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REVIEWED BLD2021-0171+Structural_Calculations+1.29.2021_12.25.45_PM+2021216Ccivil & structural ENGINEERING engineering & planning STRUCTURAL CALCULATIONS Cory Johnson Addition 19726 881h Ave W Edmonds, WA 98026 1 /28/21 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 20456.10 Fax: (425) 778-5536 Project Location 19726 88th Ave W Edmonds, WA 98026 Protect Description An addition is planned for a single-family home. The existing house is a single story with a daylight basement. The addition will involve removing the existing garage and building a new garage, workshop, and covered deck on the main floor. The addition will also step down with the grade and two bedrooms and a gym will be added to the basement below the covered deck and workshop. The deck will be waterproof and sloped to drain. The roof over the living space will be framed with trusses and the roof over the deck will be framed with beams and rafters. The floor be framed with TA joists. The garage will be slab on grade with retaining walls around the outside. The lateral forces will be resisted by conventional plywood shear walls. A new covered entry will also be added. It will be framed with wood columns beams and a trussed roof. A circular stair will go from the covered deck to the basement elevation and will required a foundation. Scope of Work Provide stamped structural calculations and construction drawings suitable for permit and construction. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Deck Dead 15 psf Live 60 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B IW = 1.0 (Non -Essential Facility) Mean Height = 20' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .853/(6.5/1) = Cs*Wp Sds = .853 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date LS 1/18/2021 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Cory Johnson 20456.10 Edmonds, WA 98020 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 5/8 Sheathing 1.8 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x8 @ 24" OC 1.5 psf M/E 1.2 psf Misc 1.5 psf 12.3 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf TJI Joists @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf DECKS USE 10.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Deck ILL 60.0 psf Description Gravity Design Loads By LS Date 01/18/21 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 2 project Cory Johnson Job No. Edmonds, WA 98020 20456.10 GRAVITY KEY PLAN - ROC ROOF FRAMING PLAN 1 SCALE: 1/4' =1'-0" 2 T 0 2' 0' 4'-0 GR XXXXXX FRAMING PLAN 1 SCALE: 1/4"=1'-0" GRAVITY KEG' PI AN _ FCN INf1ATInM FOUNDATION PLAN 1 SCALE: 1/4-1- 2-4- U 2'-0" 4'-0" �M\ pp 1-196y, PQ = 6.45r, Ps o AO V, L 4 1EPWk, A = 5—q 7. v= q5% L 15,00 . x q-V5 Psi. RR tAEKCAtq AA.® 15l 3 6 ®C. PT A PE K URCAUC-, 1� 6 7 I - PST" -Ay, to K 0� AA-:: 5 7 G Description N L ptp� By + � Date kyj� �K Checked �J Date ! ENGINEERING . Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. 6 Edmonds, WA 98020 �00 ► MN) �h 425.778.8500 2-V 6 www.cgengineering.com e CALCS.eo6 Wood Beam Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM1 CODE REFERENCES File: CALCS,eo6 Wood Beam Software capydghl ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Analysis Method : Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,850.0psi Ebend-xx 1,800.Oksi Load Combination ASCE7-10 Fb- 2,900.0psi Ebend-xx 2,000.Oksi Fc-PHI 1,650.0psi Eminbend -xx 950.Oksi Fc-PHI 2,900.0psi Eminbend -xx 1,016.54ksi Wood Species :DF/DF Fc-Perp 650.0psi Ebend-yy 1,600.Oksi Wood Species :TrusJoist Fc-Perp 625.0psi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 1,100.0psi Density 31.210pcf Ft 2,025.0psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Beam Bracing : Completely Unbraced ON.1430) 50 23801 5.125915 Span = 22.50 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.1430, S = 0.2380 kffl ucaIory OURTMA c r Maximum Bending Stress Ratio = 0.58111 Maximum Shear Stress Ratio = 0.255 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb: Actual = 1.571.25Dsi fv: Actual = 77.73 psi Flo: Allowable = 2,680.54Dsi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.250ft Location of maximum on span = 21.268 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.560 in Ratio = 482>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.936 in Ratio = 288>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.474 4.474 Overall MINimum 2.678 2.678 D Only 1.796 1.796 +D+S 4.474 4.474 +D+0.7505 3.804 3.804 +0.60D 1.078 1.078 S Only 2.678 2.678 3 5.9 25 Span = 10.750 4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 2.860, S = 4.760 k @ 1.20 ft ucalum avmmHn r Maximum Bending Stress Ratio = 0.6151 Maximum Shear Stress Ratio = 0.947 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb: Actual = 1.963.85Dsi fv: Actual = 315.81 psi Fb: Allowable = 3.193.15Dsi Fv: Allowable = 333.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.216ft 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 0.157 in Ratio = 822>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.257 in Ratio = 500>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.824 0.905 Overall MINimum 4.229 0.531 D Only 2.595 0.374 +D+S 6.824 0.905 +D+0.7505 5.767 0.772 +0.60D 1.557 0.224 S Only 4.229 0.531 7 Wood Beam e CALCSeo6 Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 850.0 psi Ebend-xx 1,300.Oksi Fc-PHI 1,300.0psi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0 INM) S(0.1 f1901 Y 4X15 4a6 Tom► s pen = 7.0 n 9pen = 2.50 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0660, S = 0.1090 kffl ucaIory OURTMA c r Maximum Bending Stress Ratio = 0.557. 1 Maximum Shear Stress Ratio = 0.355 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 566.21 DSi fv: Actual = 48.93 psi Flo: Allowable = 1,016.60Dsi Fv: Allowable = 138.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.050ft Location of maximum on span = 6.570 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.069 in Ratio = 1215>=360 Max Upward Transient Deflection -0.040 in Ratio = 1510>=360 Max Downward Total Deflection 0.113 in Ratio = 741 >=240 Max Upward Total Deflection -0.065 in Ratio = 922>=240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support3 Overall MAXimum 0.545 1.151 Overall MINimum 0.333 0.703 D Only 0.212 0.449 +D+S 0.545 1.151 +D+0.7505 0.462 0.976 +0.60D 0.127 0.269 S Only 0.333 0.703 Wood Beam File: CALCS,e06 Software capydghl ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 850.0 psi Ebend-xx 1,300.Oksi Fc-PHI 1,300.0psi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing :Completely Unbraced D10.45 SID.7) W0 = ' Span = a 7% rt Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.450, S = 0.70 k Q 4.375 ft ucalum OURTMA c r Maximum Bending Stress Ratio = 0.6701 Maximum Shear Stress Ratio = 0.200 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 618.71 Dsi fv: Actual = 27.65 psi Fb: Allowable = 923.35Dsi Fv: Allowable = 138.