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REVIEWED BLD BLD2021-0929+Structural_Calculations+7.2.2021_2.52.25_PM+2282193RECEIVED � G ENGINEERING 250 4th Ave 5 Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning Jul 26 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1 .111 byze1"AQilr1�l STRUCTURAL CALCULATIONS Flynn Residence Remodel APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE 8229 Talbot Road Edmonds, WA 98026 CG Project No.: 20320.10 Project Location 8229 Talbot Rd., Edmonds, WA 98026 Project Description A single family home will be remodeled. The existing house is a single story with a daylight basement. The remodel will involve demolishing the house down to the main floor level. Several of the walls in the existing basement will also be removed. The existing floorjoists will remain where possible. Where the existing bearing walls are removed or where the stairs will be infilled, the existing joists will be upgraded or replaced. The main floor will be completely reconstructed and a garage will be added to the east side. The roof will be framed with gludam beams and decking. A portion of the roof extends over the patio. Beams will be designed to extend out over the patio to support the roof deck. New foundation will be required at the garage, entry, and new interior bearing walls and columns. A portion of the existing north and north west foundation will also need to be replaced. The lateral forces will be resisted by conventional sheathed shear walls. New holdowns will be required to anchor the shear walls to new and existing concrete stem walls. Scope of Work Provide stamped structural calculations and structural details & notes suitable for permit and construction. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Wind Parameters Wind speed = 110 mph (3-second gust) Exposure Category = C IW = 1.0 (non -essential facility) Mean Height = 26 ft (above grade elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Cs*Wp Sds = 0.865 R = 6.50 le = 1.00 (non -essential facility) Wp = Seismic Dead Weight of Stucture Description By Dale LS 1/4/2021 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Flynn Residence Remodel 20320.10 Edmonds, WA 98020 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 2x Decking 3.0 psf M/E 1.2 psf Misc 1.5 psf 13.8 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 Joists @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 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 Description Gravity Design Loads By LS Date 01/04/21 n Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Flynn Residence Remodel Job No. Edmonds, WA 98020 20320.10 2 2; DE ROOF FRAMING PLAN SCALE: 1/4" = 1'-0" TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR WINDOW HEADER. 3. ROOF SHEATHING SHALL BE 5/8" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4. UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 48 HF#2 WHERE MAXIMUM SPAN = 5'-6". 5. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 6. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. 7. REFER TO SHEET S6.1 FOR TYPICAL ROOF FRAMING DETAILS. 8. REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 9. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. 10. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON UPPER FLOOR LEVEL. 12. ATTACH ALL RAFTERS TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES. 2'-0" 2'-0" 4'-0" 4= (> 4m�lhh ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 I oil IZ .4 XX/ XX/XXXX o' Q DESIGN: LMS DRAWN: ATD CHECK: DMT JOB NO: 20320.10 DATE: XX/XX/XXXX Z 0 Q Q Z D 0 0 V W Z U 00 cn w o = a � LL W V / Q Z La O �..L Z 0 M 0 U Q 0 W SHEET: S2m3 GRAVITY KEY PLAN - MAIN i=244PLF =650PLF MAIN FLOOR FRAMING PLAN SCALE: 1/4" = V-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1. FLOOR SHEATHING AT MAIN FLOOR EXTENSION SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/S5.1. 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 3. REFER TO SHEET S5.1 THRU S5.2 FOR TYPICAL FLOOR FRAMING DETAILS. 4. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2" 0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. 5. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 48 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 8. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 9. ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU FACE MOUNT HANGERS W/ MAX NAILING, UNO ON PLAN. 10. ALL BEAM -TO -COLUMN CONNECTIONS SHALL BE SIMPSON CCQ OR ECCQ COLUMN CAPS, UNO ON PLAN. 2'-0" 0 2'-0" 4= - 4=�lhl ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 I XX/ XX/ XXXX J a z 75 O m n N r U � (n � w w 0 a IV DESIGN: LIVS III II CHECK: DMT III JOB NO: 20320.10 DATE: XX/XX/XXXX Q 7 L W � Q L� 41-0 Z O_ (^ � v Q Z 0 Z O L� O L.L. W U ap LLI O � < O (n � W O Z � 0O Z U Q J w O Q L.L. N I — a SHEET: S2m2 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425,778.8500 www.cgengineering.com Description koov 9ENM5 Project `FLq 1 A y By Date Checked Date Scale Sheet No. Job No. Wood Beam File: wlcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: RJ1 - Decking 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 -Prll 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 26.840pct Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 5.50 x 1.50 span = s aq ft 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 = 0.460 ft ucSKvly suMMAXY Maximum Bending Stress Ratio = 0.45a 1 Maximum Shear Stress Ratio = 0.058 : 1 Section used for this span 5.50 X 1.50 Section used for this span 5.50 X 1.50 fb: Actual = 514.4ODsi tv: Actual = 9.99 psi Fb: Allowable = 1.124.13Dsi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.100ft Location of maximum on span = 6.087ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.191 in Ratio = 389>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.306 in Ratio = 243>=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.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM1 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 -Prll 1,650.0psi Eminbend -xx 950.Oksi Wood Species :DF7DF Fc-Perp 650.0psi Ebend-yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pct Beam Bracing : Beam is Fully Braced against lateral -torsional buckling ❑ O r178❑ 9 D_13.0 Y 5.125x 16.5 Y Span - 32.0 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 = 0.0780, S = 0.130 ktft ucal"nr JVMMi1Rr Maximum Bending Stress Ratio = 0.5831 Maximum Shear Stress Ratio = 0.194 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb: Actual = 1.494.92Dsi fv: Actual = 59.08 psi Fb: Allowable = 2.563.22Dsi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 16.000ft Location of maximum on span = 30.715ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.893 in Ratio = 429> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.555 in Ratio = 246>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Overall MAXimum 0.057 0.057 Load Combination Support 1 Support 2 Overall MINimum 0.036 0.036 Overall MAXimum 3.621 3.621 D Only 0.021 0.021 Overall MINimum 2.080 2.080 +D+S 0.057 0.057 D Only 1.541 1.541 +D+0.7505 0.048 0.048 +D+S 3.621 3.621 +0.60D 0.013 0.013 +D+0.7505 3.101 3.101 S Only 0.036 0.036 +0.60D 0.925 0.925 S Only 2.080 2.080 6 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM2 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 -Prll 1,650.0psi Eminbend -xx 950.Oksi Wood Species :DFfDF Fc-Perp 650.0psi Ebend-yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D 0.0930 S 0.1540i 5.125w19.5j 5 125a16 5 12506 5 Span - 3.250 Spen - 26.420 R pan - 3250 fl � I 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 = 0.0930, S = 0.1540 k/ft Maximum Bending Stress Ratio = 0.4301 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fib: Actual = 1.122.22osi fv: Actual = 55.90 psi Fb: Allowable = 2.612.81 psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 13.321 It Location of maximum on span = 3.250ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.459 in Ratio = 690>=360 Max Upward Transient Deflection -0.174 in Ratio = 448>=360 Max Downward Total Deflection 0.791 in Ratio = 400>=240 Max Upward Total Deflection -0.300 in Ratio = 260>=240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 Overall MAXimum 4.367 4.367 Overall MINimum 2.535 2.535 D Only 1.832 1.832 +D+S 4.367 4.367 +D+0.7505 3.734 3.734 +0.60D 1.099 1.099 S Only 2.535 2.535 7 C) ® I. ys iK p. 1.;t4r- p - 1.oly. W � v5 Psi (5prl 0 4- top5r-(4.-qp- -) i Wr = W PLC mg„ (CIA) r✓J S Pt PF(L 'FMtAC to = (600(" 1.�vJ GMZ \J = '11*3 C. l4 L/zSq 6An A= 910/0 �.ZS' �:11 -ZS12.'6' m a/� 6M: D : (500PLF, Zggpl;F PER era (X'CNL(— , �� ~r w t 1-011 6L41% / 0 -: 13l It, D=0.99K A.©S=1.08K�� r USE 3 1/2 x 11 1/4 PSL 3.��$� 3.0' a 9.75' ��t2 Description �'Wr— ��t k By Date �✓� Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project n i Job No. Edmonds, WA98020 1�l 425.778.8500 www.cgengineering.com 0 File: cala.ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM3 CODE REFERENCES File: calcs.ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM4 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.Opsi Ebend-xx 2,000.Oksi Fc -Prll 1,650.0psi Eminbend -xx 950.Oksi Fc -Prll 2,900.0psi Eminbend -xx 1,016.54ksi Wood Species :DFfDF 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.Oksi 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 Beam is Fully Braced against lateral -torsional buckling DO-55)S{2.05) D(1.79)S(2.43) 1)(1-07)S(2.55) O.OeSD! Si0.0630 Y 5 125x79 j l�}�h span = 21 750 ff TT 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 = 0.0850, S = 0.0630 k/ft Point Load : D = 1.550, S = 2.050 k @ 4.0 ft Point Load : D = 1.790, S = 2.430 k @ 9.50 ft Point Load : D = 1.870, S = 2.550 k @ 15.70 ft Maximum Bending Stress Ratio = 0.856 1 Maximum Shear Stress Ratio = 0.434 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 fib: Actual = 2.259.87Dsi fv: Actual = 132.21 psi Fb: Allowable = 2.641.05Dsi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.526ft 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 0.517 in Ratio = 504>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.965 in Ratio = 270>=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 8.371 7.523 Overall MINimum 4.436 3.964 D Only 3.935 3.559 +D+S 8.371 7.523 +D+0.7505 7.262 6.532 +0.601) 2.361 2.135 S Only 4.436 3.964 D(1.87)S(2.47) no R115(2 37] 0(1 96) 5f2 W 5 25x11 25 Span = 14.0 fl Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 1.870, S = 2.470 k @ 3.250 ft Point Load : D = 1.810, S = 2.370 k @ 7.250 ft Point Load : D = 1.950, S = 2.590 k @ 12.750 It Maximum Bending Stress Ratio = 0.8051 Maximum Shear Stress Ratio = 0.565 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual = 2.686.02Dsi fv: Actual = 188.42 psi Fb: Allowable = 3.335.00Dsi Fv: Allowable = 333.