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REVIEWED BLD2022-1257+Calculations+9.21.2022_3.09.52_PM+3122244BLD2021-1461 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Structural Calculations Swaun Residence 18910 Olympic View Dr Edmonds, WA 98020 Timberline Patio Covers, LLC Project # 21-2010 October 1, 2021 REVISION May 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT RESUB May 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT THIS AREA FOR NEW STAMPS BLD2022-1257 RESUBMIT OF PLANS THAT THE PERMIT EXPIRED BLD2021-1461, ORIGINALLY APPROVED 11/20/21 .................................................THEN REVISION APPROVED 6/2/2022. REVIEWED - BY CITY OF EDMONDS BUILDING DEPARTMENT; .............................................. RECEIVED Sep 21 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT _ }, LOShr 9 � P � of --wAsgJ� ��� �5321E4 R�O O� GIST �SSIONAL 09/30/2021 L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 PROJECT OVERVIEW STRUCTURAL SCOPE IS TO PROVIDE GRAVITY AND LATREAL DESIGN FOR NEW DECK STRUCTURE SHOWN ABOVE. DECK WILL HAVE NO STAIR CONNECTION TO THE LOWER PATIO. LATERAL FORCES TO BE RESOLVED BY THE EXISTING RESIDENCE AS WELL AS MOMENT RESISTING POST BASES. KNEE BRACES SHOWN ARE ARCHITECTURAL. 12 L2 ENGINEERS, LLC; 17848 NE 198th Place Woodinville, WA 98072 PROJECT: SWAUN RESIDENCE PAGE #: PROJECT#: 21-2010 SUBJECT: OVERVIEW DATE: 10/2021 BY: KG U L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Table of Contents • Gravity Analysis • Lateral 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 Gravity Analysis Ipm L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 DECK FRAMING KEYPLAN F1 IS WORST CASE FOOTING LOCATED AT P1 12 L2 ENGINEERS, LLC; 17848 NE 198th Place Woodinville, WA 98072 P1 PROJECT: SWAUN RESIDENCE PROJECT#: 21-2010 SUBJECT: KEYPLAN 1 SIMPSON DTTIZ MIN (B LOCATIONS) 2X12 MF#2 LEDGER BOARD "LUS210Z" (Typ) 2X BLOCKING AT BEAM LINE PAGE #: DATE: 10/2021 BY: KG U Wood Beam File: Swaun Deck.e66 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 KW-06011909 L2 Engineers DESCRIPTION: J1-Typical Joist 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 + 850 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850 psi Eber xx 1300ksi Fe - PHI 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 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Span = 16.0 ft Span = 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.010, L = 0.060, S = 0.0250 k/ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8651 Maximum Shear Stress Ratio = 0.300 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 845.74psi fv: Actual = 44.99 psi Fb: Allowable = 977.50psi Fv: Allowable = 150.00 psi Load Combination +D+L+H, LL Comb Run (L*) Load Combination +D+L+H, LL Comb Run (LL) Location of maximum on span = 7.955ft Location of maximum on span = 15.106 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <480 Max Upward Transient Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.467 in Ratio = 410>=240 Max Upward Total Deflection -0.183 in Ratio = 262>=240 Wood Beam DESCRIPTION: B1 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 : Douglas Fir -Larch Fc - Perp Wood Grade : No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Printed: 30 SEP 2021, 7:18AM Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 1,350.0 psi E : Modulus of Elasticity 1,350.0 psi Ebend- xx 1,600.0 ksi 925.0 psi Eminbend - xx 580.0 ksi 625.0 psi 170.0 psi 675.0 psi Density 31.210 pcf D(0.0833) L(0.4998) S(020825) D(0.1175) L(0.705) S(029375) 6x12 Span = 5.0 ft 6x12 Span =6.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, L = 0.060, S = 0.0250 ksf, Tributary Width = 8.330 ft, (Deck) Load for Span Number 2 Uniform Load : D = 0.010, L = 0.060, S = 0.0250 ksf, Tributary Width = 11.750 ft, (Deck) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.2091 Maximum Shear Stress Ratio = 0.303 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 281.83psi fv: Actual = 51.46 psi Fb: Allowable = 1,350.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 5.