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.375ft 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 0.060 in Ratio = 1763>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.101 in Ratio = 1043>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.601 0.601 Overall MINimum 0.350 0.350 D Only 0.251 0.251 +D+S 0.601 0.601 +D+0.7505 0.514 0.514 +0.60D 0.151 0.151 S Only 0.350 0.350 N e CALCSao6 Wood Beam Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: RJ1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 850.0psi Ebend-xx 1,300.Oksi Fc-PHI 1,300.0psi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0psi 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 ❑ 0.0301 0.050 Y 2xB Y 2%9 1 Span = s.so n rat span = 2.330 It l Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.540t 1 Maximum Shear Stress Ratio = 0.285 : 1 Section used for this span 2x8 Section used for this span 2x8 fo: Actual = 727.99osi fv: Actual = 49.12 psi Flo: Allowable = 1.348.95osi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.458ft Location of maximum on span = 8.916 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.128 in Ratio = 891 >=360 Max Upward Transient Deflection -0.083 in Ratio = 672>=360 Max Downward Total Deflection 0.205 in Ratio = 557>=240 Max Upward Total Deflection -0.133 in Ratio = 420>=240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support Overall MAXimum 0.357 0.589 Overall MINimum 0.223 0.368 D Only 0.134 0.221 +D+S 0.357 0.589 +D+0.7505 0.301 0.497 +0.60D 0.080 0.133 S Only 0.223 0.368 6M15: wo= LAk I �� I ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com 19' C, Description GC—,N ®a U-5 Project CO 10 i 110 "r4 CO Pf `CAJ L.0 AA -r-: Act 23 /. (fir 2.y'6o �-A" 0 POL ENIKML i A& '::: -/. W a►t" -ii-4 PLC `WE 4y, � RV 2-.i V= 93/. -r ® L-1343 By 0 5 Date Checked Date Scale Sheet No. Job No. 10 �-%0 Wood Beam e CALCSao6 Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: RJ2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 850.0psi Ebend-xx 1,300.Oksi Fc-PHI 1,300.0psi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0psi 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 ❑ .030 O.OSOY � 2x6 L Span = 4.375 R � ?RF 2x8 Span = 1.750 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft ucu.vry avnunnrc. Maximum Bending Stress Ratio = 0.1831 Maximum Shear Stress Ratio = - 0.221 : 1 Section used for this span 2x6 Section used for this span 2x6 fo: Actual = 214.30Dsi fv: Actual = 30.51 psi Flo: Allowable = 1.169.09Dsi Fv: Allowable = 138.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.833ft Location of maximum on span = 3.935 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 5217>=360 Max Upward Transient Deflection -0.003 in Ratio = 12118>=360 Max Downward Total Deflection 0.016 in Ratio = 3260>=240 Max Upward Total Deflection -0.006 in Ratio = 7574>=240 Vertical Reactions Support notation: Far lefl is #1 Values in KIPS Load Combination Support1 Support2 Support Overall MAXimum 0.147 0.343 Overall MINimum 0.092 0.214 D Only 0.055 0.129 +D+S 0.147 0.343 +D+0.7505 0.124 0.289 +0.60D 0.033 0.077 S Only 0.092 0.214 Wood Beam File: CALCS,e06 Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,850.0psi Ebend-xx 1,800.Oksi Fc-PHI 1,650.0psi Eminbend -xx 950.Oksi Wood Species :DF/DF Fc-Perp 650.0psi Ebend-yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Do 1p6075(❑ 1770) i ) y� +�T 6.75o[10.5 Span = 19 75o ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.1060, S = 0.1770 k/ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.51411 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 6.75x10.5 Section used for this span 6.75x10.5 fb: Actual = 1.407.46Dsi fv: Actual = 56.89 psi Fb: Allowable = 2,737.87Dsi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.875ft Location of maximum on span = 18.885 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.547 in Ratio = 432>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.923 in Ratio = 256>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.946 2.946 Overall MINimum 1.748 1.748 D Only 1.198 1.198 +D+S 2.946 2.946 +D+0.7505 2.509 2.509 +0.60D 0.719 0.719 S Only 1.748 1.748 11 Wood Beam e CALCSeo6 Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,900.0psi E:Modulus ofElasticity Load Combination ASCE7-10 Fb- 2,900.0psi Ebend-xx 2,000.Oksi Fc - PHI 2,900.0psi Eminbend -xx 1,016.54ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.Opsi Density 45.070pcf Beam Bracing :Completely Unbraced W -75) S(2.93) 3 5x74 ❑ span = 19 250 4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D=1.760, S = 2.930 k @ 8.125 ft ucalum avmmAK r Maximum Bending Stress Ratio = 0.81R 1 Maximum Shear Stress Ratio = 0.225 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 2.052.88Dsi fv: Actual = 75.07 psi Fb: Allowable = 2.534.45Dsi Fv: Allowable = 333.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.125ft 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 0.299 in Ratio = 651 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.495 in Ratio = 393>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.470 2.470 Overall MINimum 1.465 1.465 D Only 1.005 1.005 +D+S 2.470 2.470 +D+0.7505 2.103 2.103 +0.60D 0.603 0.603 S Only 1.465 1.465 12 �N11� el) = i.%ok'L p, �.6z t, wo'® 1350 Wur 5 OPLf It. �rl G G ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description � A Project AA® 61 PEA. fMFA.CkLC1 A- G'K r. \I — 4D7- 6-r LIB 51 PE � 1; NE R C AI-C , 40'C. vsE By L.S Date 1 / 100111 Checked Date Scale Sheet No. Job No. 13 ZcA 7 6 , to I F 0 R T E" CM MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) it 7/8" TJI@ 230 @ 12" OC Overall Length: 18' 11" i I i L 18' L 1I ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 702 @ 4 1/2" 1485 (3.50") Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 675 @ 5 1/2" 1655 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3094 @ 9' 5 1/2" 4215 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.431 @ 9' 5 1/2" 0.454 Passed (L/506) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.539 @ 9' 5 1/2" 1 0.908 1 Passed (L/405) 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating 50 1 40 1 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is nailed down. • Additional considerations for the TJ-ProTM Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c.. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 5.50" 4.25" 1.75" 142 568 710 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 4.25" 1 1.75" 142 568 710 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 9" o/c Bottom Edge (Lu) 18' 9" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 18' 11" 12" 15.0 60.0 Default Load Notes System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Laura Safford CG Engineering (425) 778-8500 lauras@cgengineering.com 14 1/18/2021 7:05:12 PM UTC ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: joist Page 1 / 1 e CALCSao6 Wood Beam Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: FJ2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 850.0psi Ebend-xx 1,300.Oksi Fc-PHI 1,300.0psi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repegtive Member Stress Increase O(0.019951 L(O. D53201 2x12 Span =12.aO ASpan = 12.a0 A r � Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.040 ksf, Tributary Width =1.330 ft ucu.vr� avrrunnrc. Maximum Bending Stress Ratio = 0.52a 1 Maximum Shear Stress Ratio = - 0.224 : 1 Section used for this span 2x72 Section used for this span 2x72 fo: Actual = 516.16Dsi fv: Actual = 33.58 psi Flo: Allowable = 977.50Dsi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.100ft 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 0.115 in Ratio = 1269>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.159 in Ratio = 923>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MINimum 0.325 0.325 D Only 0.122 0.122 +D+L 0.446 0.446 +D+0.750L 0.365 0.365 +0.60D 0.073 0.073 L Only 0.325 0.325 Wood Beam File: CALCS,e06 Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,850.0psi Ebend-xx 1,800.Oksi Fc-PHI 1,650.0psi Eminbend -xx 950.Oksi Wood Species :DF/DF Fc-Perp 650.0psi Ebend-yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0(41 ) 16,5 -1 ) D[0 1750] L(0 29591 5. 12505 i Span = 14"0 n �. T Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.1750, L = 0.2950 klft Point Load: D=4.10, 5=5.10k@4.830ft Maximum Bending Stress Ratio = 0.785 1 Maximum Shear Stress Ratio = 0.491 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb: Actual = 2,165.720si fv: Actual = 149.57 psi Fb: Allowable = 2,760.00Dsi Fv: Allowable = 304.