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.255ft Location of maximum on span = 13.080ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.371 in Ratio = 453> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.666 in Ratio = 252>=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 5.883 7.436 Overall MINimum 3.271 4.159 D Only 2.612 3.277 +D+S 5.883 7.436 +D+0.7505 5.065 6.396 +0.601) 1.567 1.966 S Only 3.271 4.159 9 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: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 + 850 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 850psi Ebend-xx 1300ksi Fc -Prll 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 6.6580 S 0097p i r o 0 4x10 � AxtD Span = 6.0 ft Span = 6.50 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 = 0.0580, S = 0.0970 k/ft Maximum Bending Stress Ratio = 0.69T. 1 Maximum Shear Stress Ratio = 0.254 : 1 Section used for this span 4x10 Section used for this span 4x10 fib: Actual = 817.89Dsi fv: Actual = 43.88 psi Fb: Allowable = 1.173.00Dsi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.0001t Location of maximum on span = 7.240ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio = 620>=360 Max Upward Transient Deflection -0.021 in Ratio = 4607>=360 Max Downward Total Deflection 0.417 in Ratio = 374>=240 Max Upward Total Deflection -0.035 in Ratio = 2775>=240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Overall MAXimum 0.219 2.116 Overall MINimum 0.132 1.275 D Only 0.087 0.841 +D+S 0.219 2.116 +D+0.7505 0.186 1.797 +0.60D 0.052 0.505 S Only 0.132 1.275 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM6 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 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 875 psi Ebend-xx 1300ksi Fc -Prll 600psi Eminbend -xx 470ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.871 S(2.15) 6.12 Span - 7.250 it Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 1.870, S = 2.150 k @ 3.625 ft Maximum Bending Stress Ratio = 0.7261 Maximum Shear Stress Ratio = 0.248 : 1 Section used for this span 6x12 Section used for this span 6x12 fib: Actual = 730.15Dsi tv: Actual = 48.54 psi Fb: Allowable = 1.006.25Dsi Fv: Allowable = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.625ft 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 0.033 in Ratio = 2658> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.062 in Ratio = 1400>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: For left is#1 Values in KIPS Load Combination Support 1 Support 2 Ovemll MAXimum 2.060 2.060 Overall MINimum 1.075 1.075 D Only 0.985 0.985 +D+S 2.060 2.060 +D+0.7505 1.791 1.791 +0.60D 0.591 0.591 S Only 1.075 1.075 10 ca : 2-®v, �vr G � Description ENGINEERING 250 4th Ave. South Suite 200 project Edmonds, WA 98020 425.778.8500 www.cgengineering.com M LASE -9 5A tik,VS p L A, Ii �: �L6 Y- �W-()0 PAR- �2 �Ww- WrJ = q® Pt? W S = - ('i'U;QLF PEa, B hAn SO PM LA)i.t®'► — 35cipt'v pt W4A By Date Checked Date Scale Sheet No. Job No. is Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: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 + 875 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 875 psi Ebend-xx 1300ksi Fc -Prll 600psi Eminbend -xx 470ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1 551 W.(15) W2 span = 5,50 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 1.550, S = 2.050 k @ 4.250 ft Maximum Bending Stress Ratio = 0.765: 1 Maximum Shear Stress Ratio = 0.224 : 1 Section used for this span 6x12 Section used for this span 6x12 fib: Actual = 769.50Dsi tv: Actual = 43.77 psi Fb: Allowable = 1.006.25Dsi Fv: Allowable = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.250ft 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 0.050 in Ratio = 2028> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.090 in Ratio = 1132>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: For left is#1 Values in KIPS Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: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 -Prll 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 D(1_65) WAS) 012 l� Span - 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 1.850, S = 2.460 k @ 2.50 ft Maximum Bending Stress Ratio = 0.81a 1 Maximum Shear Stress Ratio = 0.478 : 1 Section used for this span 4x12 Section used for this span 4x12 fib: Actual = 879.41 Dsi tv: Actual = 82.53 psi Fb: Allowable = 1.075.25Dsi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 2910> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.036 in Ratio = 1652>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: For left is#1 Values in KIPS Load Combination Support 1 Support 2 Load Combination Support 1 Support 2 Overall MAXimum 1.858 1.858 Overall MAXimum 2.173 2.173 Overall MINimum 1.025 1.025 Overall MINimum 1.230 1.230 D Only 0.833 0.833 D Only 0.943 0.943 +D+S 1.858 1.858 +D+S 2.173 2.173 +D+0.7505 1.602 1.602 +D+0.7505 1.866 1.866 +0.60D 0.500 0.500 +0.60D 0.566 0.566 S Only 1.025 1.025 S Only 1.230 1.230 12 1,4 Z-Sv-r C 6 J'))J V-0-TI � t) -- VIZ 0.63 it- voe IW ALOS 0 '61, size 40 SEE TJI OUTPUT pr--(t ENV-A'CxV-J M- L 14 S "I -14 C2-) EA 116111 0�- FOR E- Y. ��- MAY, Mio5PAO Akt)-teQ-C SEE TJI OUTPUT 1"5 - t I - 'zs'z PSI 4 q-+4 5 PS riv, WOM0 F-Y,15-r -SWY-f Description Fi-C)0, gf-AAS By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project Job No. 425.778.8500 www.cgengineering.com 13 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: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 -Prll 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 Df0 01995 140 G5326 y� 2.2x12 j span = 19.0 It 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 ucslun OUMMA rr Maximum Bending Stress Ratio = 0.6401 Maximum Shear Stress Ratio = 0.186 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb: Actual = 625.95Dsi tv: Actual = 27.95 psi Fb: Allowable = 977.50Dsi 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 = 18.099ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.339 in Ratio = 672>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.466 in Ratio = 489>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Overall MINimum 0.505 0.505 D Only 0.190 0.190 +D+L 0.695 0.695 +D+0.750L 0.569 0.569 +0.60D 0.114 0.114 L Only 0.505 0.505 14 tJs'= 4,16 -25' 1060W Peip, f5JEaf-P%L-Cf AA-z 54"la V ` 3 2- �/ a OS -r Isq 6 D=6.98K S=8.54K 11,CA t-C-) 80% \J 71 % k- 1 334 4 �P— 7.0 L L(A Wltb'z- 1ACA5 (,A) 210 0 ; GAP A L_,V—L A 60 PIS NO CHANGE TO EXIST BEAM LOADING 4 Fr o,= 1.54v- t-= Description ENGINEERING 250 4th Ave. South Suite 200 Project Edmonds, WA 98020 425.778.8500 www.cgengineering.com V I u-SF- S:5A P51- By Date Checked Date Scale Sheet No. Job No. 15 File: calcs.ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build: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+ 2,900.0psi E: Modulus ofElasticity Load Combination ASCE7-10 Fb- 2,900.0psi Ebend-xx 2,000.Oksi Fc -Prll 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 2,025.0psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase T Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.2070, S = 0.1060 loft Point Load : D = 1.60, S = 2.130 k @ 8.0It 00.67 St2.1 a) D{0.20701 S{0.10fi0) 5.25xt 1$5 eo Span = 13.0 it CODE REFERENCES Calculations per NOS 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 of Elasticity Load Combination ASCE7-10 Fb- 2,900.0psi Ebend-xx 2,000.Oksi Fc -Prll 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 2,025.0psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(7. Service loads entered. Load Factors will be applied for calculations. Applied Loads Beam self weight calculated and added to loads Point Load : D = 7.130, S = 8.540 k @ 2.750 ft DESIGN SUMMARY ■ - • ■ ' Maximum Bending Stress Ratio = 0.565 1 Maximum Shear Stress Ratio = 0.316 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual = 1.959.051)si fv: Actual = 105.43 psi Fb: Allowable = 3.468.40psi Fv: Allowable = 333.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.971 It Location of maximum on span = 12.099ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.181 in Ratio = 859>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.393 in Ratio = 396>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: For left is#1 Values in KIPS I nad r-hinafinn R.-M 1 Runnnn 2 Overall MINimum 1.508 2.000 D Only 2.081 2.450 +D+S 3.589 4.450 +D+0.7505 3.212 3.950 +0.60D 1.249 1.470 S Only 1.508 2.000 7xl1.25 Span = 13.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY ■ • ' Maximum Bending Stress Ratio = 0.8041 Maximum Shear Stress Ratio = 0.714 : 1 Section used for this span 7x11.25 Section used for this span 7x11.25 fb: Actual = 2,789.04psi fv: Actual = 237.97 psi Fb: Allowable = 3,468.40psi Fv: Allowable = 333.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.752ft 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 0.249 in Ratio = 626> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.466 in Ratio = 334>=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 12.515 3.475 Overall MINimum 6.733 1.807 D Only 5.782 1.668 +D+S 12.515 3.475 +D+0.750S 10.832 3.023 +0.60D 3.469 1.001 S Only 6.733 1.807 16 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM14 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 + 2900 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 2900psi Ebend-xx 20OOksi Fc -Prll 2900psi Eminbend -xx 1016.535ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025psi Density 45.07pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase DI0.1731 LI0.461 1)(024) Lt0.64] v v a .f 5 25x11 25 j Span = 14 O it TI'R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.240, L = 0.640 kfft, Extent = 0.0 -->> 4.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.1730, L = 0.460 kfft, Extent = 4.0 ->> 14.0 ft, Tributary Width = 1.0 It urblUIV SummAFrT Maximum Bending Stress Ratio = 0.6101 Maximum Shear Stress Ratio = 0.401 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fib: Actual = 1.838.28Dsi fv: Actual = 116.34 psi Fb: Allowable = 3.016.00Dsi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.7961t 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 0.344 in Ratio = 487>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.487 in Ratio = 345>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: For left is#1 Values in KIPS Overall MINimum 3.837 3.323 D Only 1.570 1.379 +D+L 5.407 4.702 +D+0.750L 4.448 3.871 +0.60D 0.942 0.827 L Only 3.837 3.323 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM15 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 -Prll 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 2,025.0psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase DO-54Lf 3.841 ` 3.5x11.25 1T Span = 17.50 R T Applied Loads Beam self weight calculated and added to loads Point Load : D = 1.570, L = 3.840 k @ 3.250 It Service loads entered. Load Factors will be applied for calculations. UtJllalV JUMMAKT Maximum Bending Stress Ratio = 0.787. 1 Maximum Shear Stress Ratio = 0.591 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb: Actual = 2,372.38Dsi tv: Actual = 171.51 psi Fb: Allowable = 3.016.00Dsi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.257ft 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 0.488 in Ratio = 430>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.718 in Ratio = 292>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Overall MINimum 3.127 0.713 D Only 1.386 0.399 +D+L 4.513 1.113 +D+0.750L 3.731 0.934 +0.60D 0.832 0.240 L Only 3.127 0.713 17 aM�6 fdMLo C � ENGINEERING 50 4th Arse South Suite 200 Edmonds,, WA 98020 5 7788500 WWw cge ngi ne ring Cow tid d4l S Olkh wom ;3" Ws = 63 f LT set.bil Description zPlPw P w ftP 157wo 2 -s 4.5 PO to 4 4F5 + P = is 02.7.5 -a.r = G4:1 Ito PS = t45 - Z - IF54 = 225� 4o -z- 4 s = 36o+s P. = 52L6s Ps a %bl.4s "oas. Projett 1F L�' I 211 OdMff IQ* S. 26Att —� LO E: 2x�2 LA)b = bq FLF WS = 115P LIP -ffid� I �tTE —'� I UoE PP — 644 PS Plo le CZ) 2.X* I?. fox 12 DF +� z 2%j( I z H F: il�2 0 Checked Job No Date Date Sheet No 18 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM16 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 -Prll 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 Repetitive Member Stress Increase D[D.647) L(o.33I 5[Q.225) 2x12 2x12 Snen-20h Seen -7oil Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number Point Load : D = 0.6470, L = 0.360, S = 0.2250 k @ 2.0 It aximum Bending Stress Ratio = 0.7841 Maximum Shear Stress Ratio = 0.599 :1 Section used for this span 2x12 Section used for this span 2x12 fib: Actual = 766.21 Dsi tv: Actual = 89.81 psi Fb: Allowable = 977.50Dsi Fv: Allowable = 150.00 psi Load Combination +D+L+H, LL Comb Run CL) Load Combination +D+L+H, LL Comb Run (`L) Location of maximum on span = 2.0001t Location of maximum on span = 2.