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REV1 REVIEWED RESUB1 BLD2021-1461+Calculations+5.25.2022_11.49.22_AM+2892882BLD2021-1461 REVISION 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 May 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT JFM RESUB May 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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. L2 ENGINEERS,Ipm ' 17848 NE 198th Place Woodinville, WA 98072 PROJECT: SWAUN RESIDENCE PROJECT#: 21-2010 SUBJECT: OVERVIEW PAGE #: DATE: 10/2021 BY: KGU L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Table of Contents • Gravity Analysis • Lateral Analysis L 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 L 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 L2 ENGINEERS,Ipm ' 17848 NE 198th Place Woodinville, WA 98072 P1 PROJECT: SWAUN RESIDENCE PROJECT#: 21-2010 SUBJECT: KEYPLAN 1 SIMPSON DTT1Z MIN (8 LOCATIONS) 2X 12 HF#2 LEDGER BOARD "LUS210Z" (TTP) 2X BLOCKING AT BEAM LINE PAGE #: DATE: 10/2021 BY: KGU Wood Beam nro. owaun uccn.acu I Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 KW-06011909 L2 Engineers DESCRIPTION: A - 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 Ebend- xx 1300 ksi 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 1911111111, 2x12 Y 2x12 Span = 16.0 ft Span = 2.0 ft Applied Loads 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 = 0.865- 1 Section used for this span 2x12 fb: Actual = 845.74psi Fb: Allowable = 977.50psi Load Combination +D+L+H, LL Comb Run (L*) Location of maximum on span = 7.955ft Span # where maximum occurs = Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 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 = 0.300 : 1 2x12 = 44.99 psi = 150.00 psi +D+L+H, LL Comb Run (LL) = 15.106 ft = Span # 1 Printed: 30 SEP 2021, 7:18AM Wood Beam File: Swaun Deck.ec6 KW-06011909 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 L2 Engineers 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 + 1,350.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend- xx 1,600.0 ksi Fc - 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 D(0.0833) L(0.4998) S(0.20825) D(0.1175) L(0.705) S(0.29375) 6x12 Span =5.0ft 6x12 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, 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 = 5.000ft 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 KW-06011909 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 L2 Engineers 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 Fc - 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 D(0.1) L(0.6) S(0.25 6x12 Span = 11.50 ft Applied 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) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8481 Maximum Shear Stress Ratio = 0.471 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 1,145.45psi 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 I Software copyright ENERCALC, INC. 1983-2020, Build:12.20'8.24 KW-06011909 L2 Engineers 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 Applied Loads 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 in12 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 Column self weiqht 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 creatinq Mx-x, E = 0.160 k DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. 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 Bendino 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 Printed: 30 SEP 2021, 7:56AM Wood Column File: Swann Deck.ec6 Swam Software copyright ENERCALC, INC. 1983-2020, ,.j DESCRIPTION: P1 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 copvright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: P1 Sketches .C: 0 19 LO 5.50 in Load 1 +X M 10-0k Printed: 30 SEP 2021, 7:56AM General Footin File: Swaun Deck.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp 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 Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = 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 (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 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 = 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 3.0 ft 3.0 ft 12.0 in in in in 3.0 in 4.0 # 4 4.0 # 4 n/a n/a n/a D Lr L S W E H 1.150 6.90 2.880 k ksf k-ft 1.280 k-ft k k Printed: 30 SEP 2021, 7:56AM File: Swaun Deck.ec6 General Footing Software copvright 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 (Zl) TO THE GRAIN' FASTENER MINIMUM SIDE MEMBER THICKNESS', t, (inches) MINIMUM MAIN MEMBER PENETRATION`, P (inches) Z (Ibf) FOR MINIMUM SPECIFIC GRAVITIES OF: Designation Length (inches) 0.5 0.46 0.42 Z, Zl Z„ ZL Z„ ZL OlyLog/ TomberLOK 2:.' 1'12 1 240 220 220 200 200 180 4 & longer 1'/2 280 260 260 230 240 210 6 & longer 2'/2 31/2 290 270 270 250 250 230 8 &longer 3 5 290 270 260 250 240 230 HeadLOK 2 4' 1'r, 13/8 240 1 210 220 180 210 150 4'1'. 1112 3 280 260 260 240 250 220 6 & longer 1' - 41/2 290 270 270 250 250 230 6 & longer 2'/2 31/2 300 280 280 260 270 240 8 &longer 5 290 280 280 260 260 230 LedgerLOK/ LedgerLOK Flat Head 3`i4'' 1 1° 300 3'/r 1'; 11124 — 260 — 220 — 220 3`!. 1 21/8 310 310 1 290 280 1 270 250 5 3'/, 320 300 1 300 280 1 280 260 L2 ENGINEERS,Ipm ' 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: KGU 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 LIC# : KW-06016908, Build:20., DESCRIPTION: RJ1 Project File: Swaun Deck.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 + 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 470.0 ksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840pcf 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 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY NONE=• Maximum Bending Stress Ratio = 0.51a 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 = Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 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 Support notation : Far left is #1 Support 1 Support 2 Support 3 0.425 0.615 0.266 0.384 0.160 0.230 0.425 0.615 0.359 0.519 0.096 0.138 0.266 0.384 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06016908, Build:20.2 DESCRIPTION: RJ2 Project File: Swaun Deck.