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 4.837ft 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 0.179 in Ratio = 954>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.426 in Ratio = 401 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.181 5.628 Overall MINimum 3.371 1.729 D Only 4.076 2.755 +D+L 6.178 4.857 +D+S 7.447 4.484 +D+0.750L 5.652 4.332 +D+0.750L+0.7508 8.181 5.628 +0.60D 2.446 1.653 L Only 2.102 2.102 S Only 3.371 1.729 15 Wood Beam e CALCSeo6 Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 850psi Ebend-xx 1300ksi Fc-PHI 1300psi Eminbend -xx 470ksi Wood Species : Hem Fir Fc-Perp 405psi Wood Grade : No.2 Fv 150 psi Ft 525psi Density 26.84pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling op Q0.631 D O 1860 S 6.1770 dxl0 Span = T250 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.1860, S = 0.1770 kt t Point Load : D = 0.370, L = 0.630 k @ 2.50 ft Maximum Bending Stress Ratio = 0.689 1 Maximum Shear Stress Ratio = 0.398 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 797.49psi fv: Actual = 68.58 psi Fb: Allowable = 1,173.00psi Fv: Allowable = 172.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 2.725ft 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 0.037 in Ratio = 2359>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.102 in Ratio = 857>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Wood Beam File: CALCS,e06 Software capydghl ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 875.0psi Ebend-xx 1,300.Oksi Fc-PHI 600.0psi Eminbend -xx 470.Oksi Wood Species :Douglas Fir - Larch Fc-Perp 625.0psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling DO lop SPIN) ❑ 0 7350 L S.540 ,tom, 6x10 y, L Span - 5.0 R J Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.1350, L = 0.540 kfft Point Load : D =1.80, S = 2.680 k @ 1.0 ft Maximum Bending Stress Ratio = 0.5991 Maximum Shear Stress Ratio = 0.586 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 602.61 psi fv: Actual = 114.65 psi Fb: Allowable = 1,006.25psi Fv: Allowable = 195.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 1.113ft 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 0.015 in Ratio = 4012>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.035 in Ratio = 1730>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Load Combination Support 1 Support 2 Overall MAXimum 1.729 1.468 Overall MAXimum 4.426 2.140 Overall MINimum 0.642 0.642 Overall MINimum 2.144 0.536 D Only 0.939 0.824 D Only 1.806 0.726 +D+L 1.351 1.041 +D+L 3.156 2.076 +D+S 1.580 1.465 +D+S 3.950 1.262 +D+0.750L 1.248 0.987 +D+0.750L 2.818 1.738 +D+0.750L+0.7508 1.729 1.468 +D+0.750L+0.7508 4.426 2.140 +0.60D 0.563 0.494 +0.60D 1.083 0.435 L Only 0.413 0.217 L Only 1.350 1.350 S Only 0.642 0.642 S Only 2.144 0.536 16 RM1'1- CJ1: PL- z 2,tow 1•431r- WO PLf 0�" k PD=0.45K wD=161 PLF PS=0.70K wS=269PLF 2'-3' . D=10PSF L=20PSF 19'-0" k ;-N°Ft2 5-97. hxwo mwl w -- 1-o6 + Rl &63 Pt;F Watt. 0 - ®� PIS PER ENERCALC, VERIFY EXISTING BEAM 4x12 HF#2 OR BETTER (99%) PER ENERCALC, USE 2x10 HF#2 @ 16" OC By L" C Description �� $� Checked ENGINEERING Scale 250 4th Ave. South Suite 200 Job No. M Edmonds, WA 98020 Project f O /] 425.778.8500 W �` t� www.cgengineering.com Date Date Sheet No. 17 Wood Beam e CALCSao6 Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 875.0psi Ebend-xx 1,300.Oksi Fc-PHI 600.0psi Eminbend -xx 470.Oksi Wood Species :Douglas Fir - Larch Fc-Perp 625.0psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 3(2.76) LI 1) S(1.79) D(O 100) sic] 1770 6x10 L Span - 5.0 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.1860, S = 0.1770 kt t Point Load : D = 2.760, L = 2.10, S =1.730 k @ 0.750 ft Maximum Bending Stress Ratio = 0.5931 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 596.50psi fv: Actual = 40.51 psi Fb: Allowable = 1,006.25psi Fv: Allowable = 195.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 0.766ft Location of maximum on span = 4.215 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio = 5132>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.031 in Ratio = 1916>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.613 1.670 Overall MINimum 1.913 0.702 D Only 2.839 0.907 +D+L 4.624 1.222 +D+S 4.752 1.609 +D+0.750L 4.178 1.144 +D+0.750L+0.7508 5.613 1.670 +0.60D 1.704 0.544 L Only 1.785 0.315 S Only 1.913 0.702 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 850.Opsi Ebend-xx 1,300.Oksi Fc-PHI 1,300.0psi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc- Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.Opsi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.45 S(0.7) D 0.1610 S 0.2690 4x12 Span = 9.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.1610, S = 0.2690 k/ft Point Load : D = 0.450, S = 0.70 k @ 2.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.993: 1 Maximum Shear Stress Ratio = 0.577 : 1 Section used for this span 4x12 Section used for this span 4x12 fo: Actual = 1,068.06osi fv: Actual = 99.51 psi Flo: Allowable = 1,075.25psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.270ft 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 0.130 in Ratio = 899>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.212 in Ratio = 552>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Supportnotation: Farleftis#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.017 2.397 Overall MINimum 1.850 1.473 D Only 1.167 0.924 +D+S 3.017 2.397 +D+0.7505 2.554 2.029 +0.60D 0.700 0.555 S Only 1.850 1.473 Wood Beam DESCRIPTION: CJ1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 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 Span = 19.0 ft Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 850.0 psi E : Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.0 ksi 405.0 psi 150.0 psi 525.0 psi Density 26.840 pcf Repetitive Member Stress Increase 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 = 0.020 ksf, Tributary Width =1.330 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.939 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 1,010.061Dsi fv: Actual = 37.69 psi Fb: Allowable = 1,075.25psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.500ft Location of maximum on span = 18.237 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.610 in Ratio = 373 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.915 in Ratio = 249>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.379 0.379 Overall MINimum 0.253 0.253 D Only 0.126 0.126 +D+L 0.379 0.379 +D+0.750L 0.316 0.316 +0.60D 0.076 0.076 L Only 0.253 0.253 19 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 1 15 16 17 18 19 20 4x6 HF #2 815 522 362 266 204 160 117 - - - - - - - - - - 3 1/2 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - 4x8 HF #2 1270 902 627 460 353 279 226 186 155 122 31/2 x 7 1/4 LSL 2275 1456 1011 743 522 367 267 201 155 122 6x8 DF #2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 4x10 HF #2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 - 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 51/4 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 91/2 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF #2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 51/4 x 91/2 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211/16 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF #2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 31/2 x11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 1 617 494 402 331 276 232 198 169 31/2 x11 7/8 PSL 4020 1 3216 1 2680 1 2297 1 2010 1787 1 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 5357 4591 4018 3571 3185 2632 2090 1644 