 -0.47 -0.41 0.77 -1.07 -0.67 -0.61 N/S DIRECTION REGION Gcpf A(sf) PRESSURE (psf) SUM 1 0.51 164 2269.49 2269.49 0.51 92 1273.13 1273.13 0.51 92 1273.13 1273.13 0.51 92 1273.13 1273.13 2 -0.69 0 0.00 0.00 3 -0.47 0 0.00 0.00 4 -0.41 164 -1820.91 1820.91 -0.41 92 -1021.48 1021.48 -0.41 92 -1021.48 1021.48 -0.41 92 -1021.48 1021.48 1E 0.77 12 250.93 250.93 0.77 12 250.93 250.93 0.77 12 250.93 250.93 0.77 12 250.93 250.93 4E -0.61 12 -198.24 198.24 -0.61 12 -198.24 198.24 -0.61 12 -198.24 198.24 -0.61 12 -198.24 198.24 12770.88 .6W= 7662.53 E/W DIRECTION REGION Gcpf A(sf) PRESSURE (psf) SUM 1 0.51 132 1826.66 1826.66 0.51 132 1826.66 1826.66 0.51 132 1826.66 1826.66 0.51 132 1826.66 1826.66 2 -0.69 180 -3352.52 -3352.52 3 -0.47 180 -2260.93 2260.93 4 -0.41 132 -1465.61 1465.61 -0.41 132 -1465.61 1465.61 -0.41 132 -1465.61 1465.61 -0.41 132 -1465.61 1465.61 1E 0.77 12 250.93 250.93 0.77 12 250.93 250.93 0.77 12 250.93 250.93 0.77 12 250.93 250.93 4E -0.61 12 -198.24 198.24 -0.61 12 -198.24 198.24 -0.61 12 -198.24 198.24 -0.61 12 -198.24 198.24 13477.66 .6W= 8086.60 4539.56 5487.55 2743.77 2649.84 7482.86 3741.43 L2 Engineers, LLC 17848 NE 198th PL Woodinville, WA 98072 L'%T Hazards by Location Search Information $ Ljulrn Address: 23709 78th ave w Coordinates: 47.7836524,-122.336947 Elevation: 340 ft Timestamp: 2021-06-17T18:32:24.106Z Hazard Type: Seismic Reference ASCE7-16 Go gl$ Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.277 MCER ground motion (period=0.2s) St 0.448 MCER ground motion (period=1.Os) SMS 1.532 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.022 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRS 0.911 Coefficient of risk (0.2s) CR, 0.896 Coefficient of risk (1.0s) PGA 0.542 MCEG peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.651 Site modified peak ground acceleration Mary Ale WhidbeyFourett s 340 ft ' If vp Rcdmond eattie 0 Renton 0 Map data ©2021 Google a) TL 6 Long -period transition period (s) SsRT 1.277 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.402 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.099 Factored deterministic acceleration value (0.2s) S1 RT 0.448 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.5 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.846 Factored deterministic acceleration value (1.0s) PGAd 0.739 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. SEISMIC MASS, W Floor Area (SF) Area Weight or Wall Length (psf) Wall Item (LF) Weight (plf) Item Wt (Ibs) Roof 3,333 15 Upper Walls 248 89 Upper Floor 2,642 15 Lower Walls 223 89 SEISMIC BASE SHEAR Risk Cat: II SDs: 1.022 R: 6.5 le: 1 ct: 0.02 (Table 12.8-2) x: 0.75 (Table 12.8-2) hn: 15 ft Ta= ct*hnAX (12.8.2.1) = 0.15 k = 1.0 Cs= SDs/(R/le) = 0.157 Csmin= .044*SDs*le = 0.045 V= Cs*W (12.8-1) Weight, W V Roof 61,031 9,596 2nd 60,590 9,527 1st 9,924 1,560 Sum 131,544 20,683 V= 19,122 0.7E= 13,385.74 49,995 22,072 39,630 19,847 131,544 Ibs L2 Engineers, LLC 17848 NE 198th PL Woodinville, WA 98072 F-� %-jVdV7 LC, 41 Ll N 'dW i 4 Ltii 4amA rad 00-1. :?L' s97ILS = poi 9F) I jI I = MS-) A saaosb °�o�29)Ls�• = MSS=n dvo .C"0,&Z9 = (_35d7.1) eSoz_< •t13?A'<I '>1730 �� P �002A 30 4££ t �aMRI 3ooZJ vib IL" $Li 3r Ol c o>Id7l Or U �'N O11Vv fA \ �t�I7t i 'lOf i OL VV -01q 'COS iSAJI t'4tlid aOCrd