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio = 3354>=360 Max Upward Transient Deflection -0.001 in Ratio = 17268>=360 Max Downward Total Deflection 0.043 in Ratio = 1108>=240 Max Upward Total Deflection -0.004 in Ratio = 5715>=240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support2 Support Overall MINimum -0.647 0.450 +D+H -0.647 1.307 +D+L+H, LL Comb Run rL) -1.007 2.027 +D+L+H, LL Comb Run (L') -0.647 1.307 +D+L+H, LL Comb Run (LL) -1.007 2.027 +D+Lr+H, LL Comb Run rL) -0.647 1.307 +D+Lr+H, LL Comb Run (L7 -0.647 1.307 +D+Lr+H, LL Comb Run (LL) -0.647 1.307 +D+S+H -0.872 1.757 +D+0.750Lr+0.750L+H, LL Comb Run (• -0.917 1.847 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.647 1.307 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.917 1.847 D Only -0.647 1.307 L Only, LL Comb Run rL) -0.360 0.720 L Only, LL Comb Run (LL) -0.360 0.720 S Only -0.225 0.450 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM17 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 -Prll 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 00 647) IA-9 W S0 225) U-0 647) I_(A 36) St-0 225) D(0.0150 L(D 0.40) 2-2x72 Span = 17.0 A 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 = 0.0150, L = 0.040 k111 Point Load : D =-0.6470, L =-0.360, S =-0.2250 k @ 2.0 It Point Load : D =-0.6470, L =-0.360, S =-0.2250 k @ 11.0 It Maximum Bending Stress Ratio = 0.55@ 1 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fib: Actual = 624.57Dsi fv: Actual = 44.76 psi Fb: Allowable = 1.124.13Dsi Fv: Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 10.9821t Location of maximum on span = 1.985ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection -0.106 in Ratio = 1916>=360 Max Downward Total Deflection 0.000 in Ratio = 0 <240 Max Upward Total Deflection -0.326 in Ratio = 626>=240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Overall MINimum -0.618 -0.314 +D+H -0.618 -0.314 +D+L+H -0.723 -0.249 +D+Lr+H -0.618 -0.314 +D+S+H -0.896 -0.486 +D+0.750Lr+0.750L+H -0.697 -0.265 +D+0.750L+0.750S+H -0.905 -0.394 +D+0.60W+H -0.618 -0.314 +D+0.70E+H -0.618 -0.314 +D+0.750Lr+0.750L+0.450W+H -0.697 -0.265 D Only -0.618 -0.314 L Only -0.105 0.065 S Only -0.278 -0.172 19 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM18 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 -Prll 600.0psi Eminbend -xx 470.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6z10 Span = 4 29D q 6x10 5p•n = 7 670 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 = 0.0690, S = 0.1150 k/ft DESIGN SUMMARY • • • Maximum Bending Stress Ratio = 0.82a 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 6x10 Section used for this span 6x10 fib: Actual = 833.37Dsi fv: Actual = 46.33 psi Fb: Allowable = 1.006.25Dsi Fv: Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.2501t Location of maximum on span = 3.466ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.282 in Ratio = 650> 360 Max Upward Transient Deflection -0.012 in Ratio = 4343>=360 Max Downward Total Deflection 0.480 in Ratio = 382>=240 Max Upward Total Deflection -0.020 in Ratio = 2557>=240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Overall MAXimum -0.937 3.265 Overall MINimum -0.385 1.922 +D+H -0.385 1.343 +D+L+H, LL Comb Run CL) -0.385 1.343 +D+L+H, LL Comb Run (L") -0.385 1.343 +D+L+H, LL Comb Run (LL) -0.385 1.343 +D+Lr+H, LL Comb Run rL) -0.385 1.343 +D+Lr+H, LL Comb Run (L`) -0.385 1.343 +D+Lr+H, LL Comb Run (U.) -0.385 1.343 +D+S+H -0.937 3.265 +D+0.750Lr+0.750L+H, LL Comb Run r -0.385 1.343 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.385 1.343 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.385 1.343 D Only -0.385 1.343 S Only -0.552 1.922 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ENGINEERING DESCRIPTION: BM19-2x 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 -Prll 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 1)(0 163) B(0.269) 2x12 2x12 Spas[ = 4-60 ft , Span = 4.60 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number Point Load : D = 0.1630, S = 0.2690 k @ 4.60 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.9641 Maximum Shear Stress Ratio = 0.278 : 1 Section used for this span 2x12 Section used for this span 2x12 fib: Actual = 753.66Dsi tv: Actual = 38.40 psi Fb: Allowable = 782.00Dsi Fv: Allowable = 138.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.6001t Location of maximum on span = 4.600ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.137 in Ratio = 806>=180 Max Upward Transient Deflection -0.013 in Ratio = 4150>=180 Max Downward Total Deflection 0.220 in Ratio = 502>=120 Max Upward Total Deflection -0.021 in Ratio = 2584>=120 Vertical Reactions Support notation: For left is#1 Values in KIPS Load Combination Support Support2 Support Overall MAXimum -0.432 0.864 Overall MINimum -0.163 0.538 +D+H -0.163 0.326 +D+L+H, LL Comb Run CL) -0.163 0.326 +D+L+H, LL Comb Run (L') -0.163 0.326 +D+L+H, LL Comb Run (LL) -0.163 0.326 +D+Lr+H, LL Comb Run rL) -0.163 0.326 +D+Lr+H, LL Comb Run (L`) -0.163 0.326 +D+Lr+H, LL Comb Run (U.) -0.163 0.326 +D+S+H -0.432 0.864 +D+0.750Lr+0.750L+H, LL Comb Run r -0.163 0.326 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.163 0.326 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.163 0.326 +D+0.750L+0.750S+H, LL Comb Run CL -0.365 0.729 D Only -0.163 0.326 S Only -0.269 0.538 20 Wood Beam File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: BM20-2x CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASIDE 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 -Prll 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 D(0 0 ) SID 086) 0 0.038 s .0s3 2x 12 f Span = 9.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0380, S = 0.0630 kM, Extent = 0.0 -->> 5.0 ft, Tributary Width =1.0 It Point Load : D = 0.0520, S = 0.0860 k @ 5.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.44a 1 Maximum Shear Stress Ratio = 0.219 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 350.26osi fv: Actual = 30.21 psi Fb: Allowable = 782.00osi Fv: Allowable = 138.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.2871t 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 0.038 in Ratio = 2920> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.061 in Ratio = 1821 >=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 0.432 0.211 Overall MINimum 0.269 0.132 +D+H 0.163 0.079 +D+L+H 0.163 0.079 +D+Lr+H 0.163 0.079 +D+S+H 0.432 0.211 +D+0.750Lr+0.750L+H 0.163 0.079 +D+0.750L+0.750S+H 0.365 0.178 +D+0.60W+H 0.163 0.079 +D+0.70E+H 0.163 0.079 +D+0.750Lr+0.750L+0.450W+H 0.163 0.079 +D+0.750L+0.7505+0.450W+H 0.365 0.178 +D+0.750L+0.7505+0.5250E+H 0.365 0.178 D Only 0.163 0.079 S Only 0.269 0.132 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 /04/21 Bearing Wall Capacity Table checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Flynn Residence Remodel Job No. Edmonds, WA98020 20320.10 22 HF Column & HF Sill Plate Capacity TABLE IBC 2015, NDS 2015 Date modified 10-2-14 4 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 7,367 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 11,743 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 15,657 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 - - - - - - - - (2) 3x4 HF Stud 13,048 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 19,571 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 11,154 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 18,642 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 25,416 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 - - - - 4x6 HF #1 23,645 12,960 10,383 8,434 6,956 5,821 4,935 4,234 3,669 3,209 2,830 PSILL 8,328 8,328 8,328 8,328 - - - - - - - 4x8 HF #1 30,103 16,914 13,596 11,065 9,137 7,652 6,491 5,571 4,829 4,225 3,726 PSILL 10,277 10,277 10,277 10,277 - - - - - - - 4x10 HF #1 36,999 21,339 17,217 14,043 11,611 9,733 8,262 7,093 6,151 5,383 4,748 PSILL 13,112 13,112 13,112 13,112 - - - - - - - 6x6 DF #1 27,078 24,696 23,404 21,846 20,083 18,227 16,397 14,684 13,134 11,760 10,556 PsILL 13,087 13,087 13,087 13,087 13,087 13,087 13,087 13,087 13,087 - - 6x8 DF #1 35,693 32,554 30,851 28,797 26,473 24,026 21,614 19,356 17,313 15,502 13,914 PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - 6x10 DF #1 45,540 41,535 39,361 36,741 33,776 30,654 27,577 24,695 22,089 19,778 17,753 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 20,604 20,604 20,604 - - n � 0 Description By LS Date 01 /04/21 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 Ave. South Suite200 Suite Project Flynn Residence Remodel Job No. 20320.10 23 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 1 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 - - - - - - 3 1/2 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 1 160 4x12 HF #2 1970 1576 1278 939 719 568 460 380 319 272 235 204 180 159 142 127 115 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 784 617 494 402 331 276 232 198 169 31/2 x11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 5 1/4 x 11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 r467 397 340 7 x11 7/8 PSL -I - 1 5357 4591 140181 3571 3185 2632 2090 1644 1316 10701 882 1 735 1 619 526 1 451 Notes 4m ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 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 WILIL/WoIL <= 4.0 5. Table values include the Size Factor (CF) Description Project Beam Span Table Residence Remodel "' LS — 01 /04/21 Checked Date Scale Sheet No. Job No. 20320.10 24 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 1 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 - - 211/16 x 91/4 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 51/4 x 91/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 31/2 x 91/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 31/2 x 91/2 PSL 3700 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 51/4 x 91/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 91/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 211/16 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 31/2 x11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 31/2 x11 1/4 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 51/4 x11 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 x11 7/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 5 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 11 7/8 PSL - 5548 4623 3963 3467 L47 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x11 7/8 PSL 6160 5280 4620 3663 3027 25431 2167 18691 16281 14111 11761 991 1 842 t722 Notes: 4m ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 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 WLL/WDL <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (CD) Dcscription Beam Span Table Flvnn Residence Remodel LS — 01 /04/21 cked Date le Sheet No. No. 20320.10 99 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 1.33 Feet = 3.5 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 01/04/21 Columns / Bearing Walls / Foundations checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Flynn Residence Remodel Job No. 20320.10 Edmonds, WA 98020 26 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 = 1.298 Lat. = 47.842 Short & 1-Sec Period Mapped St = 0.510 Long. _-122.345 Aceleration Parameters (MCE) SMs = FaSs = 1.30 Fa = 1.000 ASCE 7-10 (Eq. 11.4-1) SM, = F St = 0.77 F = 1.500 ASCE 7-10 (Eq. 11.4-2) SpS = (2/3)SMs = 0.865 ASCE 7-10 (Eq. 11.4-3) Spt = (2/3)SM, = 0.510 ASCE 7-10 (Eq. 11.4-4) Ta = Cthnx = 0.23 Ct = 0.02 ASCE 7-10 (Table 12.8-2) hn = 26 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 = 0.133 W (Governing Force) ASCE 7-10 (Eq. 12.8-2) V = (SD11W)/RTa = 0.341 W (Maximum Force) ASCE 7-10 (Eq. 12.8-3) Description Seismic Base Shear By LS Date 01/04/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Flynn Remodel Edmonds, WA 98020 20320.10 27 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= C 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= 26 Mean Roof Height (feet) hmean= 22.0 Building Length (feet) L= 48 Building Width (feet) W= 57 End Zone Width, a (feet) a= 4.8 Figure 28.6-1 Roof Angle Angle= 7.1 Design Wind Pressure, P,3 P,30A= 20.2 Figure 28.6-1 Design Wind Pressure, p53 Ps30B= -9.6 Figure 28.6-1 Design Wind Pressure, p53 P530c= 13.4 Figure 28.6-1 Design Wind Pressure, p53 Ps30o= -5.6 Figure 28.6-1 Height/Exposure Adjustm Amax= 1.31 Topo. Effect Coeff., Kn Kzt= 1.00 Vasd = V.it*V0.6 Section 1609.3.1 U LT ASD p5 A*Kzt*p53o p5=A*Kzt*ps30*0.6 26.6 15.9 pSsoA= p530s= -12.6 -7.6 p530c= 17.6 10.6 p530o= -7.4 -4.4 28 12/14/2020 ATC Hazards by Location i TC Hazards by Location Search Information �geles Address: 8229 Talbot Rd, Edmonds, WA 98026, USA }0,-Sequim Marysville wr 29 ft rett Coordinates: 47.8422114,-122.3453539 ioi Isla If Elevation: 29 ft Timestamp: 2020-12-14T21:26:14.731Z Redr and Seattle Hazard Type: Seismic - a Reference ASCE7-10 Go gle Will Map data ©2020 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 1.298 MCER ground motion (period=0.2s) S1 0.51 MCER ground motion (period=1.Os) SMS 1.298 Site -modified spectral acceleration value SM1 0.764 Site -modified spectral acceleration value SIDS 0.865 Numeric seismic design value at 0.2s SA SD1 0.51 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 Fv 1.5 Site amplification factor at 1.0s 29 https://hazards.atcouncil.org/#/seismic?lat=47.8422114&ing=-122.3453539&address=8229 Talbot Rd%2C Edmonds%2C WA 98026%2C USA 1/2 Topo North AmericaTM 10 G� r Li �n r T Harhour Inte z , a r nt .fir r rn❑ o serene• � Norma 6a h�'•'- IA8THSTSW ,w Picniz.Pofnt-North J r nwood LynPIP y � p i.A. JCP i` '• Nleadowdale � �D z l l7> SO.S2fi' c x— Beverly Acres <— W 1220 20.721' _ l 99 rr F ❑ m v� + u zL .• 1 • sT sw m D L Peal Ills_ . m <�` •y 11 182 �., 1816 - Alderwood•Manor DR -'• �_Lynnwo0d !� A-----oo - Village Y . ParLLJ _ CAS PER .5T; a _ c m 181 X y Cedar Valley,- a s � 104 ' Edmands MAIN: ST eattle Heights 3 N _ o � w• $212TF{ ST SW I 22Z H ST S — 1 m C7QI Edwards Paint + �1z ui F M N VA m w f 1179 �rrU I UJ ti 220TH ST SW � w, �z sw 1 LJ •••i Woodway EspBraoa- fail f +179 r� 423.5 ft 300 ft 200 ft Site on lower half of hill, Kzt=1.0 100 ft Oft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 423.5 ft Avg Grade: 3 Climb Elev: 566.1 ft Desc Elev: 142.6 ft Max. Elev: 423.5 ft Min. Elev: -1.1 ft Climb Dist: 1.8 mi Desc Dist: 3,010.9 ft Data use subject to license. TN Scale 1 : 62,500 © DeLorme. Topo North AmeriCaT" 10. MN(15.1^E) 11A z km www.delorme.com 1" = 5,208.3 ft Data Zo8g 11-6 Topo North AmericaTM 10 HaHwurP�nte, + err a is P�Ent v 140TH ST SW r W Serener Q, o _ _ m fYorma.Bea 448ST-5W y Picnic Point-N.& Lynnwoa •i.11nds ch ` I • . 1 a w, Meadowdale �l y =-_ C Beverly Acres _. mT N47= 5O.526' m W122° 20 721' A c v z 2 21— f l l A Q m 8OfH ST SW =� gLMp A r�LFF ❑ - Parr a �LDR 18aTH ST SW r g rr ' '`�-� G7 Aldenvood-Manor - M eLy 11wa�Dd d o Alderivood Village r dark J V _ CAljS R aST rn. �� c 7SIB c �RRY p0 (? ia4 Edmonds' F1;4IN`S Seattle H_ eights 181A f _ ti 9 Yos rk Z2 Si SW 2121H ST SVI C m v f: d'.vards pom! ` '. v m N a =� 7 ❑ E _ - �79 a f' I� a r _ 220TH ST SLI m z 446.5 ft 400 ft 300 ft 200 ft Site on lower half of hill, Kzt=1.0 100 ft 0 ft -100 ft 0 mi 2,640 ft 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: 443.2 ft Avg Grade: 3 Climb Elev: 539.6 ft Desc Elev: 96.4 ft Max. Elev: 446.5 ft Min. Elev: -0.3 ft Climb Dist: 1.7 mi Desc Dist: 2,439.9 ft Data use subject to license. TN Scale 1 : 56,250 © DeLorme. Topo North America TM 10. MN(15.1-E) o : �m www.delorme.com 1" = 4,687.5 ft Data ZoM 11-7 Topo North AmericaTM 10 Picnlc I�oint pIGNIC p1- _ "• _1 � - • yyV .. y� �130�THF PL E; W qv`T ti z 40TH.ST^SAl �.h a 4 ,o Serener M' _ 'Norma Bea Q� I�;al ti ' I—z�tv 1..L��• 48Ttt ST 5W 150TH•PL- n �� y`{ PO SW ,E [ .51Sf-ST p- 4L,: 1Picnic•Pofnt-No h.Lynnwodd Lunft '� � - ,fib s J G, 1567 `Sw 156TH ST SW 7TH'PliS '157TH.ST SW S "le eadowdale a Z�}� sEdu.R (ice e LU I;n mD <� r*' �� . Beverly Ages _ in N37= W122°?4.721'2 1715T PL-SW l' Brnxrls Be) ' w r Ir -- = I ¢ j LYpiQ'�v 180T SSTSW ur'7 � L ¢ a .y r I_ 1 Q 1�_ �a'Q x�o�m1� 80TH ST SW Irj 1� z pL' IBIST P �G z O} 182Nb PL-5. ry / C PE M s 5Y 184TH T S n r. {�� mr �p r m�`rdy��. � �01,23n� = I85TH 188T~& 5W LIB C'o _ w r- �,.n r¢"�i� -189T lAL SW m' DO' ° n� 19157 ST �fL CO SW_ p ] 192ND-PL SW z N, a imy �� -� ¢D ¢g < s ° i' / r 144T� 5411 x .3 � m mj m a Grinwood,:� TOR- _ .. _ g.. �Jm- c _ r. c hcri 4�Ic' Sr'rr7r�r "- 198TH ST SW l'r M n~ p7 P z r u a m r ke ;y 3• -- Edmonds a I ,y ¢ d L y j°. F'I-' 99 m l-- A� E �_ z � w _.. `C. n. C' � O-7 pp Yfl F, 1� ❑ T GLrNST``iSQ: F v'.o a c - Ln a II'u Edmonds Undewatzr • 'ti F T j m�a N ? _ +: �' a c 204TH 5i SW z Cedar Valley �' ParK .:SPRAGUT 1^ z+ m m F gQa Etlm - s (, = m n i . - - M � n - Seattle Heights— p� w PbE-ST7C x i7 m ;'�$107i-t PL D! r� N ` �E�J �181A rn 2I2TH 5TESW 'D m o NP t Mall J o• 1 ,v�� p x I L.._ P� C_. 7 r=� C— D—.;7 C tip' 1rkc: C7.. 212TN ST SW:= x yc soWp� l 214THTLSW�P1 C a m—m-T -�T'wA7`� m � � { POINT:EbWARDS PL'�I PINE_sT fmn ° N r2 6TFi 5T 5W �� f`� 2167N ST SW 216f41 I SW 333.5 ft 200 ft Site on lower half of hill, Kzt=1.0 100 ft Oft ft -100 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.03 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -170.1 ft Avg Grade: 7 Climb Elev: 729.9 ft Desc Elev: 900.0 ft Max. Elev: 333.5 ft Min. Elev: -1.7 ft Climb Dist: 1.7 mi Desc Dist: 2.3 mi Data use subject to license. TN Scale 1 : 50,000 © DeLorme. Topo North America TM 10. MN(15.1-E) o h : �m www.delorme.com 1" = 4,166.7 ft Data Zoaa 12-0 Seismic Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story w; . h;k w,(. hXk Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ew;.hik FX FX Roof Framing 20 3200 64.0 26 1664 1.00 6.1 6.1 Base Shear (ULT) 8.5 kips Base Shear (ASD) 6.1 kips 64 - 1664 1.00 6.1 - * note that all table forces are ASD Seismic Forces - Vertical Distribution Includina Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 6.1 6.1 E = 6.1 - Diaphragm Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm Level w; (kips) E Wi (kips) F; (kips) E Fi (kips) E Fi * wPX E w; Fpx (Min) 0.2SDSiWpx Fpx (Max) 0.4SDSI`Npx FPX Govern Roof Framing 64.0 64.0 6.1 6.1 6.1 7.9 15.8 7.9 Description By Date Seismic &Diaphragm Force Distribution LS 01/04/21 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 Flynn Remodel Edmonds, WA 98020 20320.10 33 SOUTH ELEVATION SCALE:1/4" = 1'-0' WIND PRESSURES - X-DIRECTION 25' HEIGHT LIMIT: 51.2' ------------------------------------------------------------------------------------------------------ BEAMS PER CHIMNEY STRUCTURAL ROOF HIGH POINT EL = 25'-101/2'' T.O. NEW ROOF 36.94 sf WIND FORCES - X-DIR: ROOF = 15.9PSF*76SF + 10.6PSF*362SF + 7.6PSF*37SF + 4.4PSF*61 SF = 5.6K i 60.7 sf BEAMS PER STRUCTURAL sf INSTALL TRELLIS PER PETAIL ----------------r=-_-- EAST ELEVATION 11�11�9�11 -- —71- — --- -7,-- __ 4'-9 1 /2" 27'-2" MAIN (ADDITION) = 15.9PSF*88F + 10.6PSF*127SF = 2.7K *ALL FORCES ASD — — — — — — — — — — — — — — 2 sf N CO F1 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - � N 0 4'-9 1 /2" 22'-0" Grade plane = (22FT*31.3FT + 27.2FT*22.4FT) / (27.2FT + 22FT) = 26AFT MAIN FLOOR EL = 6-101/2" (EL = 313) ,L (T.O. EX SUBFLOOR) LOWER FLOOR PLATE EL = 7-101/2" (EL = 30.3) o (T.O. EX PLATE) Main floor is less than 6'-0" above grade plane and in turn is not considered a story o above grade per ASCE 7-10 LOWER FLOOR EL = 0' (EL = 22.4') (T.O. S.O.G.) w U Z o W ry rn 0 ~ Q w m 3: W Q U) ry Z a'I O Z 73 J w Pew H 2 D A R C H I T E CT U R E D E S I G N 23020 EDMONDS WAY, #113 EDMONDS, WA 98020 P.206.542.3734 www.h2darchitects.com DATE: 8/31 /2020 PERMIT SET EXTERIOR ELEVATIONS SCALE:1/4" = TO'' A2,0 34 ROOF FRAMING PLAN SCALE: 1/4" = V-0" TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR WINDOW HEADER. 3. ROOF SHEATHING SHALL BE 5/8" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4. UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 4x8 HF#2 WHERE MAXIMUM SPAN = 5-6". 5. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 6. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. V�:»Ix irml00Ill: I: a961106go] :irdaray-Aw:Z•Z•]21:7aLTA I1►rcIQ:Ira11.11 8. REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 9. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. 10. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON UPPER FLOOR LEVEL. 12. ATTACH ALL RAFTERS TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES. 2'-0" 4= - 4m�lhl ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Ig M. ?, of waste o 45901 1� �R9L i 0 XX/ XX/ XXXX J Q z O n N ry U � (n � W w Q CL ry Q DESIGN: II DRAWN: ATD III II CHECK: DMT III JOB NO: 20320.10 DATE: XX/XX/XXXX Q W � 2'-0" 4'-0z" O Q 0 Q z J D 0— O L d- W p V U z ap w N 0 = Q Q w rn � � Q LL- Z � O � Z M U 0 w o Q O Q li N I— � SHEET: S203 35 O C I W-AVA 12 1 :?-,10 1, "1 : va w W-Al 0 0 LVA F-11 10 ----------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I j SLAB ON GRADE j I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I EXISTING 6" /! �ONCRETE WALL — �I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L---------- J MAIN FLOOR FRAMING PLAN SCALE: 1/4" = V-0" TYPICAL FLOOR FRAMING PLAN NOTES: �N X N M F— �_, c/) x x w BMX MAIN FLOOR EXISTING CONCRETE SHEAR WALLS: - SEISMIC: MAIN FLOOR NOT CONSIDERED STORY ABOVE GRADE, E,main=OK TJOIST - WIND: EXISTING CONCRETE RETAINING WALL OK TO RESIST WIND FORCES BY INSPECTION. ADDITION ONLY TO BE DESIGNED FOR MAIN FLOOR WIND FORCES SHOWN. FJX EXIST JOIST w BMX 1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/S5.1. 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 3. REFER TO SHEET S5.1 THRU S5.2 FOR TYPICAL FLOOR FRAMING DETAILS. 4. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2"0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. 5. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 48 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 8. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 9. ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU FACE MOUNT HANGERS W/ MAX NAILING, UNO ON PLAN. 10. ALL BEAM -TO -COLUMN CONNECTIONS SHALL BE SIMPSON CCQ OR ECCQ COLUMN CAPS, UNO ON PLAN. FORCES - MAIN (ADDITION EX OK WX = 2.7K EY=OK WY = 2.5K NOTE: ALL FORCES ASD Y X F------------- I I I I I I I I x I I SLAB ON GRADE j � I I I I I I I I I I I I L------------� 21'-T 21'-T FJX I FJX C+ 3 Ix m x 2 m 2'-0" 0 - 2'-0" 4'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Ig M. ?, O� WAs � z O 45901 �R9L > i 0 XX/ XX/ XXXX J H z O CZ N U LLJ w Q CL Y 0' Q DESIGN: DRAWN: ATD CHECK: DMT JOB NO: 20320.10 DATE: XX/XX/XXXX �� Z O Q 0 Z D O L d- W U ap O W 0 = Q W 0 � M Q Z LL.I Z M O J O Q ILL. N I — SHEET: Z Q Qw Z J S2m2 36 Upper Floor Shear Walls -Walls Below the Roof Framina Fx (EQ) = 6.1 kips (Story Shear) Fx wind = 5.6 kips(StoryShear HT Ffl Wx= 6100.0 PLF seismic Wx= 5600.0 PLF wind X- Direction Walls Wall Line Wall Mark SW Length Trib Width EQ+WL 2w/h EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (e.".14Sw)DL 0.6'DL Net Aft Hold-down Line Load Line Load End i End j End i End j End i End j End I End] A 1 2 3 4 7.25 19.07 0 9.17 0.5 - - - 1.0 1.0 0.0 1.0 86 86 NA 86 56 56 56 SW6 SW6 SW6 6.8 18.6 8.7 1.3 0.8 1.1 1.2 0.7 1.0 0.3 0.8 0.2 0.3 0.8 0.2 0.4 1.0 0.2 0.4 1.0 0.2 1.0 0.0 0.9 1.0 0.0 0.9 HDU2 None MST37 HDU2 None MST37 3.1 - - - 2.8 - - - B 1 2 3 14.92 0 10.5 0.5 - - 1.0 0.0 1.0 120 NA 120 79 79 SW6 SW6 14.4 10.0 1.5 1.1 1.3 1.0 0.3 0.2 0.3 0.2 0.4 0.3 0.4 0.3 1.1 0.9 1.1 0.9 HDU2 MST37 HDU2 MST37 3.1 - - 2.8 - - 00 00 0.0 0.0 0.0 0.0 She-Ils: 1/2" sheathing w/ HF studs Nil - 0 p0 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. 