1316 1 1070 882 735 619 526 1 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WLL/WDL <= 4.0 5. Table values include the Size Factor (CF) C C Beam Span Table "' LS I'll01/18/21 Checked Date ENGINEERING Scale sheet No. 250 4th Ave. South project Job No. Suite 200 Co Johnson 20456.10 Edmonds, WA 98020 20 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 1 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 114 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x117/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 3 1/2 x 117/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL - - 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WII/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Co) C 410�- ENGINEERING 2504th Ave. South Suite 200 Edmonds, WA 98020 No. 20456.10 No. 21 BEARING WALL TABLE IBC 2015, NDS 2015 Date modified 10-2-14 ALLOWABLE LOAD (PLF) 8ft 9ft 1 Oft STUD 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 2x4 HF Stud Grade 3191 2127 1596 2640 1760 1320 2203 1469 1101 2x4 HF #2 3704 2469 1852 2991 1994 1496 2458 1639 1229 2x4 HF #1 3987 2658 1993 3465 2310 1733 2855 1903 1427 2x4 DF Stud Grade 3620 2413 1810 3014 2010 1507 2525 1683 1263 2x4 DF #2 4474 2983 2237 3635 2424 1818 2999 1999 1499 2x4 DF #1 4808 3205 2404 3901 2601 1950 3215 2143 1607 3x4 HF Stud Grade 5318 3546 2659 4401 2934 2200 3672 2448 1836 3x4 HF #2 6113 4075 3056 4986 3324 2493 4097 2732 2049 3x4 HF #1 6113 4075 3056 5775 3850 2888 4758 3172 2379 3x4 DF Stud Grade 6033 4022 3016 5024 3349 2512 4209 2806 2104 3x4 DF #2 7457 4971 3728 6059 4039 3030 4998 3332 2499 3x4 DF #1 8013 5342 4007 6501 4334 3251 5358 3572 2679 2x6 HF Stud Grade 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF #2 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF #1 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 DF Stud Grade 8701 5800 4350 8084 5390 4042 7396 4930 3698 2x6 DF #2 9668 6445 4834 9668 6445 4834 9668 6445 4834 2x6 DF #1 9668 6445 4834 9668 6445 4834 9668 6445 4834 Notes: 1. This table assumes that the studs are braced by either sheathing or gypsum wall board. 2. Values shown are in plf and represent 100% bearing capacity based on the February 2018 report by American Wood Council for "Fire -Resistance -Rated Wood -Frame Wall and Floor/Ceiling Assemblies" 3. Bold and italicized values are controlled by bottom plate bearing capacity. 4. All DF studs assume a DF bottom plate. 5. All appropriate CF and Cb factors have been included. 6. Engineer should apply the Ci factor to the allowable loads shown when pressure treated studs are necessary. 7. Engineer should consider out of Plane loads where appropriate. 0 Description By LS Date 01/18/21 Bearing Wall Capacity Table checked Date ENGINEERING Scale Sheet No. 250 Ave. South Su Suite 200 project Cory Johnson Job No. Edmonds, WA9802o 20456.10 WA HF Column & HF Sill Plate Capacity TABLE IBC 2015, NDS 2015 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PSILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PsILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PSILL 8,505 8,505 8,505 1 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PSILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PsILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PsILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PSILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PsILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - 4x6HF#2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PSILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PsILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,60411 20,604 11 20,604 20,604 1 20,604 - - - - - � 00 Description By LS Date 01/18/21 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 Ave. South Su Suite 200 Project CoryJohnson Job No. 20456.10 23 Column Design The columns are designed using the column design table from a computer spreadsheet program. Refer to the column table to follow. Loads from the beam reactions are used for the column design, and columns are selected with capacities that exceed these loads. Bearing Wall Design Bearing walls are designed using another spreadsheet. The wall capacity is selected to exceed the actual bearing wall loads. Refer to the bearing wall spreadsheet to follow. Maximum Load to Exterior 2x6 Wall 1250 PLF Maximum Load to Interior 2x4 Wall 1200 PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Maximum Load to Interior (2)-2x4 Party Wall 1250 PLF E.F. Foundation Design Based on the geotechnical engineering report, the allowable soil bearing pressure is as given below. The minimum continuous wall footing is 16" wide and the minimum isolated spread footing is 24" square. Continuous Wall Footing Capacity: 2000 PSF 1.33 Feet = 2660 PLF (Note that this values exceeds all bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where there are isolated loads, spread footings will be used. If load exceeds 2660 PSF 2 Feet = 5.3 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 6 Kips 2.5 x 2.5 9 Kips 3 x 3 14 Kips 3.5 x 3.5 18 Kips Description Gravity Design By LS Date 01/18/21 Columns / Bearing Walls / Foundations checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Co Johnson Job No. 20456.10 Edmonds, WA 98020 Seismic Analysis Design Per 2015 IBC & ASCE 7-10 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D From Computer Program: SS = 1.279 Lat. = 47.820 Short & 1-Sec Period Mapped St = 0.501 Long. _-122.353 Aceleration Parameters (MCE) SMS = FaSs = 1.28 Fa = 1.000 ASCE 7-10 (Eq. 11.4-1) SM, = F St = 0.75 F = 1.500 ASCE 7-10 (Eq. 11.4-2) SpS = (2/3)SMS = 0.853 ASCE 7-10 (Eq. 11.4-3) Spt = (2/3)SM, = 0.501 ASCE 7-10 (Eq. 11.4-4) Ta = Cthnx = 0.19 Ct = 0.02 ASCE 7-10 (Table 12.8-2) hn = 20 x = 0.75 ASCE 7-10 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-10 (Table 12.2-1) IF Factor = 1.0 (Non -Essential Facility) ASCE 7-10 (Table 1.5-2) Seismic Base Shear V = 0.044SpSl = 0.038 W (Minimum Force) ASCE 7-10 (Eq. 12.8-5) V = (SpSIW)/R = 0.131 W (Governing Force) ASCE 7-10 (Eq. 12.8-2) V = (SD11W)/RTa = 0.407 W (Maximum Force) ASCE 7-10 (Eq. 12.8-3) Description Seismic Base Shear By LS Date 01/18/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 CoryJohnson 25 Edmonds, WA 98020 20456.10 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 110 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 22.5 Mean Roof Height (feet) hmean= 20 Building Length (feet) L= 64 Building Width (feet) W= 55 End Zone Width, a (feet) a= 5.5 Figure 28.6-1 Roof Angle Angle= 26.6 Design Wind Pressure, P,3 P530A= 23.3 Figure 28.6-1 Design Wind Pressure, p53 Ps30B= 7.4 Figure 28.6-1 Design Wind Pressure, p53 Ps30c= 15.6 Figure 28.6-1 Design Wind Pressure, p53 Ps30D= 6.5 Figure 28.6-1 Height/Exposure Adjustm, Xm = 1.00 Topo. Effect Coeff., K, KZt= 1.00 Vasd = Vult*VO.6 Section 1609.3.1 U LT ASD ps A*Kzt*p53o p5=A*Kzt*ps30*0.6 23.3 14.0 p530A= p530e= 7.4 4.4 p530c= 15.6 9.4 p530D= 6.5 3.9 1/8/2021 ATC Hazards by Location i TC Hazards by Location Search Information ,gefes 101 o,'p'egUlm futarysvllle Address: 19726 88th Ave W, Edmonds, WA 98026, USA ° ''� 361 ft Coordinates: 47.8195634,-122.3525439 7°' It Elevation. 361 ft Timestamp: 2021-01-08T18:38:01.943Z Retlrnond Seattle ° Hazard Type: Seismic - o Reference ASCE7-10 Go g le Map data ©2021 Google Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 0 .20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.279 MCER ground motion (period=0.2s) S1 0.501 MCER ground motion (period=1.Os) SMS 1.279 Site -modified spectral acceleration value SM1 0.751 Site -modified spectral acceleration value SDg 0.853 Numeric seismic design value at 0.2s SA SD1 0.501 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s 27 Fv 1.5 Site amplification factor at 1.0s https://hazards.atcouncil.org/#/seismic?lat=47.8195634&ing=-122.3525439&address=19726 88th Ave W%2C Edmonds%2C WA 98026%2C USA 1/2 Topo North America" 10 Norma Beach r 1~TH57SWp� Pianfc.PoinbNorffrLynnwood 2 o, w �~ > Beverly +lcres I m B ns$ L c 3RD PL—SW1 y gg 0 p - rn • S JZE 180TH ST 5 W �p m A Perrim e- - m ( S k T. W122' 21.I53' -- v 'Aidenvaod-Manor Lynnwood Alder:•.00d Village _ Cedar Val° lev r PNger ysr .,.. -M T 56r,rra 104 Edmonds WST attle He#ghts L.]