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 7122>=480 Max Upward Transient Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.012 in Ratio = 5794>=240 Max Upward Total Deflection -0.001 in Ratio = 60328>=240 Printed: 29 SEP 2021, 12:44PM Wood Beam File: Swaun Deck.ec6 i.M Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: B2 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 + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend- xx 1,600.0 ksi Fe - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1) L(0.6) S(0.25 6x12 Span = 11.50 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.060, S = 0.0250 ksf, Tributary Width =10.0 ft, (Deck) Maximum Bending Stress Ratio = 0.848 1 Maximum Shear Stress Ratio = 0.471 :1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 1,145.45 psi fv: Actual = 80.13 psi Fb: Allowable = 1,350.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.750ft 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 0.213 in Ratio = 648>=480 Max Upward Transient Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.262 in Ratio = 527>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Printed: 30 SEP 2021, 7:56AM Wood Column File: Swaun Deck.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 0.0 DESCRIPTION: P1 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 8 ft ( Used for non -slender calculations ) Wood Species Hem -Fir Wood Grade No.2 Fb + 575.0 psi Fv 140.0 psi Fb - 575.0 psi Ft 375.0 psi Fc - Prll 575.0 psi Density 26.840 pcf Fc - Perp 405.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,100.0 1,100.0 Minimum 400.0 400.0 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 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1,100.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 1.20 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.20 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 45.106 Ibs * Dead Load Factor AXIAL LOADS ... Deck: Axial Load at 8.0 ft, D = 1.150, L = 6.90, S = 2.880 k BENDING LOADS ... Lat. Point Load at 8.0 ft creating Mx-x, E = 0.160 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6014 : 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-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 8.095 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 444.960 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 +0.4544D+0.910E Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 224.0 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 D Only 0.900 0.801 0.09526 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.774 0.6014 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.732 0.2782 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L 1.250 0.705 0.4154 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S 1.150 0.732 0.5822 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.616 0.04180 PASS 0.0 ft 0.0 PASS 8.0 ft +1.146D+0.910E 1.600 0.616 0.07980 PASS 0.0 ft 0.0 PASS 8.0 ft +1.109D+0.750L+0.750S+0.6825E 1.600 0.616 0.5048 PASS 0.0 ft 0.0 PASS 8.0 ft +0.4544D+0.910E 1.600 0.616 0.03165 PASS 0.0 ft 0.0 PASS 8.0 ft Wood Column DESCRIPTION: P1 Printed: 30 SEP 2021, 7:56AM Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 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 1.195 +D+L 8.095 +D+S 4.075 +D+0.750L 6.370 +D+0.750L+0.750S 8.530 +0.60D 0.717 +D+0.70E 1.195 +D+0.750L+0.750S+0.5250E 8.530 +0.60D+0.70E 0.717 L Only 6.900 S Only 2.880 E Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Printed: 30 SEP 2021, 7:56AM Wood Column File: Swaun Deck.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 KW-06011909 L2 Engineer, DESCRIPTION: P1 Sketches 0 Lq LO 5.50 in Load 1 +n 0.i0k Printed: 30 SEP 2021, 7:56AI Gile: Swaun Deck.ec6 General Footing Software copyright ENERCALC, INC.INC1983-2020, Build:12.20.8.24 KW-06011909 L2 Engineers DESCRIPTION: F1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 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 = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z 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 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr P : Column Load = 1.150 OB : Overburden = M-xx = M-zz = V-x V-z L S W E H 6.90 2.880 k ksf k-ft 1.280 k-ft k k Printed: 30 SEP 2021, 7:56AM General FootingFile: Swaun Deck.