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REVIEWED BLD2021-1480+STRUCTURAL CALCS+10.3.2021_2.22.13_PM+2441761BLD2021-1480 RECEIVED L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Structural Design Packet Brown Residence 21412 9611, Ave W Edmonds, WA 98020 Palm Construction Project # 21-3001 October 3, 2021 Oct 28 2021 CITY E DEVELOPMENT SERVICES DEPARTMENT 10/03/2021 REVIEWED BY CITY OF EDMONDS L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Table of Contents • Structural Drawings • Gravity Analysis Ipm L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Structural Drawings lia L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 001 nnnv 6 V 1FL- : 2'-0" X 2'-0" X 10" DEEP CONC FOOTING W/ (3) # 4 EACH WAY PSL 5 1/4 X 16 5c46 - ! /kqTS a, r ®� L2 Engineers, LLC 17848 NE 19P Place Woodinville, WA 98072 r-�,cZ tZ-(—�- Pz- 16 i > r3Zfc I 8 (M A 3A -1 z_._. Fa s Id • e o i, v I w' i P� ( lI S PGA A 5i,/-- \, S �� P(6 vN '�!`�� ors� ff4N(�Lr � alG✓� C�� ,✓� PL �N po 5-Z� PI -I ��w, �d Idi�� - j c� ✓u 1 G.war I L^ (Vl� �� r`^ PC(" � �o T (07) 52�ruC--f" PC-—�GN'TIrGLTics r c_t I i vA o / — L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Gravity Analysis L L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06011909, Build:20.21.9.26 L DESCRIPTION: Typical Header 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Hem -Fir Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.12) L(0.24) 4x6 Span = 3.0 ft 850 psi 850 psi 1300 psi 405 psi 150 psi 525 psi Project File: Brown Residence.ec6 E : Modulus of Elasticity Ebend-xx 1300ksi Eminbend - xx 470ksi Density 26.84pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.020 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.192 1 Maximum Shear Stress Ratio = 0.197 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 275.42psi fv: Actual = 29.49 psi Fb: Allowable = 1,436.50 psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.500ft 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 0.007 in Ratio = 5161 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.010 in Ratio = 3441 > 240 Span: 1 : +D+L 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.071 0.073 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.14 91.81 1292.85 0.13 9.83 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.192 0.197 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.41 275.42 1436.50 0.38 29.49 150.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.128 0.131 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.34 229.52 1795.63 0.32 24.57 187.50 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.024 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 55.08 2298.40 0.08 5.90 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0105 1.511 0.0000 0.000 Wood Beam DESCRIPTION: Typical Header Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Project Title: Engineer: Project ID: Project Descr: Project File: Brown Residence.ec6 (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.540 0.540 0.360 0.360 0.180 0.180 0.540 0.540 0.450 0.450 0.108 0.108 0.360 0.360 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06011909, Build:20.2 DESCRIPTION: RB1 Project File: Brown Residence.ec6 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 + 2,900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.12) L(0.24) ( 1 5.25x16.0 Span = 24.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.020 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.494 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb: Actual = 1,388.57psi fv: Actual = 68.70 psi Fb: Allowable = 2,808.86psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 12.000ft 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 0.457 in Ratio = 630 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.686 in Ratio = 420 > 240 Span: 1 : +D+L 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.183 0.088 0.90 0.969 1.00 1.00 1.00 1.00 1.00 8.64 462.86 2527.97 1.28 22.90 261.00 +D+L 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.494 0.237 1.00 0.969 1.00 1.00 1.00 1.00 1.00 25.92 1,388.57 2808.86 3.85 68.70 290.00 +D+0.750L 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.330 0.158 1.25 0.969 1.00 1.00 1.00 1.00 1.00 21.60 1,157.14 3511.07 3.21 57.25 362.50 +0.60D 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.062 0.030 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.18 277.71 4494.17 0.77 13.74 464.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.6856 12.088 0.0000 0.000 Wood Beam DESCRIPTION: R131 Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Project File: Brown Residence.ec6 (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.320 4.320 Overall MINimum 2.880 2.880 D Only 1.440 1.440 +D+L 4.320 4.320 +D+0.750L 3.600 3.600 +0.60D 0.864 0.864 L Only 2.880 2.880 Project Title: Engineer: Project ID: Project Descr: Wood Column LIC# : KW-06011909, Build:2( DESCRIPTION: C1 Project File: Brown Residence.ec6 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 ft Wood Member Type Sawn (Used for non -slender calculations) Exact Width n Allow Stress Modification Factors 3.50 i Wood Species Hem -Fir 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 + 850 psi Fv 150 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb - 850 psi Ft 525 psi Iy 12Cm :Wet Use Factor 1.0 .505 in 4 Fc - Prll 1300 psi Density 26.84 pcf Ct : Temperature Fact 1.0 Fc - Perp 405 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1300 1300 1300 ksi Use Cr : Repetitive ? No Minimum 470 470 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 : 18.266 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 1.440, L = 2.880 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7529 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-Y 