. �I r o v) t r r d• LU BQ �I v + y I2' H ST SW C ' 2 ST s.W Edwards Point- p - s i179 w 11 o' f220TH SW m. ��•?jrff STSW �Woodiv Esperanoe 979 L¢ ,` z errs 1�, 2315T TSW Y7 _ 1 i 4— AFat111t18kC Terrace --y a ss • - £ xr (] Q Co I Y �� `= Firdale �44iH x ---- Ly NW 275TH- 9 STS ---- -, o-- _ -�� - o 451.2 ft 400 ft H/L = 400FT/2300FT 300 ft H/L = 0.17 < 0.20 KZT = 1.0 200 ft 100 ft 0 ft -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -381.6 ft Avg Grade: 3 Climb Bev: 204.4 ft Desc Bev: 586.0 ft Max. Bev: 451.2 ft Min. Bev: -0.9 ft Climb Dist: 1.2 mi Desc Dist: 2.2 mi 99 Data use subject to license. TN Scale 1 : 62,500 % © Del-orme. Topo North America TM 10. MN (15.0-E) o 1% P km www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 y _ 47TH "Pi W a I � I AS7H E VJ W 48TH AVE W M Ld;H19b � L T y, nl$ Q4 W' ./ lYV 3AV HJ Bb 1� F -PA--Id 1db x I I 49L SOTI.AVE W m 5pTF"P.L_W 1ST AVE W � � ,i�r l �s .. �I �+ _� 51ST AVE W-1 S15T.PL W o. '52ND AVE W _ )_. � .52ND AVE W�52ND AVE W Q.r ti ��� � S2ND AVq 51V l rfl _ E o � E � �. w. 5 PL T {� Q p Z a r ..I 53RD PL W 1 53RD' L^W- rNi IMA I `6 �I (��` 3- v c '4'-" Tfl S5TH AVE"W 7d Q21iS ! �i� u' - d ❑. f �' r M 3ftb MLbS RM1 Id HIVS- W J tip_ �r 56TH-AVE 5fiTH•PLi+W,.d a' �.P $•,� y i.l'i.w`r+-;= 1•, f I�--��-�` M ld. 149 .� Neu. 1 d� d �_ ;' ga w x'r -, J_L �j v S 77I 7 SBTH'PL W •'s�•58TH PL S � '7 I n n 1 J �� `'- c r�F 54TH AVE W R N PL W + : rl y c `� LL O O M CV N O CO uj v m U' rn o a� W p � _ H . %60TH AVE iW -+ �1 —i OTH AVE W :._ > 60TH AVE W �+• a�. } SI l0n Q c ~ ry' 62ND AVE W fi1ST PL W ! fi15T P.L� 61S[:PL y �Q _ s V �I I,M 3AV CJNN 63RD PL W x rsr M 3n. H ONz9 a a 64TH�A'VE WI�yI, N rx' �! M �/4t, Hlb9 65TN PL W �.: 6TH AVE W n W 311H�W159 - O O O II FLfi6.1H_AV`E ] b6T AVEW F rm �r66�p4�' f N— ry 1 tiM y;+ 1 ��681, VE.W 68TH�A W 49 68TH AVE H H189 -1dr1L o KEJlEip In: xdw �70 * 7 {++ � ! 69TH PL'-W � 1-•. rr, � a II II J J N E co v�4i�� o r' I •� r aa.��ara.3ma .c. ni anc o� ry `., ' M 4AV Hiol jr :7,2ND AVEIW 7ZND W Al lH! nC D AVE W it L -M 311d �[VZL�� 73RD Er 73RD AVE W AVE 73R[7 PL l� fR w tit AVE W L Lq 7-rt ��j _ I 7d ;'` 74TH AVE M•ld til I.. �:,1 p �bFt 3Ad HJp/ lb�- co I , 7 I I •! I i- 6TH AVE W n rM,�nH 7}19Z�T� l N�j M�31]V kLL9L 77TI PI ;, A'.•'C 'rV (n fiTH'PL W IJ] - �C-=="r 787H PL W 8TH PLIVY'' ld F11CC�`n79TH�AVF, :J f:l I Vf W.. LO ao Cl) N ' a I 1ICaC i ! ��x M _1S.y166T �� •{r I� 82ND All 4 NI F I f 82Nc, AVE W f 1 y yS4Jj''��SG�RI, o rn NJ81'ST AVF.'l'J c M 10�( ��D� cV m C7 W N `° w AVE W 8 Pk rmH 83 N m } 1 II F•p .M 3nr/ Q'dE8 �d �' 84 zx' a�i II ' Y4i'PL'l1 'TN�N y. F z 86T 86 f- H PLrg-3�:r F n N n 7'y Nl S 7 d H 158a�'"�"'f °a 0.1 d �I�a88TH AVE W ,�: x zN N ' ?j � m N 92Np AVE W� DRN y rm 7 }•. Y a INE 2TH N-SKYL, ":rS[ 94iN AVE', �',aq• rf^ i MPIC IIVE 9TH'PL Wes-{ QL �� 10 HAVEN IpLN 77H ANEW ,I - -97TH PL}W W o m CV ao JI S d� 3TH i I Y•00TH AVEIW J �.� _�.{ 1 H I ,WE S 8 AV'E•S P p a. �: j0 h;+J .! l l ki 7THL 5 F � Lll w p N i N AV HiI o S 9AV H 1L' p N `I 6TH AVE �:: 106TH AVE Vez4 aNi w C) N111AV ' HJ, d 0T C3:. 3Rp AVE-S.firV a p W-SONOWU LU� ' �a q }. on-� DV1AY FA ❑,S N W E �OONIH�r +w` O N N c N .. ❑ C 'v V1 W N ■ a O J U U i w 0 0 0 0 O O O N m N 0 O V U M Topo North America" 10 ❑. •iJorma Beach---� `�- 1aaTH sr swl��L_ Picnic Point- NortFl.Lyn nWood " Lundr G Och x —p m. s� Mea dowd le - a r eevtrly Acres f m m '173RD Pt= sw, 99 �• , 9 1 ID ` W3: �L ¢ v c 180 • ST SW I =L Perri Wile. r� ¢ 5 rk g ^ - N47° 49.174' °U W122°21.153' 'N WderwoodManor ` GETaR I Lynnwood cl Alderwuod Village b CASP.E 1 Prr"F j 1813 Cedar Valley I.. Prlgar-"� gr. 4arrrrd spa .W Edmonds_ v N .STI4. Seattle Heights z w 4 t �r1 �T z ri a Q ❑ 2TH ST Sw n 1 H S r :5; 10�'�O m F Edwards Point m :. �` cn Ti - SAY- .. LV. Y 2.179 Y —a2oz+l's u 1 kId zzoTH Sw. = L N F� Eaperance I 178 s. !LIA _ C mm l eer,_ 2315 5W x] WACHl1SETi RR Mountlake Terrace i 41n . el m .- rp rn J j �0� co -Firdale 2 - --- .__, rv{v.zasTH-sr ,_-v za.4r�l sr,sw 104 - SITE �` s m 7 _ F r�L —6d m N _ 455.0 ft 400 ft H/L < 0.20 300 ft KZT = 1.0 200 ft 100 ft 0 ft -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -454.3 ft Avg Grade: 3 Climb Elev: 123.6 ft Desc Elev: 577.9 ft Max. Elev: 455.0 ft Min. Elev: -1.1 ft Climb Dist: 1.1 mi Desc Dist: 2.4 mi Data use subject to license. TN Scale 1 : 62,500 0 /. Y. % © Del-orme. Topo North America TM 10. MN (15.0-E) 0 1 0 1% P km www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 ❑ 44TH,AVE W M-dnV-O�eb - FI`PL-w MS J.S FIIVGZ � 45fH:AVE W qI _._�yT �O 46 HT AVE W l� ��� 1 H ��48TH'AVE'W 48TH AVE W m r M ld H19b�_ _ m -- - IT vr''N- _ E o d Q} L n 1 J� M 311y r jp TAT orN PL W- 56TH_aVF W M' °t� Fus- f �� z J 5aT " L.W S15T AVE �V n m a 1 •i!':eLO 515T PL W �/l ��I'I '�: r x s �n m� N x N Msar�. DIAvew 52ND•AVE W 52NDAVE'W F �o;F ry 52ND'P1 c-v v M�a O (�J 0 V O ao •0 o Z 53RD'�Pi-yW L.1I I 7Q� J k ry �: M~ M env H1bs I l 1, dip'' f �i hM1 ld wlbs'tii FEB�: m M 57T11'Pi W' d' dbH I I _ E f6 Uf a) 56TH-PLaW-a t ,�-, ar ,�S ; �,;--��d19s U; M ld-�Ff L95 SBTH'PL�IVJ �1m.. PL tN' �L � c �� ti�2' 59TH P.L-W V J N o Lo rn Q w c_ H 58TH n ^ i n 1 y = �� ��F . 54TH AVE W ..W 1 60TH W y 60TFiLAVE w 60TH AVE W o ) 1 --- d�] 6.15T AVE Tl- oy = Y ri 62N AVE W GIST PL W ��[ �i 615T P y - Rp'pVE:W m y fi3RD PL W x h v 6a'ri� AVE'w 3nH 64TH AVE W} M 3/1y Q .g Z Cr AVE 55TH PL 11f, m 6TH A_VE n µ6fiTN_AVE W n _� syml_ e Hlb9W6111WAVE-� l M Id 667FI'PL W 4 - t � u Mnvl �68yTTi A E W n �-- = Ay ��C W M y H189� Mad H1L9 ro S dQ hM131/{ a`dW7[l[]! J' f 69TH PL- r r 1 �''MLL9 Aj- r�� i� �"'.::....��. ^'cfi �4� F t �1M1.3AVH159 h1311b o M AliH10L 72 0C r m roc W 73RD Pt-W�� � W CD r� IAb.ral a._ 73RD AVE � 4'1 7d dk S'� ll 7 AVE - 74TH A M Hob FL"-"--- Id . 6TH.AVE W L �Y1 H192 y� 77TH AVE W ���� 5� f �. ) -+=-1 M3.dH19L 7 HPLW kIi �� 8 H VEw Q - 78TH Pl W I 79TH AVE W I u � n c � y4` ' Ml -H18L 3 M ld HJ 8 <<G $ J u 165.I y. �- ... •• .-.. ..to .t._ Y �, -cn m 81ST PL!N :,... AV M 3nV-1•S.T CS a> W x yr�•Gy��1 a �. 2ND 8 m a N _m �82ND PL w �p .•F 183RD AVE .� �^' l r II f w Ip 1 "'a fLo 84Tfi' E W,- o x J3 w 1 .. f r � ���� 1$ e f 3 86TH PL W � �z AVE W '�-"--`7. 6 7�88TH Pt a o' [ N� MAP HILLGREST' =-9IST AVE W `aj .Y 92ND AVE W- o ti 2 KYL INf•nx� �+. ry v. Ih 7d N _, m°,!h M 3AtJ gNZ6 LSr6 . L �tN �r- I ��, 95SFI PL W q- LL }. �y' LI ( 97T1i AVEFW rviPOW �1 in 7IdiVAl4 Np.. �ry+-97TH Pl W zLq M 3AH E [o of v E N C'i I HIS O 311V1 FLL6 3AV HI S VE S '' P I a I PL W AVF7TFl PL"' n ST , a y W w • m or N H �' ��, m �� 1 LJ jr. !