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: F1 DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8240 Soil Bearing 1.236 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E about Z-Z a PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.466 Overturning - Z-Z 0.8960 k-ft 2.210 k-ft +0.60D+0.70E 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 0.1652 Z Flexure (+X) 1.733 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1652 Z Flexure (-X) 1.733 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1652 X Flexure (+Z) 1.733 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1652 X Flexure (-Z) 1.733 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1302 1-way Shear (+X) 10.694 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.1302 1-way Shear (A) 10.694 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.1302 1-way Shear (+Z) 10.694 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.1302 1-way Shear (-Z) 10.694 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.2441 2-way Punching 40.104 psi 164.317 psi +1.20D+1.60L+0.50S L1 - DECK LEDGER TABLE 4—REFERENCE LATERAL DESIGN VALUES (Z) FOR SINGLE SHEAR (TWO -MEMBER) WOOD-TO.WOOD CONNECTIONS LOADED PARALLEL (Z„) OR PERPENDICULAR (Z.L) TO THE GRAIN'` FASTENER MINIMUM SIDE MEMBER THICKNESS', [z finthes3 MINIMUM MAIN MEMBER PENETRATION`, p (inches) Z (16f} FOR MINIMUM SPECIFIC GRAVITIES OF: Uesiyrl �tion ength (inches} 0.5 0.46 0,42 Z, Zl Z11 Zl Zn � 41yLogr TimberL K 2112 7 1 )•1.i i'r`•' 220 200 200 180 4 & longer r, 7 ;W 260 260 230 24D 210 6 &longer 2112 i'r2 290 270 270 250 250 230 a & la 7ger 3 5 20 [?1 260 25J 2,10 230 2 ; y 5 f, 11% 240 E. 220 180 2 " 150 4';, 1112 :? 280 ' E:E: 260 240 2`:.: 220 6 & longer 1112 4112 290 2 7 C 270 257 250 230 5 & longer 2112 3112 280 260 270 240 6 & longer 3 5 280 260 260 230 LedgarLOKI LedgerLOK Flat Head 3�Js� 11127 1s 344 — — 3r& 1112 211a :�' :] :+ E: 290780 274 5 11% 3112 1 32.0 3GG i:i: 280 290 26C. 12 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 GRAVITY DEMAND = (10+0.75*60+0.75*25)PSF*(8FT) = 590 PLF (3) SCREWS @ 12" OC --> 660 PLF CAPACITY THEREFORE OK PROJECT: SWAUN RESIDENCE PROJECT#: 21-2010 SUBJECT: CALCS PAGE #: DATE: 10/2021 BY: KG U EXISTING HOUSE N1 N CDI NO ALTERATIONS MIN. 6x6 (3) 2x6 04 FOR NAILING OF HUCQ410(MIN WIDTH i OF SUPPORT 5") (TYP) x2 LRU26Z (TYP) AT RAFTER/LEDGER CONNECTION 2x8 HF#2 RAFTER AT 24" O.C. 4x RAFTERS ON BOTH SIDES OF BUMPOUT ECCQ-66SOS2.5 (TYP) x2 6x6 HF#2 POST MIN. 6x6 (4) 2x6 FOR NAILING OF HUCQ610 (MIN WIDTH OF SUPPORT 5") Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Swaun Deck.ec6 DESCRIPTION: RJ1 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 + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x10 2x10 Span = 11.0 ft Span = 2.0 ft Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.513 1 Section used for this span 2x10 fb: Actual = 634.65psi Fb: Allowable = 1,236.54psi Load Combination +D+S Location of maximum on span = 5.346ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.119 in Ratio = Max Upward Transient Deflection -0.063 in Ratio = Max Downward Total Deflection 0.190 in Ratio = Max Upward Total Deflection -0.101 in Ratio = Maximum Shear Stress Ratio = 0.248 : 1 Section used for this span 2x10 fv: Actual = 42.76 psi Fv: Allowable = 172.50 psi Load Combination +D+S Location of maximum on span = 10.263ft Span # where maximum occurs = Span # 1 1109> 360 Span: 1 : S Only 758> 360 Span: 2 : S Only 693-180 Span: 1 : +D+S 472 —180 Span: 2 : +D+S Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.425 0.615 Overall MINimum 0.266 0.384 D Only 0.160 0.230 +D+S 0.425 0.615 +D+0.750S 0.359 0.519 +0.60D 0.096 0.138 S Only 0.266 0.384 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Swaun Deck.ec6 DESCRIPTION: RJ2 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 + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x10 2x10 Span = 13.0 ft Span = 2.0 ft Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.731: 1 Section used for this span 2x10 fb: Actual = 903.71 psi Fb: Allowable = 1,236.54psi Load Combination +D+S Location of maximum on span = 6.318ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.238 in Ratio = Max Upward Transient Deflection -0.110 in Ratio = Max Downward Total Deflection 0.380 in Ratio = Max Upward Total Deflection -0.176 in Ratio = Maximum Shear Stress Ratio = 0.297 : 1 Section used for this span 2x10 fv: Actual = 51.27 psi Fv: Allowable = 172.50 psi Load Combination +D+S Location of maximum on span = 12.274ft Span # where maximum occurs = Span # 1 656> 360 Span: 1 : S Only 436> 360 Span: 2 : S Only 410-180 Span: 1 : +D+S 272 —180 Span: 2 : +D+S Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.508 0.692 Overall MINimum 0.317 0.433 D Only 0.190 0.260 +D+S 0.508 0.692 +D+0.750S 0.428 0.584 +0.60D 0.114 0.156 S Only 0.317 0.433 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Swaun Deck.ec6 DESCRIPTION: R131 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 + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,000.0 psi Eminbend - xx 1,300.Oksi Wood Species Douglas Fir -Larch (North) Fc - Perp 1,000.0 psi Wood Grade No. 1/No. 2 Fv 65.0 psi Ft 65.0psi Density 34.Opcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.08) S(0.133) 410 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.080, S = 0.1330 , Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.196: 1 Maximum Shear Stress Ratio = 0.329 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 270.46psi fv: Actual = 24.58 psi Fb: Allowable = 1,380.00psi Fv: Allowable = 74.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.250ft Location of maximum on span = 5.741 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 4356> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.029 in Ratio = 2720 —180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.692 0.692 Overall MINimum 0.432 0.432 D Only 0.260 0.260 +D+S 0.692 0.692 +D+0.750S 0.584 0.584 +0.60D 0.156 0.156 S Only 0.432 0.432 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Swaun Deck.ec6 DESCRIPTION: R132 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 + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,000.0 psi Eminbend - xx 1,300.Oksi Wood Species Douglas Fir -Larch (North) Fc - Perp 1,000.0 psi Wood Grade No. 1/No. 2 Fv 65.0 psi Ft 65.0psi Density 34.Opcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(o.26) 4x10 Span = 13.0 ft Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... 410 Span = 2.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft Load for Span Number 1 Point Load : D = 0.260, S = 0.4320 k @ 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.416 1 Section used for this span 4x10 fb: Actual = 574.66psi Fb: Allowable = 1,380.00psi Load Combination +D+S Location of maximum on span = 5.011 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.154 in Ratio = Max Upward Transient Deflection -0.068 in Ratio = Max Downward Total Deflection 0.246 in Ratio = Max Upward Total Deflection -0.109 in Ratio = Maximum Shear Stress Ratio = 0.642 : 1 Section used for this span 4x10 fv: Actual = 47.96 psi Fv: Allowable = 74.75 psi Load Combination +D+S Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 1013-360 Span: 1 : S Only 702> 360 Span: 2 : S Only 633-180 Span: 1 : +D+S 438 —180 Span: 2 : +D+S Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.093 0.799 Overall MINimum 0.683 0.499 D Only 0.410 0.300 +D+S 1.093 0.799 +D+0.750S 0.923 0.674 +0.60D 0.246 0.180 S Only 0.683 0.499 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Swaun Deck.ec6 DESCRIPTION: R133 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 + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span = 17.