1190 p0 Re -Galt 1200 plf 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 Holdown Table W 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 HDU11 6x6 DF#1 9.535 kips HDU14 6.6 DF#1 14.445 kips kips kips Re-Calc 14.5 kips M 5.a _ Input Cell Input Cell w/ Formula TRIB 5.3 5.3 3.8 0.0 0.0 0.0 0.0 Upper Floor Shear Walls LS 01/04/21 Checked Date X-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Projcct Job No. Suite 200 Flynn Remodel Edmonds, WA98020 20320.10 37 Upper Floor Shear Walls -Walls Below the Roof Framing Y - Direction Walls Fy (EQ) = 6.1 kips (Story Shear) .07 F wind = 5.9 kips(StoryShear .07 Lhfw3.5 Wy= 107 PLF seismic .87 Wy= 104 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ+WL EQ Wind SW Reduced Gross Gross (0.6-0.14S�)DL 0.6'DL Net Uplift Hold-down Line Line Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End I I End J I End I End J Load Load TRIB 1 A 4.07 16.5 0.6 362 250 SW3 3.6 3.4 3.2 0.1 0.1 0.1 0.1 3.3 3.3 HDU4 HDU4 1.8 1.7 0.0 B 4.17 - 0.6 353 244 SW3 3.7 3.3 3.2 0.1 0.1 0.2 0.2 3.2 3.2 HDU4 HDU4 - - 2.1 2 A 3.17 27.5 0.7 410 283 SW3 2.7 3.1 3.0 0.1 0.1 0.1 0.1 3.0 3.0 HDU4 HDU4 2.9 2.8 0.0 B 3.67 - 0.8 354 245 SW3 3.2 3.0 2.9 0.1 0.1 0.1 0.1 2.9 2.9 MST48 HDU4 - - 0.0 C 342 - 0.8 380 263 SW3 2.9 3.0 2.9 0.1 0.1 0.2 0.2 2.9 2.9 HDU4 HDU4 - - 4.8 3 A 8.17 13 1.0 170 118 SW6 7.7 1.6 1.6 0.4 04 0.5 0.5 1.3 1.3 MST37 MST37 1.4 1.3 6.3 00 00 00 00 E 57.0 6.1 5.9 -Input Cell Input Cell wl Formula Description By Date Upper Floor Shear Walls LS 01/04/21 Checked Date Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Projcct Flynn Remodel Job No. Edmonds, WA98020 20320.10 38 Main Floor Shear Walls - Walls Below the Upper Floor Framing HT8.83 Fx (EQ) - kips (Story Shear) Fx wind = kips (StoryShear HT7.83 KSDS= 3.5 Wx= 0 PLF seismic 0.87 Wx= 0 PLF wind X -Direction Walls Line Load From Above EQ Gross Uplift Wind Gross Uplift EQ Wind Net Uplift From Above Governing Net Uplift EQ Line Load Wind Line Load Wall Line Wall Mark SW Length Trill, Width EQ+WL 2w/h EQ Shear Wind Shear SW Callou[ Reduced HD Leng[h (0." 145.)DL 0.6' DL Hold-down EQ Wind End i End j End i End j End i End j End i End j End i End j A 5 21.58 0.5 - 3.1 - 2.8 - 1.0 141 93 SW6 21.1 1.3 1.2 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0.0 None None 3.1 - 2.8 - B 4 21.58 0.5 - 3.1 - 2.8 - 1.0 141 93 SW6 21.1 1.3 1.2 1.3 1.3 1.6 1.6 0.0 0.0 0.0 0.0 None None 3.1 - 2.8 - 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 1.0 b.1 5.b Shearwa6s: 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. 1190 plf Re-Calc 1200 1 plf CM ENGINEERING 250 4lh 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 HDU11 6. DF#1 9.535 kips HDU14 6,13 DF#1 14.445 kips kips kips Re -Galt 14.5 kips Main Floor Shear Walls X-Direction n Remodel ' Inpu[ CeCellll Input w/ Formula LS ' 01 /04/21 cked Date (e NTS Sheet No. No. 20320.10 39 TRIB 16.3 11.5 Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ)- kips (Story Shear) Story HT = 8.83 F wind = ki s Sto Shear Wall HT= 7.83 JSDS h Max tiv 3.5 Wy = 0 PLF seismic = 0.81 W = 0 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 (o.c-0.14S�)DL 0.6'DL From Above Net U lift Hold-down Line Line Line Mark Length Width EQ Wind 2w/h Shear Shear CMI-1, HD Length Uplift Uplift End i End End i End End i End End i End End i End Load Load TRIB 1 0 1.8 1.7 1.8 1.7 2 0.5 2.9 2.8 2.9 2.8 3 0.5 1A 1.3 1.4 1.3 B 2 - - - 0.8 442 305 SW3 1.5 2.8 2.7 0.0 0.0 0.1 0.1 0.0 0.0 2.8 2.8 HDU4 HDU4 - - 1.0 C 2 - - - 0.8 442 305 SW3 1.5 2.8 2.7 0.0 0.0 0.1 0.1 0.0 0.0 2.8 2.8 HDU4 HDU4 - - 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E 1.0 6.1 5.9 6.1 5.9 Input Cell Input Cell w/ Formula Stem wall = 2'-9" Description Main Floor Shear Walls By LS Date 01/04/21 Checked Date Y-Direction Scale NTS Sheet No. ENGINEERING 250 4th Ave. South Suite 200 Project Flynn Remodel Job No. Edmonds, WA 98020 20320.10 40 U-0" Retained Height - Case 1 This Well in File'. Rh 2018 Prolecta\18916.24 Eclipse Shon Plat FeasiNliRA_Stru hEnginearing Li= a u Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-12 cence Te: CG ENGINEERING Criteria Soil Data ReYlnetl Hei9M = 800k ow SDIl Bearing - 2,500.0 Psf lill Wall heightabove soil = 0.50k Equi.a Fluitl Pressure.. Slope BeM1lntl Wall g.gg AnW Heel Pressure = 35.0 psflft Heigh of Soil over Toe = O.00in = Water belgbl over beef = 0.0k Passive Pressure = 250.0 psflft Soil Density, Heel = 11RW pa Soil Den.lty, Toe = 00 pa Fnntingllspit 'nod.,= G_ Soil belgbl Y Ignore for P-W pressure = 12.00 in=- L Sumharge Loads Latend Load Applied to Stem Adjacent Footing Load S. heMd Ore, Heel = 0.0 psf Used To Resist Sliding & Orenurning SumhaMd Ore, Tce = 0.0 NOT Used for Sliding & Ovenuming Axial Load Applied to Stem Anal Dead Loed = 0.0I11 Anal Live Lo.d - 0.0I11 N 11...E-triaty = 0.0 in Design Surma Wall SYbli ty Reties Orenuming = 1.67 OK Slab Resist All Sliding Total Bearing Load - 3,60lts ...resultantea. = 12.]4 1n Soil Pressure@Toe - 22es Psf OK Soil Pressure @Heel = 0 Psf OK able = 2,500 psf NI Soil Pressure Less Tban Allowahle A Factored @ Tae = 3,205 psf ACI Factored @ Heel = 0 P. -h, Shear@Tae = 20.4 psi OK Footing Shear @ Heel = 20.4 psi OK owable = 822 psi Sliding Calm LaYrel Slitling Force = 1,750.0I11 Yral Load = 0.0#/ft Adat .., Height tc 1, = "t, F9 Height to Eo = O.00ft Eccentricity t� Stem Construction TOYI Fome @Section Service Level Ibs= Strength Level Ibs= 2,288.0 MomenM..Actual s"hgtevel %_= Strength Level fl-#= 6,604.0 owable = 8,312.6 SM1earn...Aetual service Level BSI= SirengM Level psi= 30.5 Shear--. owed. psi= st Anet(Masonry) in2= Reber Depth Masonry DMa fm psi= usl= Vertical component ofaaire lateral soil presame lS Solid Grouting - NOTconsiderect in the calculation A soil bearing MOtlula, Ration' _ Wall Weight pal= 10o.o Lead F . Short Term F— = Building On IBC 2015,ACI Equiv. Solid Thick. - DeatlLcatl 1200 Masonry Block Type =Medium Weight Live Loed 1.600 sonry Design WdR,d = ASD Earth, H 1.600 Lo.LreY DaY Wind, W 1.000 fc psi= 4,000.0 S-l-hi,E 1.000 Fy p.i= 60.-A Project NemalNumber Use menu Nam Senings> Printing & Tile Block TB. .-RaYinad et Yeas flue lines of lnfprmatlpn Dsgnr LS (or your pregrem. Description.... Lace 1: Lpnatmcllon This Well in File'. R \ 2018 Proleas\1891fi.24 Eclipse Shon Plat FeesibiliM_StrucWreM1Engineering =r.*l.aer �l= eons rr.tu.ua.aa LlcerC.e T. - CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Reber Area Details H.-Inlal Reinforcing Bottom Stem V.Ncal Reinforcing As (based an applied moment): 0.25]6 1" 0.3435 in- 200bd1fy: 200(12)(6.18]5ufi0000: 0.2475 in- MIn SYm T&SReird Area1.&24h2 Min SYm TAR Rainf Area per ft fstem Haight: 0.192 in2M 0.001 at: 0.0018(12N8): 0.1]28 in- HarbnMel ReinYming Options: Required Are.: 0.25]6 in- #4@ 12.50 in #4@ 25.0)In Provided Area: 0.31 in- #5@19.38 in #5@30.]51n M�Nmum Are.: 1.3411 in2M #6@ 27.SO in #fi@ 55.. h Footing Data I Footing Design Results Tce Width - 1.Wft Heel Width - 2.]5 TOYI Footing Width = 4.25 Footing Thickness = 12.00 in I. Halt Facored Pressure - 3,205 O P. Mu': UpwaM - 36479 Mu': D.-A = 2,d30 2,989 k-# Key WiNM1 = 0.00 in Key DeDiM1 = 0.00In Key Oil fmm Toe = O.00ft 'aDesign = 2,83] 2,]90ft-# Actul-Way Shear = 20.39 20.39 psi Allow l l-Way Shear = 82.16 82.16 psi Toe Reinfomirg = # 5 @ 12.00 in 1. - 3,000 psi - 80.000 psi ra h,t Concrete DensityF= 150.00pcf Min. As % = 0.0018 Heel Reinfoming = #4@18.00 in Key Reinforcing = None Spe _II Tonlon, Tu = O.OD I). CoverCover @ Top 2.00 @ Btm� 3.00 In Dotiow ng All. Torsion, phi Tu = 000 R- .Iba F xYBion ea ds allowable, provide supplemenYl design forfoodng torsion. Other Acceptable Sizes & Spacings Th.: #4@9.25h,#5@14.35 in, #fi@20.3]in,#]@2].]]In, tIS@36.57 in,#9@46 Heel: 014@ 9.25 h, #5@ 14.35 in, #fi@ 20.37in, #]@ 27.77In, t18@ 36.57 in, #R@ 46 Ney. No key d.n.d Min Mating T&S reinf Area 1.f0 In2 Min Voting T&Sreinf Area par Mot 0.2. 'm2M ne layer 0 M1orizo bars: If two layers of horizontal bars: t{4@ 8.2R In #W@1& In 415@ 14.33 in .@ 28.]0 in #fi@ 20.3] in A@ 40.74 in Project NemalNumber Use menu item SeRing. > Printing & This Block TB. .-RaYined et Yeas flue line. of lniormatlon Dsgnr LS (or your pregrem. Description.... Lase 1: C.-hI ct- TM1is Well in File'. Rh 2018 Ph jjecls\18316.24 Eclipse Short Plat FeasiNliRA_Str ftEnginearing aeuin.ro t�l.aer nna, .aria rr....u..sa Llcen.e T. - CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI318-14,ACI530-13 Summa of Overturnin & Resistin Forces &Moments Force IYm Ibs .....OVERTURNING..... .....RESISTING..... DISYRN Moment Force Dist Moment tt e flit Ibs Once ft-# IL Aa Prea(ab water btl) 1,]50.0 HL Aa Phd (be water ml) Hympaatic Farce 3.33 5,833.3 Soil Over HL (An.-r tbl) 2,062.5 3.21 fi,fii].2 Sail Over HL (betew rtbl) 3.21 6,61 ].2 Wntre Table Buoyant Fome = Sloped Soil Over H. = Sumh. Over Hcel = Surcharge over Heal = SumhaM.Over TO. = Adjacent Footing Load = Atljacent FOOUng Load = Add. Lateral Loatl - Deatl Loatl on Stem= al LIre Loatl on Stem = Load @ Stem Above Sail = Soil Over Toe = Sumhe_Over I. = = Stem Weight(s) = 950.0 1.83 1,]41.] EadM1 @ Slem Trens._- Tilt Hori,ontalD fIect on atTon ofW II Imn f it (OeBection due Y wall bending net cenaideretl) Sail Spring Reaction Modulus 250.0 pd HorizonYl Dall@ Top of Well(appmelmate only) 0.142 in 41 U-0" Retained Height - Case 2 This Well in File'. Rh 2018 Prolecta\18916.24 Eclipse Shon Plat FeasiNliRA_Stru hEnginearing Li= a u Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-12 cence Te: CG ENGINEERING Criteria Soil Data ReYlnetl Hei9M = 900k owS 11 B-ing - 2,500.0 Psf lill Wall heightabove soil = 0.50k Equi.a Fluitl Pressure.. Slope BeM1lntl Wall g.gg AnW Heel Pressure = 35.0 psflft Heigh of Soil over Toe = O.00in = Wafer belgbl over beef = O.Ok Passive Pressure = 250.0 psflft Soil Density, Heel = 11RW pa Soil Den.lty, Toe = 00 pa Fnntingllspit 'nod.,= G_ Soil belgbl Y Ignore for P-W pressure = 12.00 in=- L Sumharge Loads Latend Load Applied to Stem Adjacent Footing Load S. heMd Ore, Heel = 0.0 psf Used To Resist Sliding & Orenu,ning SumhaMd Ore, Tce = 40.0 NOT Used for Sliding & Ovenuming Axial Load Applied to Stem Anal Dead Loed = 291.0111 Anal Live Lo.d - 340.0111 N 1 Loed E-triaty = 0.0 in Design Surma Wall SYblllty Reties Orenuming = 1.76 OK Slab Resist All Sliding 1 Total Bearing Load - 4,281 lta ...resultantea. = 1 1.251n Soil Pressure@Toe - 2p01 Psf OK Soil Pressure @Heel = 0 Psf OK N1able = 2,500 psf Soil Pressure Less Tban Allowed: A Factored @ Tae = 3,413 psf ACI Factored @ Hee1 = 0 P. Footing Shear@Tae = 21.7psi OK Footing Shear @ Heel = 16 8 psi OK owable = 822 psi Sliding Calm LaYrel Slitling Force = 1,750.0111 Yral Load = 0.0#/ft Adat .., Height tc 1, = O.00ft F9 Height to So = O.00ft Eccentricity t� Stem Construction TOYI Fome @Section Service Level Ibs= Strength Level Ibs= 2,288.0 MomenM..Actual s"hgtevel %_= Strength Level fl-#= 6,604.0 owable = 8,312.6 SM1earn...APtual service Level D.I= SirengM Level psi= 30.5 Shear--. owed. psi= st Anet(M... h ) in2= Reber Depth 'd' = 6.1. Masonry DMa fin psi= usl= Vertical component ofaaire lateral soil presame lS Solid Grouting - NOTconsiderect in the calculation A soil bearing Motlula, Ration' _ Wall Weight pal= 100.0 Lead F . Short Term Factor = Building On IBC 2015,ACI Equiv. Solid Thick. - DeatlLcatl 1200 Masonry Block Type =Medium Weight Live Loed 1.600 sonry Design Mengtl = ASD Earth, H 1.600 DoncreY DaY Wind, W 1.000 fc psi= 4,000.0 S-l-hi,E 1.000 Fy p.i= 60.