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 + 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 470.0 ksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840pcf 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 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY NONE=• 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 = Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 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 = 12.274 ft 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 Support notation : Far left is #1 Support 1 Support 2 Support 3 0.508 0.692 0.317 0.433 0.190 0.260 0.508 0.692 0.428 0.584 0.114 0.156 0.317 0.433 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06016908, Build:20.2 DESCRIPTION: RB1 Project File: Swaun Deck.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 + 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 65.0 psi Density 34.0pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x10 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 Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support notation : Far left is #1 Support 1 Support 2 0.692 0.692 0.432 0.432 0.260 0.260 0.692 0.692 0.584 0.584 0.156 0.156 0.432 0.432 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06016908, Build:20.2 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch (North) Fc - Perp Wood Grade No. 1/No. 2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.26) S(0.432) 4x10 1,000.0 psi 1,000.0 psi 1,000.0 psi 1,000.0 psi 65.0 psi 65.0 psi Project File: Swaun Deck.ec6 E : Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend -xx 1,300.Oksi Density 34.0pcf 4x10 Span = 13.0 ft Span = 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... 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 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.154 in Ratio = 1013 > 360 Span: 1 : S Only Max Upward Transient Deflection -0.068 in Ratio = 702 > 360 Span: 2: S Only Max Downward Total Deflection 0.246 in Ratio = 633 —180 Span: 1 : +D+S Max Upward Total Deflection -0.109 in Ratio = 438 —180 Span: 2: +D+S Vertical Reactions Support notation : Far left is #1 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 = 0.642 : 1 4x10 = 47.96 psi = 74.75 psi +D+S = 0.000 ft = Span # 1 Values in KIPS Wood Beam LIC# : KW-06016908, Build:20.2: 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 Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F-V4 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Project Title: Engineer: Project ID: Project Descr: Project File: Swaun Deck.ec6 Fb + 2400 psi E : Modulus of Elasticity Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Fc - Perp 650 psi Ebend- yy 1600 ksi Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf 1.16RBII 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 Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support notation : Far left is #1 Support 1 Support 2 2.993 2.993 1.872 1.872 1.121 1.121 2.993 2.993 2.525 2.525 0.673 0.673 1.872 1.872 Values in KIPS L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Lateral Analysis lia 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 LNTC Hazards by Location Search Information Marysville Address: 18910 Olympic View Dr, Edmonds, WA 98020, K' 123 ft 'tell USA O 101 Coordinates: 47.8273985,-122.3618994 Elevation: 123 ft Redmond 07 Timestamp: 2021-09-30T14:27:34.474Z Seattle O Hazard Type: Wind G_O g4t Renton o Map data ©2021 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MR125-Year 73 mph MR125-Year 79 mph MRI 50-Year 78 mph MR150-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 II 97 mph Risk Category II 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk Category IV 108 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 rdnp- not imnly annrnval by the nnvarninn hiiilydinn cnrla hnrdias rasnnnsihla fnr huilydinn nnrda annrnval anrd intarnrP.tatinn fnr tha https://hazards.atcouncil.org/#/wind?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 LNTC Hazards by Location Search Information Address: 18910 Olympic View Dr, Edmonds, WA 98020, USA 101 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 WW 123 ft 'rett I'a.ai ° v Redmond 0 Seattle ° O 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 FPGA 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 sus Mrc - R566 (>- a C5 C b� P �sW Vll-� u0 xr lkvl D'q? A �4'L'�o 4 (1-4, tr_ AsbE 6�- 7� �� G CF As K, Vj' Ka l V3.5 P� �'- �- � -;� 6 1-) F : 21. Z N' L2 ENGINEERS, L PROJECT: SWAUN RESIDENCE PAGE #: PROJECT#: 21-2010 DATE: 10/2021 17848 NE 198th Place Woodinville, WA 98072 SUBJECT: CALCS BY: KGU .A � �rSSUM� 1.0n) s Po: (w) q ZpUZ PLC 21 gkar LpmL2 ENGINEERS, L PROJECT: SWAUN RESIDENCE PAGE #: PROJECT#: 21-2010 DATE: 10/2021 17848 NE 198th Place Woodinville, WA 98072 SUBJECT: CALCS BY: KGU G Up �PFLL L MAX µAx- , 3, -0" Mru CAC l ! A 3 l -2x �t AXF ��r Q C-'" Q- r Th k)-' ��� " $K'5v � l c�7 2 ` o. '? 1 bW l t LD) L2 ENGINEERS, L PROJECT: SWAUN RESIDENCE PAGE #: PROJECT#: 21-2010 DATE: 10/2021 17848 NE 198th Place Woodinville, WA 98072 SUBJECT: CALCS BY: KGU 20% M V 1 � AA 0 Sty 1-jt,,i Do AP5' �kv4 ��b Corgi Dish: -j5 1� / Wiw ti w'? f� 4 � Sa wr LD) �)(D (.Y t 4' %q)�114 W�,w & G,,D Lis, Lit) = 100c 4 71W E H �ua- ahm\1 L2 ENGINEERS, L PROJECT: SWAUN RESIDENCE PAGE #: PROJECT#: 21-2010 DATE: 10/2021 17848 NE 198th Place Woodinville, WA 98072 SUBJECT: CALCS BY: KGU