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.130, S = 0.2170 , Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.555 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb: Actual = 1,532.53psi fv: Actual = 70.36 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.625ft Location of maximum on span = 16.432 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.455 in Ratio = 454> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.728 in Ratio = 284 —180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.993 2.993 Overall MINimum 1.872 1.872 D Only 1.121 1.121 +D+S 2.993 2.993 +D+0.750S 2.525 2.525 +0.60D 0.673 0.673 S Only 1.872 1.872 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Lateral Analysis Ipm L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 9/30/21, 7:27 AM ATC Hazards by Location 8THazards by Location Search Information de 5equim f rysville Ma vi Address: 18910 Olympic View Dr, Edmonds, WA 98020, WI ft Mt USA iai 1�123 � Coordinates: 47.8273985,-122.3618994 Elevation: 123 ft Redrnorn Timestamp: 2021-09-30T14:27:34.474Z Seattle ° 0 Hazard Type: Wind o gle Renton 0 ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph MRI25-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph Risk Category 11 97 mph Risk Category 11 110 mph Risk Category 111 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph Map data ©2021 Google ASCE 7-05 Wind Speed 85 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 cndP hndiPs rPsnnnsihlP fnr huildinn cndP annrnval and intPrnrPtatinn for the https://hazards.atcouncil.org/#/wind?lat=47.8273985&ing=-122.3618994&address=l8910 Olympic View Dr%2C Edmonds%2C WA 98020%2C USA 1/2 9/30/21, 7:28 AM ATC Hazards by Location CJTC Hazards by Location Search Information des 5equi m Address: 18910 Olympic View Dr, Edmonds, WA 98020, USA Coordinates: 47.8273985,-122.3618994 Elevation: 123 ft Timestamp: 2021-09-30T14:28:05.690Z Hazard Type: Seismic Go gle Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.297 MCER ground motion (period=0.2s) S1 0.458 MCER ground motion (period=1.0s) SMS 1.556 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.037 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Marysville 123 ft srMt I%191 � Redrricrici Seattle ° 0 Renton o Map data ©2021 Google 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 0.908 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.554 MCEG peak ground acceleration FpG,A 1.2 Site amplification factor at PGA PGAM 0.664 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=47.8273985&ing=-122.3618994&address=18910 Olympic View Dr%2C Edmonds%2C WA 98020%2C USA 1/2 9/30/21, 7:28 AM ATC Hazards by Location TL 6 Long -period transition period (s) SsRT 1.297 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.428 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.444 Factored deterministic acceleration value (0.2s) S1 RT 0.458 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.512 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 1.018 Factored deterministic acceleration value (1.0s) PGAd 0.862 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. https://hazards.atcouncil.org/#/seismic?lat=47.8273985&ing=-122.3618994&address=18910 Olympic View Dr%2C Edmonds%2C WA 98020%2C USA 2/2 sE�-S MSL' - RSGE G11-1Z b� � �sW f VS Asbb- 6�- 7� Zks6s k' F I� ( CF )ks 0.0D-jQ �� ��� Ira Vt v - POOO.Ltia� (1)(Mi)�1l RCD ?�� 12 L2 ENGINEERS, LLC; 17848 NE 198th Place Woodinville, WA 98072 �; 4- � -;� 6 c� 6.6 E� b.1.ps PROJECT: SWAUN RESIDENCE PROJECT#: 21-2010 SUBJECT: CALCS PAGE #: DATE: BY: 10/2021 KGU J� ►Z iaL2 ENGINEERS, LLC; 17848 NE 198th Place Woodinville, WA 98072 0 S ?ti (w) q-bAp cc) 2,1 p6EF PROJECT: SWAUN RESIDENCE PROJECT#: 21-2010 SUBJECT: CALCS PAGE #: DATE: BY: 10/2021 KGU yu�v5 0 yo(�c N-� µA, 31lo 5n*-1 efm I V = 1 21� Asa l c&/ mow) AP5, k+kvt C-b&eDish: I6�? LD) -7-L� L4k_/ 12 L2 ENGINEERS, LLC; PROJECT: SWAUN RESIDENCE PAGE #: PROJECT#: 21-2010 DATE: 10/2021 17848 NE 198th Place Woodinville, WA 98072 SUBJECT: CALCS BY: KGU M V� Lk akd �-c I-444h*- _ �-�� k f �Cwk/ � z _��`D)(►6i(a�i L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 tk 6�rrJ PROJECT: SWAUN RESIDENCE PROJECT#: 21-2010 SUBJECT: CALCS Vi-0 �t ,r�1 nib w' 6 QDE conu`, PAGE #: DATE: BY: 10/2021 KGU