-A Project NemalNumber Use menu Nam Senings> Printing & Tile Block TB. .-RaYinad et Yeas flue lines of lnfprmatlon Dsgnr LS (or your pregrem. Description.... Case 2: End Condition This Well in File'. R \ 2018 Proleas\1891fi.24 Eclipse Shon Plat FeesibiliM_StrucWreM1Engineering =r.*l.aer �l= eons rr.tu.u..11 LlcerC.e T. - CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Reber Area Details H.-Inlal Reinforcing Bottom Stem V.Ncal Reinforcing As (based an applied moment): 0.25]61" 0.3435 in- 200bd1fy: 200(12)(6.18]5ufi0000: 0.2475 in- MIn SYm T&SReird Areal. 4h2 Min SYm TAR Rainf Area per ft fstem Haight: 0.192 in2M 0.001 at: 0.0018(12N8): 0.1]28 in- HarbnMel ReinYming Options: Required Are.: 0.25]6 in- #4@ 12.50 in #4@ 25.0)In Provided Area: 0.31 in- #5@19.38 in #5@30.]51n M�Nmum Are.: 1.3411 in2M #6@2].SO in #fi@55.00In Footing Data I Footing Design Results Tce Width - 1.Wft Heel Width - 2.]5 TOYI Footing Width = 4.25 Footing Thickness = 12.00 in gpg yggl Facored Pressure - 3p13 Opaf Mu': UpwaM - 39,fi0fi 433 k-# Mu': DownwaM = 't - 2,9.. k-# Key WiNM1 = 0.00 in Key DeDiM1 = 0.001n Key Distance fmm Toe = O.00ft Design = t'- 2535ft-# Actual l-Way Shear = 21.fi5 IS.8 psi Allow l-Way Shear = 82.16 82.16 psi Toe "'I"= # 5 @ 12.00 in 1. - 3,000 psi - 60,000 psi ra h,t Concrete DensityF= 150.00pcf Min. As% = 0.0018 Heel Reinfo ` = # 4 @ 18.00 in Key Reinfo W = None Spec'd Foding Tonlon, Tu = R. II). Cover @ Top 2.00 @ Btm� 3.00 In Dotiow.Iba ng All. Torsion, phi Tu = 000 R- F xYBion es ds allowable, provide supplemenYl design forfoodng torsion. Other Acceptable Sizes & Spacings Th.: #4@9.251n,#5@14.35 in, #6@20.3]in,#]@2].]]In,#B@ 36.57 in,#19@ 46 Heel: 014@ 9.25In, #5@ 14.35 in, #6@ 20.37in, #]@ 27.77In, t08@ 36.57 in, #9@ 46 Ney. No key d.n.d Min Mating TSS reinf Area 1.10 In2 Min Voting T&Sreinf Area par Mot 0.2. In2 dt If ne layer 0 M1orizo bars: If two layers of horizontal bars: IM@ 9.281n #4@1&521n #5@14.33 in .@28.]0in #6@ 20.3] in A@ 40.74 in Project NemalNumber Use menu item SeRing. > Printing & This Block TB. .-RaYined et Yeas flue line. of lniormatlon Dsgnr LS (or your pregrem. Description.... Case 2: End Cdndid- Tbia Well in File'. Rh 2018 Projec 18316.24 Eclipse Shon Plat FeasibiliM_Stru .KEngin..dng aeuin.ro l�t.aer nna, .aria rr....u..sa Llcen.e T. - CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI318-14,ACI530-13 Summa of Overturnin & Resistin Forces &Moments Force IYm Ibs .....OVERTURNING..... .....RESISTING..... DISYRN Moment Force Dist Moment tt e flit Ibs Once ft-# IL Aa Prea(ab water btl) 1,]50.0 HL Aa Phd (be water ml) Hympaatic Farce 3.33 5,833.3 Soil Over HL (An.-r tbl) 2,062.5 3.21 fi,fif ].2 Sai101er HL (bete water tbl) 3.21 6,61 ].2 Wntre Table Buoyant Fome = Sloped Soil Over H. = Sumh. Over Hcel = Surcharge over Heal = SumhaM.Over TO. = Adjacent Footing Load = Atljacent FOOUng Load = Add. tt..l Loatl - Deatl Loatl on SYm= 631.0 1.83 .3.5 al LNe Loatl on Stem = .0.0 1.63 823.3 Load @ Stem Above Sail = Soil Over Toe = Sumhe_Over I. = = Slam Weight(s) = 950.0 1.83 1,]41.] EadM1 @ Slem TrenslOons= Tilt Hori,ontalD fIect on atTon ofW II Imn f it (OeBection due Y wall bending net cenaideretl) S0it Spring Reaction Modulus 250.0 pd HOrizonYl Dall@ Top of Wall(appmelm only) 0.149 in 42 6'-0" Retained Height - Case 3 Project NemelNumber: hlomingwell Use menu them SeRing. > Printing & Tull Block TMe 9-Retained Heigh Page: 1 ettM1e.e five line. of iniormatlon Dsgn,: LS Date: 9OCT 0(or your pregram. De acription.... Case 3: E mInRlIke 'hie Well in File'. Rh 2018 Proleclst18316.24 Eclipse Shon Plat FeesiNliRA_Stru hEngineering e fOKw-o a..,'._ u Cantllevered Retaining Wall Code: IBC 2015,AC1318-14,ACI 530-13 Relalnetl Heigh = 900ft Ilow Soll Hearing25.0 P. Wall height above soil = 0.50 ft EguivaleM Fluitl Pressure Netbotl Slope Gent 8 Wall 0,00 N"e Heel Pressure = 35.0 Dsflft Heigh d Soil over Toe = 0.00 in = Water belght over heel = 0,08 Passive Pressure = 250.0 Dsflft Soil Density, Heel = 11RW pd Soil 13-ty,, The = 00 Ind %ndhollspit 'no- = G_ 8o11 belgbl to Ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Lead Surcharge Ure, Heel = 0.0 P. teterel LOad = 0.0 edt Adjacent Footing Laad = 0.01. Used TO Resist Sliding &Ovenuming ...Height to 1, = 000, Footing Width = 0.00R Surcharge Ore, Tce = 40.0 ...Height to E...= 0.00ft Eccentricity = 0.00h NOT Usetl for Stdng&O hhing Loatl Tyae - Wlnd (W1 1to Fla CL Dist = O.00fl Axial Load Applied to Stem (e_( t_.p FooSng Ty Line Load B... AbovelBelow Boil O.Ofl Anal Dead Load = 291.0111 rid on E.osed Stem = 0.0 psf at B.& of Well Anal Live Load = 340.01bs (Service Level) Poisson's Ratio = 0 Earth 1 L.. E-triary = 0.0 in Earth Pressure Seismic Load Method Un'dorm Uniform Seismic Force = 80.000 Multiplier Used - A.- Tors) Seismic Farce = 800.000 (Multiplier used on ..it density) Design Summary Stem Construction BORom DnIgn NelgMAbeve Flo ft= 0.00 Wall Sol Fbelec Well Malarial Abore'HC' = Concrete Oreduming = 1.fit OK Oeslgn Metl no = Sell, Resists All Sliding l TMckness - LROO Reber Size = # 5 Teel Baenng Load = 5,131 Ibs Reba, Spedng = 9.00 ...resURRnt ecc. = 15.43 i^ Reber Placetl at = Edo. SoilPressure@Toe - 2,820 psf OK Dxi. Date 091r Soil Pressure @Heel = 0 psf OK Tdod ♦ farFa = Allowable = 3,325 pd Total Force @Section Soil Pres sure Less TM1an Allowable Service Level Ibs= ACI F.-I" @ Tae = 3,994 psf Strength Level Ibs= 2,988.0 ACI Factored @ Heel = 0 paf MemenL..Adual mting SbearQToe = 25.]ps10K SeMce Level B4I= Footing Shear @ Had - 23.5 psi OK Strength Level fl-#= 10,OC4.0 Allowable = 82.2 psi M... t ...Allov2ble = 10,94IS Sliding Cdce Shear.....Ad..I Lateral Sliding Fh. = 2,310.0lb, Service Level psi= Strengd, Level psi= 40.2 Shear.....Allmvade = 94.9 An., (Masonry) n2= Reber DepiN 'd' Masonry Date Pm psi= F. Pill= VeR.1 component ofadiva laterel soil pressure IS Solid Grouting - NOT consideredin111.1culation asoil bearing Modular Ration' _ Wall WeigM1t psi= 100.0 Lead Factors Shad Term Factor = Building Code IBC 2015,ACI Equiv. Solid Th- - Dead Load 1.Zo0 Masonry Block Type = Medium Weght Live Loed 1.600 Masonry Design Me = ASO Earth, H 1.600 Cencrefe Dafa Wind, W 1.000 fc psi= 4,000.0 Saiamio,E f.- Fy Ds1= fia,ggo.0 Project Nem.Number Use menu them S-I-9.I Printing It True Block TMe 9-Retained ettM1eae Bve lines of lnfermadon Dsgn,: LS (or your pregrem. De acription.... Cace 3: E mInR ke This Well in File'. Rh 2018 Prolecis118316.24 Eclipse Shon Plat FeasiNliRA_Stru hEngineering aer.inaro t�l.a.r Ana, sane rr....ua.sa LlcerC.e T. - CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Reba, Area Details Bottom Stem V.Mcal Reinforcing H.-Intal Reinforcing As (based an applied moment): 0.3803 in2M I-)';: Obml in2M 200bNfy: 200(12)(6.18]5u(50000: 0.2475 in- Mln Stem T&S ReinfArea i.&241n2 Min Stem TARRainf Area per Bof stem Haight: 0.192 in2M 0.0018Eh: 0.0018(12N8): 0.1]2B in- HarbnMel Reinforcing Options: Required Area: 0.3803 1n2M #4Q 12.50 in #4@ 25.0) h Provided Area : 0.41. in2M #S@ 19 W in #5@ 30.]51n M"In-Aree: 1.3411 in- #S@2].SO in #fi@55..h Footing Data Footing Design Results Tce Wish - 1.W fl Heel Width - 3.50 Total Footing Width = S00 Footing Thickness = 12.00 in Ip€ Bggl Factered Pressure - 3,99d 0 P. Mu': UpwaM - .517 588 k-# Mu': D.h.M = 3,294 5,491 k-# Key WiaM1 = 0.00 iI, Key OeDiM1 = o.00ln Key Gil frcm The = O.00ft Design = 3,fi02 4,903 ft-# A t.1 l-Way Shear = 25.74 23.52 psi Allow l-Way Shear = &2.16 82.16 psi Toe Reinforcing @ 9.00 in 3,000psi = 60,000 psi Faadng Concrete DensilyF= 150.00pd As % = 0.0018 Heel ReinfoMng = #4@1e00 in Key Reinforcing = None Spec'd Foding Tonlon, TO = 0.00 I Cover @ Top 2.00 @ Blm. 3.00 h . F Damn Allow. Torsion, phi Tu = 0.00 B-Ibs Ntenlon exceeds allowable, proNde supplementaldesie.R,,fdddm,, o n. Other Acceptable Sizes & Spacings Tae:e4@9.25in,#5@14.35in,.@20.3]in,#]@21.]]In, #8@3fi.5]in,11.@4. HeN: B4@ 915In, #SQ 14.35 in, #fi@ 20.3] in, #]@ 21.77In, #8@ 36"in, #R@ 46 Key. Nokeyde d Min nadng T&S reinf Aree 1.3' In2 Minfhndng TSSreinf Area pe, 0.26 'In2M If ne Myer a bo,iz 1 bans: If two Myers a horizontal bars: IMQ 9.281n #4Q 18.52 In #5@ 14.35 in @... in #6@ 20.37 in A@ 40.74 in Project N-WNumber Use menu item Settings> Printing & T le Block TMe 9-Rdained ettM1e.e Bve line. of iniormatlon Dsgn,: LS (or your pregram. De acription.... Cace 3: E mInRlIke Tbia Well in File'. Rh 2018 Projec 18316.M Eclipse Shon Plat FeasibiliM_Stru .NEngin..dng aer.inaro t�l.a.r nna, sane rr....ua.sa Cantilevered Retaining Wall Code: IBC 2015,ACI318-14,ACI530-13 Llcense T. - CG ENGINEERING Summa of 011-ning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Disfenc Moment Force Dist. Moment Item Ibs tt e flit Ibs Once ft-# IL Ad Prea(ab water tel) 1,]50.0 3.33 5,833.3 Soil Over HL (An. water tbl) 2,805.0f0,051.3 HL Ad Pres (be water ml) SoilOrer HL (bete weteribl) 3.58 10,OS1.3 Hymod Farce Watre Table Buoyah Force = Sloped Soil Over H. = Surcharge over Heal = SulOver Hcel = Sumbarge Over Toe = Adjacent Footing Loatl = Atllacent Footing Load = Oeatl Loatl on Stem= 631.0 1.83 .3.5 AddId heteral Loatl - al LNe Loatl on Stem = .0.0 1.83 3Load @ Stem Above Sail = Soil Over Toe = Seismic Eadh Load = 560.0 500 2,800.0 Sun,!,_Over Tae = _ Slem Weight(,) = 950.0 1.83 1,741.7 Eadh @ Slem Trenslgone= Total = 2,310.0 O.T.M. = 8,633.3 Fasting Weigh = 750.0 2.50 1,875.0 Key Weigh = ReclatlnglOveduming Fade = 1.1 4 Ved. Componeh = Vedlcal oaUs usetl for bell Pre,sure= 5,138.0 Ibs Total= 4,796.0 Ibs R.M= 14,201.4 Axial live load NOT indu, ,, total tlisplayed, or uaetl for ovedumiryg Ifseismic is III the OTM end sliding retI.. deslance, but is inducted for soil pressure calculatgn. may be 1.1 per sedan 1807.2.3 d IBC. VeNrzl component a active laterel soil pressure IS NOT considered In iM1e celwlation of Slitling Residence. VeNral companeM d active leterel soil pressure IS NOT consitlaretl In me calalaran a oredprhng Resiswnce. Tilt R rizn ID fI T fW II settlementf it (DeBeclion tlue n wall bantling na[ conaitlered) Sail Spring Reaction Modulus 250.0 pd Horizontal Dell@ Top of Wall(appmximete only) 0.149 in 43 9'-0" Retained Height - Case 1 Relalned Heigh = 6 1 Wall height above soil = 0.50 ft Slope Behrd Wall = 0.00 H.I,,MMSOIIova,Toe = 0.00 in Wafer helghl over beef = C.',ft Surohage Loads S. ha t, Ore, Heel = 0.0 psf Used To Resist Sliding 8 Oveduming Sumhage Ore, Tce = 0.0 Used for Sliding b Overiuming Axial Load Applied to Stem Anal Deed Load = 0.0I11 Anal Live Load = 0.0I11 Adal Load E-triat, = 0.0 in Design Summary Wall Stability Ratlea Oreriuming = 2.94 OK Slab Resists All Sliding I T%1Beanng Load - 2,494 Its ...resultant ecc. = 5.141n 11 1,120 psf OK Soil Pressure @Heel = 210 psf OK able = 2,100 Soil Ppsf VA" ressure Less Than Allowadle A Factored @ Tae = 1,569 psf ACI Factored @ Heel = 293 psf -h, Shear@Tae = Is psi OK Footing Shear @ Heel = 6.8 psi OK Al- = 82 2 psi sliding Calm Lalarel Sliding Force = 817.2111 Cantilevered Retaining Wall Adive Heel Pressure = 35.0 psflft Passive Pressure = 2W.0 psflft Soil Density, Heel = 11ROS pa Soil Denalry, The = a.Go pa FOMmgllspit Fd_ = G_ Soil belgbl to Ignore for passive pressure = 12.00 in Iaterel Laed = 0.0tMS ...Height tc Taz = 0.00ft ...Height to Eo = 0.00ft Load Tro = Wlnd(w) (S.M. L l) = Level) d Sfem = 0.0 psf Stem Construction Total Force @Section Service Level Ibs= Strength Level Ibs= 1,008.0 MomenM..Acluel Strength Level S. 2,016.0 Al- = 4,12as SM1earn...Aptual Service Level psl= Stren,l Level psi= 21.0 Shear... owed. psi= 94.9 Ane[(Minn= Reber Depth.,th I- in= 0.00 Masonry DMa m psi= pal- Varii w,,id ponani h, wl ataral soil l 1-h rg IS Solid Grouting - NOTconsitleretlinthecalculationofsoilbearing rRation' W.11 W_ Wall a pal= 100.0 Loatl Fac[ere Short TTerm Factor = Building CCtle IBC 2015,ACI Equiv. Solid Thick.