� J ' 6TH A `��'TH AVE Llt� U (3su� 3RD AVE 5 LL�Ln z r 3 TI MBERLN ��S o Atl O PAR NOWQ3 w 1 K?RQ i �NQ RD� t r�yNQaTKA Q� W� 0. �. , �L Lam' o f QN NOONiH�++1��"C]•'-r+, ......T r-..,�i v ❑ (0CNF O E w ❑ } E O 0 LO E p z w C V V) w u O J E E a✓ 4 a✓ a✓ a✓ a✓ a✓ U U 0 0 0 0 0 N V CM OCM N N 0 V U Seismic Forces - Vertical Distribution (Existing Buildinq) Refer to ASCE 7-10 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story wI . h;k wX, hXk Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ew;.hik FX FX Roof Framing 20 1300 26.0 24 624 0.55 3.3 3.3 Main Framing 25 0 0.0 11 0 0.00 0.0 3.3 E = 26 - 624 0.55 2.4 - Base Shear (ULT) 3.4 kips Base Shear (ASD) 2.4 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 3.3 3.3 Main Framing 1.0 0.0 3.3 Y = 3.3 - Diaphraam Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm wI E w; FI E F; E FI . wPX Fpx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E wI 0.2SDSIWPx 0.4SDSIWpx Govern Roof Framing 26.0 26.0 3.3 3.3 3.3 3.2 6.3 3.3 Main Framing 0.0 26.0 0.0 3.3 0.0 0.0 0.0 0.0 Description By Date Seismic &Diaphragm Force Distribution LS 01/18/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Project Job No. 32 Suite 200 Cory Johnson Edmonds, WA 98020 20456.10 Seismic Forces - Vertical Distribution (Addition) Refer to ASCE 7-10 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story wI . h;k w,(. hXk Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ew;.hik FX FX Roof Framing 20 1620 32.4 24 778 0.69 4.2 4.2 Main Framing 25 1300 32.5 11 358 0.31 1.9 6.1 E = 64.9 - 1135 1.00 6.1 - Base Shear (ULT) 8.5 kips Base Shear (ASD) 6.1 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 4.2 4.2 Main Framing 1.0 1.9 6.1 Y = 6.1 - Diaphraam Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm wI E w; FI E F; E FI . wPX Fpx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E wI 0.2SDSIWPX 0.4SDSIWpx Govern Roof Framing 32.4 32.4 4.2 4.2 4.2 3.9 7.9 4.2 Main Framing 32.5 64.9 1.9 6.1 3.0 4.0 7.9 4.0 CMChecked By Date Seismic &Diaphragm Force Distribution LS 01/18/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Project Job No. 33 Suite 200 Cory Johnson Edmonds, WA 98020 20456.10 LATERAL FORCE CALCULATIONS SO YR-.TECT-L ASPHALT COMPOSTE RO NG TO MATCH FA5TING- 4 INSTALL Nt LAP SIDING, T.B.D - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - E%RICGE=2411"+/- (T.0. E%RIDGE) NEW lHil NEW A EE MAIN FLOOR PLATE=165"+/- (T.O. EX TOP PLATE) NEW STAIR ,L EXISTING MAIN FLOOR=85"+/- EXISTING GRADE (T.O. E% SUBFLOOR) NE NEW 11 NEW NEW EXIPTING LOWER FLOOR =- %ISTINGGRADE (EL=n) B - - - - - - - - - - - - - - - - - - - - - - - - - WIND FORCES-V-DIR: - - - - - - - - - - - - - - - - - - - - - - - - - - 0S B 5'3ROOF=100SF'4.4PSF+3]OSF'3.9PSF+40SF'14PSF+185SF'9.4PSF=4.2K MAIN=50SF`14PSF + 280SF'9.4PSF = 3.3K NORTH ELEVATION VFW GASLE 30 YR ARLHttECTURAL ASPHALTGOMPOSITE 3D YR ARG URAL Rx"NG TO MATCH E%ISTMG EXISTING ROOFTO REMAIN ASPHALT COMPOOMP0 SITE INSTALL NEW SMNGIE SIDING, ROOFING TO MATCH EXISTING T.B.D. 7 A EX RIDGE = 2411'+/- (TO EH RIDGE] EXIST EXIST. EXSTING ,L EX MAIN FLOOR PLATE =165"N- (EX TOPXr P PLATE) E%I NG INSTALL NEW LAP SIDING, ENSTING TBD EXISTING IIIIII�,IIIIII I`I W LJ lHa EXISTING MNN FLOOR = - --"511,G GRADE - GRADE (ELING (TO, Ex 5U6FLOOR) NEW POSTS PER STRUCTURAL (EL- ING LOWER FLOOR=OYY' 0. SLAB NEW LOWERFLOOR=-R,+1 (T.0. SLAB) 34 EAST ELEVATION LATERAL FORCE CALCULATIONS E%15TING ROOF TO REMAIN 30 YR ARCNRECTURAL ASPHALT COMP05ITE ROOFlNGTO MATQ1 EgSTING (T.0. E%RR*F) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ EEMAIN FLOOR PLATE=165'+l- +l-J LEW STR OST PER URAL IEW NEW NEW NEW P05T PER STRUCTURAL (T.0. E%TOP PUTS) �A55 AR GH GUARDRAIL MBLY ttP. INSTALL NEW LAP 5101NG. T.B.D. V FJ.ISTPIj MAIN FLOOR = _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ (T.O. E%SUBFLOOR) ❑ 15TI ❑ ____----------------------- 4 m _________________ _. NEW[TA� TEMP D RFL00R=d0' E%15TING LOWE ENSTING GRADE . i —25'-711__ _ _ _ _ tla•— _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0. E%SLAB _ _ _ _ _ _ — — — — — — — — — — — — — — — INSTALL NEW LAP SIDING. — — — _ _ _ _ _ _ _ _ _ _ _z$ _ _ _6'_9 Averege existing gretle = 5.09 FT (1.5+4.5)`0.5"2.5 + (4.5+8.5)'0.5'28.5y[26.5+2.5+9] 5.09 FT < 6FT — — W. LOWER FLOOR -Id'+/ o —3 (T.0.5UB) Existing main goor nol consitleretl story above gratle per SOUTH ELEVATION ASCE7-10. Seismic story forces at existing main level equal zero. 163.83 sf it PER RTWN�LRAL WR _--_M—_ EXISTING ROOF TO REMAIN OUR CaL Cr o Ex RIDGE) A E%MAIN FLOOR PLATE =1W+/- (TD.E%TPPLATE) EC YR LE 30 ARCHREGTURAL Sf 5 `I5 CO�P051TE ROOHNG TO MATCH Ep5TIN6 A EXISTING MAIN FLOOR = — — — — — — — — — — —ASPHALT (T.O. E% SUBFLOOR) E%I NG E%I NG TR TE 5. FXISTIIG LOWER ELOOR=ao" 5'3' 5'L'� NEW STAIR WIND FORCES-X-DIR (ADDITIONI: WIND FORCES-X-DIR (EXISTING BUILDINGI WEST ELEVATION ROOF=100SF'14PSF+100SF'9.4PSF=2.3K ROOF=165SF'3.9PSF+75SF'9.4PSF=1.3K ��-°+-�O MAIN=90SF`14PSF+75SF'9.4PSF=2.OK MAIN=i50SF'9.4PSF=1.4K 35 LATERAL KEY PLAN - ROOF A B Roof Floor Lateral Forces (Addition) A3.0 A3.0 EY = 4.2K WY = 4.2K 9'-71/2" 1 '-1" 5-0" 8'-21/2" `5/11-0�T — — — 12 83 ETBACK LINE A -S' v-- — — — — — — 4A i GAS STUB FOR BBO BBQ r ATTIG STORAGE \ / \ / I ABOVE GARAGE \ / AND MUD/ WORKSHOP sroRAGE Roots \ / Roof Floor Lateral Forces (Addition) � o _ 2A HARDWOOD I \ / \ / EX = 4.2K BEAM5 PER L NEW L NEW _ WX = 2.3K STRUCTURAL II SKYLIGHT SKYLIGHT DN GARAGE _ — _ _ _ _ — — — — — _ _ _ _ _ _ _ _ _ — —11'-77/8" _ 1,23 .72 sf 2'-10"2 7 CONCRETE \ / /\ O f OUTDOOR CEILING FAN_ m HEATERS - ' LIVING ABOVE �- N - — — — BENCH/ 'HOOKS HARDWOOD _ _ , COAT CLO 09 08 MUDISTOR QN o NEW LNEW, Q TILE / \ SKYLIGHT SKYLIGHT F 10 g2 Roof Floor Lateral Forces (Existing Building) / _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ CABINETS LJ 46 EX=3.3K/2=1.7KWX= B ®® I2 POSTS PER ALIGN WITH 5TRUCTURAL BATH EXISTING WALL EXISTING EXISTING F BED SKYLIGHT I — I EXISTING IEXao I- _ _ _ _ — KITCHEN A A30 EXISTING �y� I XI TI G ON I 0 20'-35/8" Ff STING I I EX CLO EJ(CLO Sr r — — N � DIN IN6059.451sf EXIS, L r EXISTING SKYLIGHT II M.BED EXISTING I I EasTING PORCH CONCRETE I A3.0 F — — —— I II N 0 Nw EXISTING _______ N SKYLIGHT LIVING M.BATH CLO II EXISTING Y EXISTING FEXL51NG 11 /]A II Lx EXISTING 36 I I B I A3.0 LATERAL KEY PLAN - MAIN Main Floor Lateral Forces (Addition) 0 EX = 1.9K'0 WX = 2.OK Main Floor Lateral Forces (Existing Building) EX=OK WX=1.4K Lx q g Main Floor Lateral Forces (Addition) A3.0 A3.o EY = 1.9K WY = 4.6K 37 e A3.0 Upper Floor Shear Walls -Walls Below the Roof Framing Story HT = ■ 8 Fx (EQ) = 4.2 kips (Story Shear) Fx wind = 2.3 ki Sto Shear Wall HT= 8 Max h/w 3.5 Wx= 210.0 PLF seismic Sos= 0.87 Wx= 115.0 PLF wind X - Direction Walls Wall Wall SW Trlb EQ, WL EQ Wind SW Reduced Gross Gross (0.6-0.145�)DL 0.6*DL Net U lift Hold-down Line Line DL End i End j End i End j End i End j End i End j Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift Load Load Trib A 1 11.75 10 1.0 62 24 SW6 11.3 0.5 0.3 0.5 0.5 0.7 0.7 0.0 0.0 None None 2.1 1.2 7.0 2 13.25 - 1.0 62 24 SW6 12.8 0.5 0.3 0.6 0.6 0.7 0.7 0.0 0.0 None None - - 7.0 3 8.67 - 1.0 62 24 SW6 8.2 0.5 0.3 0.4 0.4 0.5 0.5 0.1 0.1 None None - - 7.0 4 0 0.0 5 0 0.0 6 0 0.0 0.0 0.0 0.0 0.0 B 1 20.25 10 1.0 101 46 SW6 19.8 0.8 0.5 0.9 0.9 1.1 1.1 0.0 0.0 None None 3.8 2.5 7.0 2 17.5 - 1.0 101 46 SW6 17.0 0.8 0.5 0.8 0.8 1.0 1.0 0.1 0.1 None None - - 7.0 3 0 0.0 4 0 0.0 5 0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E Z6.6 She-Ils: 1/2" sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d@2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d@2"o.c. l Re-Cac 1200 f p C3�J ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table (Floor Clear Span = 16") Nil 0 kips None - 0.5 kips MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips kips kips Re-Calc 6.5 kips Upper Floor Shear Walls X-Direction Johnson b.9 3.15 =Input Cell Input Cell w/ Formula Existing Building Load Included LS 01 /18/21 Checked Date Scale Sheet No. NTS Job No. 38 20456.10 Upper Floor Shear Walls -Walls Below the Roof Framin� Y - Direction Walls y Fy (Eq) = 4.2 kips (Story Shear) Stor0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 E 64.5 4.2 4.2 -Input Cell Input Cell wl Formula Story Height = 9.5 ft Stem Wall Height = 2.83 ft Wall Height = 6.67 ft Description By Date Upper Floor Shear Walls LS 01/18/21 Checked Date Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 