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 4.338 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 470.346 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bendina Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination CD Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.345 0.2563 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.315 0.7529 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L 1.250 0.257 0.6150 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.204 0.1462 PASS 0.0 ft 0.0 PASS 8.0 ft 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 1.458 +D+L 4.338 +D+0.750L 3.618 Project Title: Engineer: Project ID: Project Descr: Wood Column DESCRIPTION: C1 Project File: Brown Residence.ec6 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 +0.60D 0.875 L Only 2.880 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+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 Sketches 0_ � m co n 3.50 in 1 +X MM Project Title: Engineer: Project ID: Project Descr: General Footing LIC# : KW-06011909, Build:21 DESCRIPTION: F1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Project File: Brown Residence.ec6 Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf T Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 8.0 in Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 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 (AC I 15.4.4.2) Direction Requiring Closer Separation 3.0 in 2 4 2-M4 Bars 2 2-#4 Bars 4 RMHN n/a X-X Section Looking to +Z z-z Section Looking to+X # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.440 2.880 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k General Footing LIC# : KW-06011909, Build:21 DESCRIPTION: F1 DESIGN SUMMARY Min. Ratio PASS 0.7847 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.1847 PASS 0.1847 PASS 0.1847 PASS 0.1847 PASS 0.2042 PASS 0.2042 PASS 0.2042 PASS 0.2042 PASS 0.4055 Detailed Results Soil Bearing Rotation Axis & Load Combination... X-X, D Only X-X, +D+L X-X, +D+0.750L X-X, +0.60D Z-Z, D Only Z-Z, +D+L Z-Z, +D+0.750L Z-Z, +0.60D Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Project Title: Engineer: Project ID: Project Descr: Project File: Brown Residence.ec6 3 L2 Engineers (c) ENERCALC INC 1983-2021 Item Applied Capacity Governing Load Combination Soil Bearing 1.177 ksf 1.50 ksf +D+L about Z-Z axis Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning Sliding - X-X 0.0 k 0.0 k No Sliding Sliding - Z-Z 0.0 k 0.0 k No Sliding Uplift 0.0 k 0.0 k No Uplift Z Flexure (+X) 0.7920 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L Z Flexure (-X) 0.7920 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L X Flexure (+Z) 0.7920 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L X Flexure (-Z) 0.7920 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L 1-way Shear (+X) 15.312 psi 75.0 psi +1.20D+1.60L 1-way Shear (-X) 15.312 psi 75.0 psi +1.20D+1.60L 1-way Shear (+Z) 15.312 psi 75.0 psi +1.20D+1.60L 1-way Shear (-Z) 15.312 psi 75.0 psi +1.20D+1.60L 2-way Punching 60.826 psi 150.0 psi +1.20D+1.60L Xecc Zecc Gross Allowable (in) 1.50 n/a 0.0 1.50 n/a 0.0 1.50 n/a 0.0 1.50 n/a 0.0 1.50 0.0 n/a 1.50 0.0 n/a 1.50 0.0 n/a 1.50 0.0 n/a Overturning Moment Actual Soil Bearing Stress @ Location Actual / Allow Bottom, -Z Top, +Z Left, -X Right, +X Ratio 0.4567 0.4567 n/a n/a 0.305 1.177 1.177 n/a n/a 0.785 0.9967 0.9967 n/a n/a 0.665 0.2740 0.2740 n/a n/a 0.183 n/a n/a 0.4567 0.4567 0.305 n/a n/a 1.177 1.177 0.785 n/a n/a 0.9967 0.9967 0.665 n/a n/a 0.2740 0.2740 0.183 Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 inA2 in12 k-ft X-X, +1.40D 0.2520 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.40D 0.2520 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+1.60L 0.7920 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+1.60L 0.7920 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+L 0.5760 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+L 0.5760 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D 0.2160 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D 0.2160 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +0.90D 0.1620 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +0.90D 0.1620 -Z Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.40D 0.2520 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.40D 0.2520 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+1.60L 0.7920 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+1.60L 0.7920 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+L 0.5760 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+L 0.5760 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D 0.2160 -X Bottom 0.1728 AsMin 0.20 4.288 OK Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Brown Residence.ec6 LIC# : KW-06011909, Build:20.21.9.26 L2 Engineers (c) ENERCALC INC 1983-2021 DESCRIPTION: F1 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z, +1.20D 0.2160 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +0.90D 0.1620 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +0.90D 0.1620 +X Bottom 0.1728 AsMin 0.20 4.288 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 4.87 psi 4.87 psi 4.87 psi 4.87 psi 4.87 psi 75.00 psi 0.06 OK +1.20D+1.60L 15.31 psi 15.31 psi 15.31 psi 15.31 psi 15.31 psi 75.00 psi 0.20 OK +1.20D+L 11.14 psi 11.14 psi 11.14 psi 11.14 psi 11.14 psi 75.00 psi 0.15 OK +1.201D 4.18 psi 4.18 psi 4.18 psi 4.18 psi 4.18 psi 75.00 psi 0.06 OK +0.90D 3.13 psi 3.13 psi 3.13 psi 3.13 psi 3.13 psi 75.00 psi 0.04 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.401D 19.35 psi 150.00psi 0.129 OK +1.20D+1.60L 60.83 psi 150.00psi 0.4055 OK +1.20D+L 44.24 psi 150.00psi 0.2949 OK +1.201D 16.59 psi 150.00psi 0.1106 OK +0.90D 12.44 psi 150.00psi 0.08294 OK