- OeatlLoatl 1200 Masonry Block Type =Medium WegM Live Loed 1.600 ,Dory Oeslgn Me- = ABO d H 1.600 Concrete Data Wi Wind, , 1.000 fc psi= 000.0 SeiamiyE 1.000 Fy psi= 60.0,000.0 Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Foaling Load = 0.01. Footing 1i1i1 = 0.00R Eccentricity = A.In Wail to FIB CL Dist = 0.00fl D Fooeng T Line I. B... AbovelBelow 5oi1 = 0.0fl at B.&of Well Ppisson's Ratio = 0.300 Project NamelNumbsr Use menu item Seninga> Printing a True Block Till. III Retained ettM1eae Bve lines of lnfprmatlon Dsgn,: LS (or your pregrem. Description.... Case 1: CpnsWCllon TM1IN Well in File'. R \ 2018 Proleas\1891fi.24 Eclipse Shori Plat FeesibiliM_SWCWreM1Engineenng ae of Nr eons rr.zv.u..sa lerC.e T. - CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Reba, Area Details Reinforcing Horbontal Reinforcing Bottom Stem V.Mcal As (based an applied hh.- ): I.)•.: 1n211 fy: 200(12)(4Ufi0000: 0.161 200bd211 n211 Mln Stem TBSRaiM Area1.2481n2 par Min Stm TBS eReinf Area flo n, Haight:0.- 0.0018bh : 0.0018(12N8): 0."it in- HCnmM.I Reinforcing Options: Required Aree: 0.16in2M #4@12.50 in #4@25.0)1n Provided Area: 0.24 in2M #S@19.38 in #5@38.]51n Maxmum Ares: 0.811- #6@2].50 in #fi@... In Footing Data Footing Design Results Tce Width - 1.00R Heel Width - 2.]5 Total Footing Width = 3.75 Fabling Ticknasa = 10.00 in I. Bggl Facored Pressure - 1,5fi9 293 pat Mu': UpwaM - 8,]32 1, 14. ft-# Mu': D.-A = ROO 2,044ft-# Key Wirth = 0.00 in Key OeDiM1 = 0.00In Key IN- fmm Toe = O.00ft Design = 853 895 fl-# Actual l-Way Shear = T.fi.82 psi Allow l-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 4 @ 10.00 in 3,000psi Fy= 60,000 psi F th,t Concrete Densil, 1.S.PM As % = 0.0018 Heel Rei1 = #4@10.00 in Key Reinforcing = None Spec'd Footing Tonlon, Tu = R. k-Ibs Cover @ Top 2.00 @ Blm. 3.00 In F Doting Allow . Torsion, phi Tu = 0.00 ft-Ibs xtareloh ea ds allowable, provide suppNs maldssignfor SRAe,,torsion. Other Acceptable Size. & Spacings I.: #4@11.11 in,d5@17.22 in, #6@... in,#]@33.331n,#8@41S. in, 1ta@5 Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ N." in, #]@ 33.33In, #8@ 43.88 in, #9@ 5 Ney. No key da(nad Min fasting T8S reinf Area 0.81 In2 Minfooting T&Sreinf Area par Mot 0.22 In2M ne layer 0 horizontal bars: If t.m layers of horizontal bars: #W@22.221n 17 #5@1].22 in .@34.44 in #fi@ 24.44 in #6@ 48.69 in Project NemalNumbsr Use menu item SeRing. > Printing R Ind. Block TB. 6-0' -- I. ettM1e.e Bve line. of lniormatlon Dsgnr LS (or your pregrem. Description.... Case 1: C.-Int - Tbia Well in File'. Rh 2018 Ph jjscls\18316.24 Eclip:e Shori Plat FesaibiliRA_SW ftEngineanng aeuin.ro l�l.asr zvra, sane rr..v.u..sa Llcerrre.e T. - CG ENGINEERING Cantllevered Retaining Wall Code: IBC 2015,ACI318-14,ACI530-13 Summary of Overturning & Resisting Forces & Momenta Force IUm III .....OVERTURNING..... .....RESISTING..... Distance Moment Forces Distance Moment tt fl-# III R ft-# IL Aa Pre: (ab water btl) HL Aa Pres (be water ml) Hymp,l Farce 117.2 2.26 1,661.3 Soil Over HL (ab.w tbl) 1,3]5.0 2.]i 3,MA.0 Sail Over HL (bel.watertbl) 2.]1 3,]24.0 Watre Table Buoyant Force = Slopad Soil Over H. = Sumhege OverH = Surcharge over Heal = Surchage Over Toe = Adjacent Footing Loatl = Atljacent FOOUng Load = Add. Chest Loatl - Oeatl Loatl on Stem= al LNe Loatl on Stem = Load @ Stem Above Sail = Soil Over To: _ Surchage Over I. = = Stem Weight(,) = 650.0 1.33 866.7 EadM1 @ Slem Trenslllons= Tilt Hori,ontaiD fIect on atTon ofW II Imn f it (DaBaclion du. b wall bending net conaidaretl) Sail Spnng Reaction Modulus 250.0 pd Horizontal Dell@ Top of Wall(appmeimete Only) 0.054 in 44 9'-0" Retained Height - Case 2 Relalned Heigh = B OC k Wall height above soil = 0.50 ft Slope Behrd Wall = 0.00 Haight MSoilore,Toe = 0.00 in Wafer helghl over heel = C.',ft Sumhage Loads S. ha t, Ore, Heel = 0.0 psf Used To Resist Sliding & Oveduming Sumhage Ore, Tce = 40.0 NOT Used for Sliding&O hhing Axial Load Applied to Stem Anal Deed Load = 291.0111 Anal Live Load = 340.0111 N 1 LCad Eacentriat, = 0.0 in Design Summary Wall Stability Ratlp. Oreduming = 3.15 OK Slab Resists All Sliding I Tole)ea Bnng Ld - 3,125 Ibs ...resultant ecc.oa= 5.34In 11 1,42s psf OK Soil Pressure @Heel = 240 psf OK able = 2,500able psf VA" Soil Pressure Less Than Allow A Factored @ Tae = 2,022 psf ACI Factored @ Hee1 = 341 P. -h, Shear@Tae = 10.0 psi OK Footing Shear @ Heel = 3.1 psi OK Al- = 822 psi Slitling Calm Lalarel Sliding Force = 817.2In. Cantilevered Retaining Wall Adive Heel Pressure = 35.0 psflft Passive Pressure = 2W.0 psflft Soil Density, Heel = 11ROS pa Soil Denalry, The = a.Go pa F.Mmgllspit Fd_ = G_ Soil height to Ignore for passive pressure = 12.00 in LdWhed Laed = 0.0#M ...Height to Tap = 0.00ft ...Height to Bodam = 0.00ft Load Tro = wind (w) (S.M. L l) = Level) d Sfem = 0.0 psf Stem Construction Total Force @Section Service Level Ibs= Strength Level Ibs= 1,008.0 MomenM..Actuel Strength Level S. 2,016.0 Al- = 4,12as SM1earn...Aptual Service Level psl= Stren,l Level psi= 21.0 Shear... -wade psi= 94.9 Ane[(Minn= Reber Depth.,th I- in= 0.00 Masonry DMa in psi= pal- Valli w,,id pone, h, wl ataral soil l 1-h rg IS Solid Grouting - NOTconsitleretlinthecalculationofsoilbearing rRation' W.11 W_ Wall Weigh pal= 100.0 Loatl Fac[ere Short Term Factor = Building CCtle IBC 20112SO Equiv. Solid Thick.- Oeatl Loatl 1200 Masonry Block Type = ASID WegM Live , It 1.600 sooty Oeslgn Men�otl = A50 Wi d H 1.600 Concrete Data Wind, W 1.000 fc psi= 000.0 SeiamiyE 1.000 Fy psi= 60.0,000.0 Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Foaling Load = 0.01. Footing 1i1i1 = 0.00R Eccentricity = A.In Wail to Flit OIL Dist = 0.00fl D Fooeng T Line I. B... AbovelBelow 5oi1 = 0.0fl at B.&of Well Poisson's Ratio = 0.300 Project NamelNumber Use menu item Seninga> Printing & rid. Block Till. III Retained ettM1eae Bve lines of lnfprmatlon Dsgn,: LS (or your pregrem. Description.... Case 2: End Condition Tbia Well in File'. R \ 201a Proleas\1891fi.24 Eclipse Shod Plat FeesibiliM_SWCWreM1Engineenng ae of Nr eons rr..v.111, lerC.e T. - CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Reba, Area Details Reinforcing Horbontal Reinforcing Bottom Stem V.Mcal As(based an applied moment): I.)•.: 1n211 200bdffy: 200(12)(4Ufi0000: 0.16121k n211 Mln Stem T&SRaiM Area1.2481n2 Min Siam T&S Reinf Area parBo n, Haight: 0.192 in2M 0.0018bh : 0.0018(12N8): 0."it in- H.rtrnM.I Reinforcing Options: Required Aree: 0.16in2M #4@12.50 in #4@25.0)1n Provided Area: 0.24 in2M #S@19.38 in #5@38.]51n Max-Ir Ares: 0.811- #6@2].50 in #fi@... In Footing Data I Footing Design Results Tce Width - 1.00 R Heel Width - 2.]5 Total Footing Width = 3.75 Fabling Thickness = 10.00 in I. Bggl Facored Pressure - 2,022 .1 pat Mu': UpwaM - 11,216 1,416k-# Mu': D.-A = 1,284 2,044 k-# Key Wirth = 0.00 in Key OeDiM1 = 0.00In Key Distance fmm Toe = O.00ft Design = 829 829 ft-# Actual l-Way Shear = 10.02 3.10 psi Allow l-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 4 @ 10.00 in 3,000psi Fy= 60,000 psi F th,t Concrete Densil, 150.00pcf Min. As% = 0.0018 Heel Rei1 = #4@18.00 in Key Reinforcing = None Spec'd Footing Tonlon, Tu = R. II). Cover @ Top 2.00 @ Blm. 3.00 In -Ming Allow . Torsion, phi Tu = 0.00 k-Ibs F xtareloh ea ds allowable, provide supplementaldesignfor SRAe,,Wo n. Other Acceptable Sizes & Spacings Tae: #4@11.11 in,#5@17.22 in, #6@... in,#]@33.331n,#8@43.88 in, 1ta@5 Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ N." in, #]@ 33.33In, #8@ 43.88 in, #B@ 5 Ney. No key des d .in fasting TSS reinf Area 0.81 In2 Minfooting T&Sreinf Area par Mot 0.22 'm2M ne layer 0 hori 1 bars: If two layers of horizontal bars: #W@22.22 In 17 #5@1].22 in .@34.44 in #fi@ 24.44 in #fi@ 4B.&9 in ProjectN .Number Use menu item SeRing. > Printing & T le Block T.. 6-0' Retained ettM1eae Bve line. of lniormatlon Dsgnr LS (or your pregrem. Description.... -did -Case 2: End in File'. Rh 2018 Projec 18316.24 Eclipse Shod Plat FeasibiliM_SWC .KEngineanng aeuin.ro l�l.a.r nna, sane rr..v.u..sa Llcernre.e T. - CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI318-14,ACI530-13 Summary of Overturning & Resisting Forces & Momenta Force IUm III .....OVERTURNING..... .....RESISTING..... Distance Moment Forces Distance Moment fl fl-# III R ft-# IL Aa Prea(ab water btl) HL Aa Pres (be water ml) Hymo,l Farce 617.2 2.26 1,661.3 Soil Over HL (ab.w tbl) 1,3]5.0 2.]i 3,MA.0 Sail Over HL (bet. ribl) 2.]1 3,]24.0 Watre Table Buoyant Force = Slopad Soil Over H. = Sumhage OrerH = Surcharge over Heal = Surchage Over Toe = Atljacent Footing Loatl = Atljacent FOOUng Load = Add. Lateral Loatl - Oeatl Loatl on Slem= 831.0 1.33 388.0 al LNe Loatl on Stem = .0.0 1.33 453.3 Load @ Stem Above Sail = Soil Over Toe = Surchage Over Tae = = Stem Weight(,) = 650.0 1.33 866.7 EadM1 @ Slem Trenslllons= Tilt Hori,ontaiD fIect on atTon ofW II Imn f it (DaBeclion due b wall bending net conaidaretl) Sail Spnng Reaction Modulus 250.0 pd Horizontal Dell@ Top of Wall(appmeimate Only) 0.069 in 45 9'-0" Retained Height - Case 3 Cantilevered Retaining Wall Relelne, Heigh = 600R Wall height above soil = 0.w ft 00g Slope se"' all Wall' Ilow boll Bearing = 3, 25.0"d Equivalent FIUd Pressure MethW AoW Heel Pressure = 35.0 psflft Height of Soil over Toe = O.00 in Water height over beef = O.Ok = Passive Pressure = 250.0 psflft Soil Density, Heel = 110.00 pd Soil DenMry, The = 0.00 Ind Fpminellspit Fn_ = G_ Soil hell to Ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem S. harge Ore, Heel = 0.0 I. Used T, Resist Sliding &Oreduming Sumhar core, Tce = 40.0 Ietenel Loatl = 0.0 #m ...Height tO Tap = 0.00ft ...Height t0 E..m = 0.00ft NOT Used for ShIng&O hhing Axial Load Applied to Stem Loatl Type - Wlnd(W) (sa _ Lay.q Anal Dead Load = 291.0Ill Anal Live Load = 340.0Ill ind on E� ed Stem = 0.0 psf (Service Level) N 1 Led Eccentho 1, = 0.0 in Earth Pressure Seismic Load Method Un'rc. Uniform Seismic Force = 54.667 Multiplier Used - A.- (Multiplier used on ..it density) Tots) Seismic Farce = 373.556 Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Fooling Loatl = 0.0 ce Footing III - 0.G0ft Eccentricity = 0.0) In Mil tO Fla CL Dist = GWft - hS Type Line Loatl se AbovelBelow Soil = 0.0ft At B.& of Well Poisson's Ratio = 0.300 Desi n Summary Stem Construction Bottom Well Stability Red. Orenuming = Slab Resists All Sliding! 