39 Project Cory Johnson Job No. Edmonds, WA 98020 20456.10 HT = 8 F wind = 4.2 kips (Story Shear Wall HT= 8 Max h/w 3.5 Wy = 65 PLF seismic Sos = 0.87 Wy= 65 PLF wind E4 Wind Eq Wind Governing EQ Wind Wall Wall SW Trib E4, WL E4 Wind SW Reduced Gross Gross (o.s-o.lasw)pL 0.6•DL Net U lift Hold-down Line Line DL Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End J End I End] Load Load Trib 1 A 11.75 0.8 340 243 �� 25 2 4 2.4 0.1 0.1 0.1 0.1 2.4 2.4 MST48 MST48 0.8 0.8 0.0 2.75 - SW3 - - 0.0 0.0 2 A 13.75 22 1.0 104 74 SW6 13.3 0.9 0.9 0.3 0.3 0.3 0.3 0.6 0.6 MST37 MST37 1.4 1.4 0.0 e 0 - - - 0.0 0.0 3 A 8.33 20.5 1.0 150 114 SW6 ZS 1.4 1.4 0.2 0.2 0.2 0.2 1.2 1.2 MST37 MST37 1.3 1.3 0.0 0.0 4 A 1.92 10.25 0.6 302 216 SW4 1.4 1.6 1.6 0.0 0.0 0.0 0.0 1.5 1.5 HDU2 HDU2 0.7 0.7 0.0 B 1.92 - 0.6 302 216 SW4 1.4 1.6 1.6 0.0 0.0 0.0 0.0 1.5 1.5 HDU2 HDU2 - - 0.0 0.0 0.0 0.0 0.0 0.0 Holdown Table Nil - 0 kips None - 0.5 kips HDU2 (2}2x HF 2.215 kips HDU4 (2}2x HF 3.285 kips HDU5 (2}2x HF 4.065 kips HDUB 4x DF#2 6.970 kips HDU11 6x6 DF#1 9.535 kips HDU14 6x6 DF#1 14.445 kips kips kips Re -Galt 14.5 kips Main Floor Shear Walls - Walls Below the Upper Floor Framing X - Direction Walls IF x (EQ) - 1.9 kips (Story Shear) Story Fir = 9.33 Fx (wind)= 2.0 kips (StoryShear WoII FR= 8.33 Max ll 3.5 Wx= 95 PLF seismic ISIDS= 0.85 Wx= 100 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind tall Wall SW 7rib From Above EQ, WL EQ Wind SW Reduced Gross Gross lo.s-0.1aswloL 0.6 * DL From Above Net U lift Hold-down Line Line DL ine Mark Leng[h Width Eq Wind 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j End! End j Load Load Trib A 1 0 10 2.1 1.2 3.1 2.2 0.0 2 0 - - - - - 0.0 3 0 - - - - - 0.0 4 3.92 - - - 0.9 193 97 SW6 3.4 1.9 1.4 0.1 0.1 0.1 0.1 0.0 0.0 1.9 1.9 HDU2 HDU2 - - 0.0 5 7.33 - - - 1.0 182 92 SW6 6.8 1.8 1.3 0.1 0.1 0.2 0.2 0.0 0.0 1.7 1.7 HDU2 HDU2 - - 0.0 6 5.5 - - - 1.0 182 92 SW6 5.0 1.9 1.3 0.1 0.1 0.1 0.1 0.0 0.0 1.8 1.8 HDU2 HDU2 - - 0.0 0.0 0.0 0.0 B 1 0 10 3.8 2.5 4.8 4.9 0.0 2 0 - - - - - 0.0 3 3.8 - - - 0.9 207 151 SW6 3.3 2.1 0.1 0.1 0.1 0.1 0.0 0.0 HDU2 HDU2 - - 0.0 4 5.33 - - - 1.0 189 138 SW6 4.8 1.9 % 2.0 0.1 0.1 0.1 0.1 0.0 0.0 % 1.9 % 1.9 HDU2 HDU2 - - 0.0 5 16 - - - 1.0 189 138 SW6 15.5 1.8 1.9 0.3 0.3 0.4 0.4 0.0 0.0 1.5 1.5 HDU2 HDU2 - - 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 - - - - 100 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E 20.0 5.9 3.6 7.8 7.0 Sheamalls: 1/2" sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 p0 SW4 8d@4"o.c. 350 p0 SW3 8d@3"o.c. 455 p0 SW2 8d@2"o.c. 595 p0 2SW4 8d@4"o.c. 706 p0 2SW3 8d�3"o.c. 910 p0 2SW2 8d:2"o.c. "go p0 Re-Cak, 1200 1 p0 CM ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table Nil 0 kips None - 0.5 kips HDU2 (2)-2x HF 2.215 kips HDU4 (2)-2x HF 3.285 kips HDU5 (2)-2x HF 4.065 kips HDU8 4x DF#2 6.970 kips HDUll 6x6 DF#1 9.535 kips HDU14 6,6 DF#1 14.445 kips kips kips Re -Galt 14.5 kips Main Floor Shear Walls X-Direction Johnson Input Cell Input Cell w/ Formula Existing Building Load Included LS _' raked Date le NTS Sheet No. No. 20456.10 Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = 1.9 kips (Story Shear) Story HT = 9.33 Fy (wind) = 4.6 ki s Sto She: Wall HT = 8.33 Max Vw 3.5 Wy = 44 PLF seismic SDs = 0.85 Wy = 106 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross (0.6-0.14S�)DL 0.6' DL From Above Net UP lift Hold-down Line Line DL Line Mark Leng[h Width EQ Wind 2w/h Shear Shear Callout HD Length Uplift Uplift End 11 End j End i End j End i End j End! End j End! End j Load Load Trib 1 A 3.07 9.2 0.8 0.8 184 195 SW6 2.6 1.5 2.2 0.2 0.2 0.2 0.2 2.4 2.4 4.4 4.4 HDUB HDUB 1.2 1.7 9.0 B 5.55 - - - % 1.0 135 144 SW6 5.1 1.4 2.1 0.3 0.3 0.4 0.4 0.0 0.0 1.7 1.7 HDU2 HDU2 - - 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 A 0 21.8 1.4 1.4 2.4 3.7 0.0 B 14.5 - - - 1.0 164 184 SW6 14.0 1.6 2.5 1.1 1.1 1.3 1.3 0.0 0.0 1.1 1.1 HDU2 HDU2 - - 15.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 A 17.83 12.6 1.3 1.3 1.0 106 107 SW6 17.3 1.0 1.4 0.7 0.7 0.9 0.9 1.2 1.2 1.7 1.7 HDU2 HDU2 1.9 2.7 6.0 - - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 A 0 0 0.7 0.7 0.7 0.7 0.0 B 0 - - - - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - - 0.0 0.0 0.0 E 43.6 4.2 4.2 6.1 8.8 Input Cell Input Cell w/ Formula Dc,cription Main Floor Shear Walls By LS Date 01/18/21 Checked Date Y-Direction Scale NTS Sheet No. ENGINEERING 250 4th Ave. South Suite 200 Project Cory Johnson Job No. Edmonds, WA 98020 20456.10 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Profis Anchor 2.6.5 Page: 1 Project: Sub -Project I Pos. No.: Date: 1 /18/2021 HIT-HY 200 + Rebar A 615 Gr.60 #5 hef,act = 12.000 In. (hef,limit = In.) ASTM A 615 GR.60 ESR-3187 3/1/2016 1 3/1/2018 Design method ACI 318-08 / Chem - (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, f,' = 2500 psi; h = 22.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no 42 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Profis Anchor 2.6.5 Page: 2 Project: Sub -Project I Pos. No.: Date: 1 /18/2021 Design values [lb] Utilization Loading Proof Load Capacity ON / Ov [%a] Status Tension Concrete Breakout Strength 2833 2999 95 / - OK Shear - - - -/- Loading ON Ov Utilization ON,y [%] Status Combined tension and shear loads - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 43 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 'ZNQ 0INPRR A ; cq -'Oaz:; W� 19.7FT 106 PLF (0.6W) 44PLF (0.7E) 1.4K (0.6W OR 0.7E) 2.4 K IV = V /W t c 2.4K/19.71FT = 122 PLF A)mC 2 ( 122PLF) = 244PLF < -�JPmv ® '-Vo ALP BLOCKING NOT REQUIRED Description �tiA��A�®� p CS By L_5 Date 1/19/21 p,/ � \ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project CORY JOHNSON Job No. Edmonds, WA 98020 425.778.8500 20456.10 www.cgengineering.com General Beam DESCRIPTION: Diaphragm Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 25.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 W(23�3) E(2) W(0.1760) E(0.0630) X XX 7< Span =25.0ft Applied Loads Loads on all spans... Uniform Load on ALL spans : W = 0.1760, E = 0.0630 k/ft, Tributary Width = 1.0 ft Load(s) for Span Number 1 Point Load : W = 2.330, E = 2.0 k @ 5.0 ft DESIGN SUMMARY - Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 12.11 b K-Tt Maximum Snear = +0.60W Load Combination Span # 1 Span # where maximum occurs 9.875 ft Location of maximum on span 0.799 in 375 0.007 in 44154 0.479 in 626 0.004 in 84104 +0.60W Span # 1 0.000 ft W File: CALCS.ec6 General Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 L :SCRIPTION: Diaphragm 45 238 4 88 138 9 88 1238 14 88 1138 19,88 2238 24,88 Distance �fk} 1 +6,66W 1 E9�ly � 6.]61 +6,4�6W 1 E4�ly � 6,�2�6 2� 19 0,4 MEMBER •0b •ib 238 4,88 738 9188 1238 14,88 1738 19,88 2238 24,88 Distance (fk) 1 +6,66W 1 E9nly' 6.]61 +D.ISDW 1 E4nly O D.SZSD 46 12 DTP \A- — 8'-0" RESTRAINED if's M N N M c� z 2000 PV S154 = 3(51PGF, 8FT 280 PSF AT REST 'EN ?Kf:'S5MRF— SE15/X41c 5kAfLC-t-tUPCF 8FT = 64 P SF LoEvv- 1=a1 0i -- (3.3,5, P= 186PLF 1CO-3 + 240PLF [: L-1 GArS F- I = C 0 M Wa U 01 QJ M (AT REST NZL=5501LE, tA-) (SO(T 1AJ PLACe PO-K)a TO tGA04F-IL0 CME Z I 'EOP CC)0011-1�tJ C R, 0 CASE 'EAKPA QvAKE (H, 01 E) ... CASE 3 CONTROLS 14CM111 Description B, LS Date 1/18/21 0 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 CORYJOHNSON 425.778.8500 20456.10 47 www.cgengineering.com I File: CALCS.ec6 Concrete Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 KW-06005155 CG ENGINEERINT DESCRIPTION: Retaining Wall CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 3.0 ksi Phi Values Flexure : 0.90 fr = fc ' 7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 a, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 0.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 1.0 Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 8.0 in Span #1 Reinforcing.... 144 at 4.0 in from Top, from 0.0 to 8.0 ft in this span Loads on all spans... H = 0.0640 Uniform Load on ALL spans: H = 0.0640 k/ft Varying Uniform Load : H= 0.0->0.280 k/ft, Extent = 0.0 -->> 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.772 : 1 Section used for this span Typical Section Mu : Applied 2.645 k-ft Mn " Phi: Allowable 3.424 k-ft Location of maximum on span 4.444 ft Span # where maximum occurs Span # 1 ■ Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in 0.012 in Ratio = 8158 >=360 0.000 in Ratio = 0 <360.0 0.012 in Ratio = 8158 >=240 0.000 in Ratio = 0 <240.0 R = 0.63K R*1.6*18/12 = 1.51 K 4" EMBED DOWEL OK PER HILTI CALC ON FOLLOWING PAGE 48 www.hilti.us Profis Anchor 2.6.5 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/19/2021 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.60 #4 Effective embedment depth: hef,act = 4.000 in. (hef,limit = in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR-3187 Issued I Valid: 3/1/2016 1 3/1/2018 Proof: Design method ACI 318-08 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, f,' = 2500 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.lb] Z i UP CO we Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Profis Anchor 2.6.5 Page: 2 Project: Sub -Project I Pos. No.: Date: 1 /19/2021 Design values [lb] Utilization Loading Proof Load Capacity ON / Ov [%a] Status Tension Bond Strength 1510 2591 59 / - OK Shear Loading ON Ov Utilization ON,y [%] Status Combined tension and shear loads - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 50 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Project Nam.INumb.r: reminingwell Use menu- Sening.> Printing& ThI. Block Tits 8'-0 -TRAINED HEIGHT Page: 1 I. ett. Bve line. of lnformatlon Dagnr: Date: 19JAN2021 for your pregram. De-intion.... CASE 3: EARTHQUAKE Tia Well in File'. R \ 2020 Prgects\2045fi.10 Cary JOM1nsan Atltlitan\_Structural\Engineadng4etainin Restmined Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 -1- T.-CG ENGINEERING Lrn.da Sell Date Relalnetl Heigh - 1000R ow Soil Bea ring - 2.-Psf Wall heigh above soil O.SOR Equivalent I'll Pressure MelhOtl ^"^ Total Wall Heigh = 10.W ft At -Rest Heel Pressure = 35.0 Psflfl Tap Support Height = s(In ft Passive Pressure = 250.0 PA. Soil Density = 110.00 Dcf Slope Behind Wal Inn FcetingllS.il Find., = 0.350 HeighdSoil OverTce = 0.00 in Soll he19M In Ignore for passive pressure = 12.00 in Thumbnail Surcharge Loatla Uniform Lateral Loatl Applietl to Stem Adjacent Footlng Load Surcharge Over Heel --d TO-N Slitling&Overturning 0.o Psf lateral Laatl = 0.0#M k1jacen[ Eating Laatl = 0.0IN, Surcharge OverTce = 0.0 psf Heigh t. TaF = O.00fl Faadng WidiM1 = O.00fl ...Heigh to Boflort = O.00ft Ecroniriciry = 0.00In Used for Slitling80verWming Wa11 M Fig CL Dist = O.00R Axial Loatl AppliNd h, Stem Load Typo otlng Type Line Loatl (Sirengin Levey Base Ab.velBelow Soil O.OR 100.O dal LONe Loatl = Atlal Loed E..antridty = Ibs 0.0Ibs 0.0 in at B.& of Wall W,nd on E�osed Stem = 0.0 Psf Poisson's Rat. Earth Proaaure Selamlc Laatl Kh S.il Density Multiplier = 0.200 g AIdId seismic per unit area = 0.0 psf Desl n Summa Concrete Stem Construction Total Bearing Loatl - - resultant ecc. = it Pressure @ T.e = 2,65d Ibs TFlckneea = 8.00 in - 60,000 psi 415 in Wall Weight = 100.0 psf ft= &ODDp:I 222 psf OK Stem # FREE to rotate at III of footing Soil Pressure @ Heel = 1,]6] pd ON NIM1 - S.iIPresaure Lesa Th-Allowable ACI Factored @ Tce - 2,fifi] pa} 266 Psf Mmax Between @Top Supp.n Top B Bese @Bea. of Well ACI FI-n! @ Heel = 2,120 psf Footing Sheer @ Toe = 0.5 Dai FO.ting Shear @ Heel 2.4 psi Allowable = 82.2 psi Reaction at Top = ]25.9 Ib: Reactlen at aenem = 1,386.3 III Slitlingp Calm lateal Sliding Farce = 1.388.3111 -I mmP nt If active Iaterel sot Pressure Is NOT Consitleretl In the 111- of ,it healing Loatl Factors Building Cotla IBC 20ISACI 200 Live Loed 1.600 E.M, H 1.600 Wintl. W 1000 Seismic, E 1.000 iblFB-w- = 0.022 0.]85 0.000 u....Aqual = 74.7 fL# 2681.2 flJ1 O.Oflit Mn - Phi....All = 3,423.0 ft-M 3423.0h4 3423.0R4 Sh... Force@Intl h0ght = 1,054.7I11 1,633.31bs Shear.....ACWaI = 21.97p.i 34.03 Fai SM1ear.....Allowa ne = 82.16 pal 82.1E pal 1. CASE 3: EARTHQU rev nrmora.ra, eune r r....0 Llcen`.e T.t�I�a.- CG ENGINEERING as . Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Reba, Area Details Top SUDP.d V.-(Reinforcing H.rb.ntal Reinforcing As (based an applied moment): (d/3)•As: ZOOdtlfy: 2l1D(12)(4Ufi0000: 0.0045 I- I, .006 irr2M MnStem TAR Reim 0.16 in2M Min Stan TBS Reinf Area 1.5361n2 Ares Dar ft If stem Height: 0- 0- 8bh : 0.0018(12N8): 0.1]2. in2M 11-nda1 Reinforcing Options: ___________= One layer Twn layers Requiretl Aree: of: 0.1]2B in 2M #4@12.50 in of: #4@25.001n Prwitletl Area: 0.2 in2M #5@19.38 in IS 11 Max -Area: 0.6503 in2M #6@27.50 in #fi@..00 In Mmax Between Ends As (N-d In applietl moment): - VI Reinforcng 0.1622 in2M 0.2163 1n2M HOrUOntal Rein.ndng hi Stem T85 Reih Area -1I S (,t. s: 200 Ify: 200(12)(4)160000: 0.1E in2M n Min Stem T&SReinfAm ft ofstem HeigM1t: 0192in21d 0.00181-0.0018(12)(8): 0.172811 HorlmMal Relnfoming Options: one la lI Required Area: 0.1822 in2M of: we oc fM @1250in #4@25-, Provided Area: 0.2 in2M #5@19.36 in 15@11 In Matlmum Area: 0.6503 in-#8@2].50 in #8@55.00 In Base Supp.d As (IF In applietl moment): VBNral Reinforcing 0 in2M )in- Hmiaontal Reinbdng Mn Stem TBS Rsil Area 0.-12 (V3)•Ae: 200dtl1fy: 200(12)(4U60000: 0.16 in2M Min Stem TBS Reinf Area Der ft of stem Height: 0.192 in2M 0.0018bh : 0.0018(12N8): 0.1]20 in2M Har'v..mel Reinforcing One layer Of: Options: Two laYem of: Requiretl Aree: 0.1]20 in 2M #4@12.50 in il4@2B001n P detl Area: 0.2 in2M #5@19.38 in #5@38.]5In MaNmnm Area: 0SSOG in-#6@27 tn)in #8@... In Foxing Strengths& Dimen T.e watt - ns 1.00ft Footing D esign Results Heel-1, - Tma1 Footing Wil = Footing TFlcknesa = Key Width - Key Depth = 1.67 2.67 12.001n 0.00 in 0.00 in Fac dPressure = 266 Mu': up -ad! = 2d9 nwam = % Mu: Dmign = 1. ACWal 1-Way Shear = 0.Sd 2,120 Dsf 949 R-# ]55 ftit -1. R-# 2.39 pi Kay Distance from Toe - ft = 3,000 psi Fy = O.00ft 60000 psi Allow l-Way St- = 82.16 82.1E psi Other Acceptable S1- ti ings: Footing Conmsis Density = 150.00pd Tce: # 4 @ 1200 in r- Phi = phi'5'I-bda'sgd(h ySn Min. As% = Corer@Tap= 2.00 in @Biro=3.00 -is in Heel:#4@12.00 in r- M1iMn=phi'S'lambtla'sgn(fc)'Sm N Key: N.keytletnetl or- MinfootingTBSreiniAree okaytlef- O.fi9 1n2 Min boring T&S reil Area per Poo' Ir one layer s Fo 1-tal bars: 0.2fi in2 IR xtwo layem of M1otlzonial ban: .4@ 9.26 in #4@ 18.52 in AS@ 14.35 in As@ 20.3] in #5@ -I in #6@ 40.]4 in 1. - CASE 3: EARTHQUAKE This Well in File'.R\_2020Prajects\2045610Cory J.hns.n Atldit.n\_Structural\Engineadng\ inin Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Licence T. - CG ENGINEERING Summa of Forces on Footln :Slab RESISTS slldln ,stem Is PINNED at Tootln Forces aCHng on footing soil pressure (IakMg moments about Ram of footing to tnd-rdriuty) S-hM1 Over Heel = Ibs fl ftk Anal -I -d On Stem = 100.OIbs 1 SS fl 133.3R-# Soil OverTce = Ibs Adacent Forcing Loed = Ibs ft flit Surcharge OverTce = Ibs ft flk Stem Weigh = 1,050.OIba 1.33 ft 1,d00.OR-# Soil Over Heel = 1,103.7Ibs 2.17 ft 2,393.1 fL# Fceting Weigh = -.5111 1.34 ft 534.]flil Tetel Nankai Feree = 2,654.21bs Moment = 4,d61.1 ft-# Net 1- M StemM1Yg Interace = -911.a ttN ew. .m. @ SteMFtg Interface • 2,139.E tti M Appl ew. em. xceetls ied .m.2 Yee NI TM1erefore Uni- SoilPressure= 994.1 psf Vertical wmp.nent of active Iaterel sot pressure IS NOT wnamered In th. ralwlad.n of Sliding Resistance. 51