2.13 OK O gn Helghl Above Ft4 ft= 0.00 Well Material M.'Hf' = Concrete Design Me = Thckness - L8.00 Reber Size = # 4 Tmal Bearing Loed = ...resultant etc. = SOIIPressure@Toe - 3,1251ba 8.]]I^ 1,820 psf OK Reba, Spadng = 12.00 Reber Placetl at = Center Dx Dam 0865 ♦ = Soil Pressure @ Heel = 0 psf OK Total Force @ Section TdRd hce Allowable = Soil Pres sure Less Then S325 psf Allowable Service Level Ibs= ACI Factored @Tae = 2,581 psf Strength Level Ibs= 1,336.0 ACI Fectmed @ Heel = mting SbearQTce = 0 psf 12.8 ps10K Mem.R. Actual :Leve "'l " Fomirg Shear @ Heel - Allowable = Sliding C Lateral Sliding Forts = 8.8 psi OK 82.2 psi 1,078.61be Strength Level fl-#= 3,000.0 M... t ...Allowable = 3,467.3 SRI.r.....Ac[..I SenNce Level psi= NOT component adiva latareIf NOTconsitleretlinihecelculati0nafseilbearing odd res Strength Level psi= 2].8 Shear.....AlI.Me = 94.9 Anet(Masonry) in - Reber Depth 'd' - 4.00 Masonry Ome fin pill= F. psi= S01id Grouting - Modular Ration' _ h rig Wall WaigM1t pal= 100.0 Shan Term Factor = Equiv. Sa l TM1T - Masonry Block Type = ASI) WegM Masonry Design McNotl = ASO Concrete Dam fc psi= n000.0 Fy Ds1= fia,66o.0 Lpad Faeoore Building Code IRC Dea L." Live Loed WiE.nd, H Wintl,W saiamm,E 2015,ACI I - 1.600 1.600 1.000 1.000 Project NamelNumber Use menu Item Senings> Printing & Tile Block TMe fi 41` Reteinetl ettM1eae flue lines of lnfprmatl.. Dsgm: LS (or your pregrem. De acription.... Case 3: Ehmhgta This Well in File'. R \ 2018 Prolec1s1183I&N Eclipse Shod Plat FeesiNliRA_SW hEngineering Llcer T.-CG ENGINEERING Cantllevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Reba, Area Details H.-htal Reinforcing Bottom Stem V.M..I Reinforcing As (based an applied hh-nd. 0.1811 in2M I-) 0.2A15 in- 200btlfy: 200(12)(4yfi0000: 0.'ein2M Mln Stem T&S Reird Area 1.2481n2 Min Stem T&S ReinfArea pe,ft fstem Haight: 0.192 in2M 0.0018b6:0.0018(12N8): 0.1]2. in- HnrlraMel Rainfoming Optione: One layer of: Two layers of: Required Anne: 0.1611 in2M #4Q 12.50 in #4@ 25.0) h P ded Area: 0.2 in- es@19.38 in #5@38.]51n MaNmum A. 0.011- #b@2].50 in #6@55.00In Footing Data Footing Design Results Tce Wish - 100 R Heel Width - 2.]5 Total Footing Width = 3.75 Footing Thickness = 10.00 in I. Hatt Fa d Pressure - 2,SB1 0 pal Mu': UpwaM - 13,982 fief k-# Mu': D.-A = 1,2. Key WimM1 = 0.00 in Key DeDtM1 = 0.00In Key Dietsnce fmm Toe = O.00ft Design = 1,050 1,353 ft-# Actual l-Way Shear = 12.90 8.]]pai Allow l-Way Shear = A2.16 82.16 psi Toe Reinforcing = # 4 @ 12.00 in 3,000psi = 60,000 psi F005ng Concrete DenailyF= 150.00pcf Min. As % = 0.0018 Heel Reinfoning = #4@1R00 in Key Reinforcing = None Spec'd Footing Tonlon, Tu = Ron I l). Cover @ Top 2.00 @ Blm. 3.00 h Dotiow ng All. Torsion, phi Tu = 000 k- .Ibs F Irturelon exceeds allowable, proNde eupplememsidesignforfooangtoreion. Other Acceptable Sizes & Spacings The: #4@11.11 in,#5@1].22 in,#fi@a1.44 in, #]@33.331n,#8@43.88 in, #B@5 Heel: #4@ 11.11 in, #5Q 1].22 in, #fiQ Z1.44 in, #]Q 33.33In, #8Q 43.88 in, #9@ 5 Key. Nokeydedned Min footing T&S reinf Aree 0.81 In2 Min footing TBS tellArea per bat I. in2M If In, layer m bo,izohal be, If layers m horizohal be, Ill 11 #4Q 22.221n #5@ 17.22 in 34.44 in #6@24A4 in #fi@49.&9 in Project N-WNumber Use menu item SeRing. > Printing & Title Block Tide fi 41` Reminetl ettM1e.e five line. of lnformatlon Dsgn,: LS for your pregrem. De acription.... Case 3: Ehmhgta Tbia Well in File'. Rh 2018 Projec 18316.24 Eclipse Shod Plat FeesibiliM_SWC .NEngin..dng aer.in.r' 1'l.asrnna, eon',,..u..a.sa Cantllevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Llcen.e T. - CG ENGINEERING Summelry of 0,shrtu,ning & Resisting Forces & Momenta .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ill t, fl-# Ill R ft-# HL- Pre: water btl) 61].2 2.26 1,661.3 Soil Over HL (ab. wabr tbl) 1,3]5.0 2.]t 3,MA.0 HL- Pres (be water btl) S.il Orer HL (III. water tbl) 2.]1 3,]24.0 Hym0,l Farce Inre Table Buoyant Fome = SloRed Soil Over H. = Sumharge over Heal = Sumhage Over Hcel = Sumbarge Over Toe = Adjacent Footing Loatl = Atllacent Footing Loatl = Oeatl I-on Stem= 631.0 1.33 Side 0 AodId Lateral Loatl - al LNe I-on Stem = .0.0 1.33 3Loed @ Stem Above Sail = Soil Over Toe = Seismic Eadh Load = 261.5 342 e9 Sumhage Over Tae = _ Stem Weight(,) = 850.0 1.33 866.7 EadM1 Q Slem Trenslllons= Total = 1,078.6 O.T.M. = 2,]54.] Fcptin9 Weigh = 468.8 1.88 8]8.9 Key Weigh = ReeleldRe ved hnnil Red. = 2.13 Ven. Comp-ch = Vedlaal Dadsu d for SDll Pressure= 3,124.8 Ibs Total= 2,,]84S to R.M= 5,&57.5 `Axial live load NOT intludetl In to tlisplayed, or usatl for oved-in c If seismic is indudetl, the OTM and slitling reti0s rec-ncc' but is indutletl for sail pres,urecalculatgn. may be 1.1 per... 1.07.2.3 of IBC. Verticel component of acd. lateral ..it pressure 18 NOT considered In the celwlation of Sliding Resistance. Verticel companem of active lemrel soil pressure IS NOT conaitleretl In the Ic,I,tbnof Ove,turmng Resistance. Tilt R rizn ID fI T fwall settlementf it (DeBection tlue b wall bantling rest conaitleretl) Sail Spring Reaction Modulus 250.0 Intl Horizontal Dell@ Top of Wall(appmximete only) 0.088 in 46 ANCHOR AT HDU4: 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] A I O Profis Anchor 2.6.5 Page: 1 Project: Sub -Project I Pos. No.: Date: 1 /5/2021 HIT-HY 200 + Rebar A 615 Gr.60 #6 hef,act = 15.000 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, 3000, f,' = 3000 psi; h = 36.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar no A 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 47 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 /5/2021 Design values [lb] Utilization Loading Proof Load Capacity ON / Ov [%a] Status Tension Concrete Breakout Strength 5333 5433 99 / - 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. 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 48 Retaining Wall - Pile Design: Loading Diagram: x N tx U U i U E V) Q Traffic Surcharg Soil Surcharge VITA in T C SOG 9'-0" Retained 0 ft 9 ft 0 ft* V Description By LS Date 4/23/2021 Pile Design Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South project Job No. Suite 200 Flynn Residence 20320.10 Edmonds, WA 98020 we Retaining Wall - Pile Design: Inputs: Soil Surcharge Height t = 0 ft Seismic Surcharge Factor x = 8 pcf Traffic Surcharge q = 0 psf Traffic Surcharge Factor y = 0.5 Active Pressure Factor z = 35 pcf Passive Pressure Factor v = 300 pcf D = 0.75 K (5.4K max, 750PLF min) L = 0.15 K (8.9K max, 150PLF min) Trib = 1 ft Pile Capacity (FS = 2) 20 K (4" PIPE PILE) Coefficient of Friction 0.45 (NOT USED FOR LATERAL) Retained Height H = 9 FT x1 = 4.5 FT x2 = 3.00 FT x3 = 2.33 FT e = 1.17 FT Number of Piles n = 2 Pile Polar Moment of Inertia Ynx^2 = 2.72 FTA4/FTA2 Load Combinations per ASCE: LRFD: 1. 1.21D + 1.61- + 1.61-1 2. 1.21D+1.OE+1.01-+1.6H 3.0.91D+1.OE+1.61-1 ASD: 4. D + L + H 5. D+0.7E+H 6. D + 0.75L + 0.525E + H 7.0.61D+0.7E+H 8.D+H Note: dead load includes self weight of concrete wall GDescription By LS Date 4/23/2021 Pile Design Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South project Job No. Suite 200 Flynn Residence 20320.10 Edmonds, WA 98020 50 Retaining Wall - Pile Design: Pile Design: D L H E PD = 750 0 0 0 PLF PLL = 0 150 0 0 PLF F1 = 0 0 0 648 PLF F2 = 0 0 1417.5 0 PLF W = 2070.0 0.0 0.0 0 PLF (115PCF) LC4 LC5 LC6 LC7 LC8 PD = 750 750 750 450 750 PLF PLL = 150 0 112.5 0 0 PLF F1 = 0 0 340.2 453.6 0 PLF F2 = 1417.5 1417.5 1417.5 1417.5 1417.5 PLF W = 2070.0 2070.0 2070.0 1242 2070.0 PLF ** T = -3668 -3443 -2955 -462 -3443 PLF < 0 ... UPLIFT OK C = 1373 1448 2047 2472 1448 PLF S,ovt = 14.6 13.8 9.8 8.1 13.8 FT (OVERTURNING) Max Pile Spacing = 8.1 FT * Depth of footing taken=0; ignore lateral load on footing due to bracing by SOG ** Weight of soil on footing ignored for compression analysis Description By LS Date 4/23/2021 Checked Date Pile Design ENGINEERING scale sheet No. 250 4th Ave South Project Job No. Suite 200 Flynn Residence 20320.10 Edmonds, WA 98020 51 Cantilevered Retainin Wall rne.ca12zi g Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: Retaining Wall Criteria Retained Height = 9.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 2,500.0 Ibs Axial Live Load = 3,300.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.68 OK Sliding = 1.22 OK Slab Resists All Sliding! Total Bearing Load = 9,790 Ibs ...resultant ecc. = 11.73 in Soil Pressure @ Toe = 5,130 psf NG Soil Pressure @ Heel = 0 psf OK Allowable = 1,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 6,848 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 46.2 psi OK Footing Shear @ Heel = 29.1 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 2,398.0 Ibs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 2,920.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 676.5 Ibs NG Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf Friction Coeff btwn Ftg & Soil = 0.450 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 72.0 plf ...Height to Top = 9.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318-14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK ft = 0.00 = Concrete in = 8.00 # 5 in = 9.00 Edge = 0.904 Ibs = 2,916.0 ft-I = 9,720.0 ft-I = 10,752.8 psi = 39.3 psi = 82.2 psf = 100.0 in = 6.19 in = 21.36 in = 8.60 in = 8.60 psi = 3,000.0 psi = 52 Cantilevered RetainingWall nict.caas.8.24 ' Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: Retaining Wall Footing Dimensions & Strengths Toe Width = 1.50 It Heel Width = 3.00 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 6,848 0 psf Mu': Upward = 6,695 0 ft-lb Mu': Downward = 203 3,871 ft-lb Mu: Design = 6,492 3,871 ft-lb Actual 1-Way Shear = 46.24 29.11 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 5 @ 20.50 in Heel Reinforcing = # 5 @ 18.25 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 10.50 in, #5@ 16.25 in, #6@ 23.00 in, #7@ 31.50 in, #8@ 41.25 in, #9@ 4 Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 2,415.0 3.33 8,050.0 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 648.0 Load @ Stem Above Soil = Total = 2,398.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 0.33 5.50 3,564.0 O.T.M. = 9,397.3 = 1.68 9,790.0 Ibs Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 2,500.0 1.83 4,583.3 * Axial Live Load on Stem = 3,300.0 1.83 6,050.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 900.0 1.83 1,650.0 Earth @ Stem Transitions = Footing Weight = 675.0 2.25 1,518.8 Key Weight = Vert. Component = Total = 6,490.0 Ibs R.M. = 15,802.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 53 Retaining Wall - Pile Design: 4'-0" Retained Loading Diagram: I IP Traffic Surcharge, q Soil Surcharge, t I 0 ft W I I I I X N I X3 > v vtac v F1 4 ft U V Q) U V F2 SOG E U N ~ ! I I I X2 X1 I I 0 ft* I I V rl N v I v a I I a I 6 6 8 6 6 in in in in in 20 in T C Description By LS Date 4/23/2021 Checked Date Pile Design ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Flynn Residence 20320.10 Edmonds, WA 98020 54 Retaining Wall - Pile Design: Inputs: Soil Surcharge Height t = 2 ft Seismic Surcharge Factor x = 8 pcf Traffic Surcharge q = 0 psf Traffic Surcharge Factor y = 0.5 Active Pressure Factor z = 35 pcf Passive Pressure Factor v = 300 pcf D = 0.57 K *** L = 1.5 K *** Trib = 1 ft Pile Capacity (FS = 2) 4 K (2" PIN PILE) Coefficient of Friction 0.45 (NOT USED FOR LATERAL) Retained Height H = 4 FT x1 = 2 FT x2 = 1.33 FT x3 = 0.50 FT e = 0.00 FT Number of Piles n = 2 Pile Polar Moment of Inertia Fnx^2 = 1.39 FT^4/FT^2 Load Combinations per ASCE: LRFD: 1. 1.21D + 1.61- + 1.61-1 2. 1.21D+1.OE+1.01-+1.6H 3.0.91D+1.OE+1.61-1 ASD: 4. D + L + H 5. D+0.7E+H 6. D + 0.75L + 0.525E + H 7.0.61D+0.7E+H 8.D+H GDescription By LS Date 4/23/2021 Pile Design Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South project Job No. Suite 200 Flynn Residence 20320.10 Edmonds, WA 98020 55 Retaining Wall - Pile Design: Pile Design: D L H E PD = 566.6667 0 0 0 PLF PILL = 0 1500 0 0 PLF F1 = 0 0 70 128 PLF F2 = 0 0 280 0 PLF W = 690.0 0.0 0.0 0 PLF (115PCF) LC4 LC5 LC6 LC7 LC8 PD = 567 567 567 340 567 PLF PILL = 1500 0 1125 0 0 PLF F1 = 70 70 137.2 159.6 70 PLF F2 = 280 280 280 280 280 PLF W = 690.0 690.0 690.0 414 690.0 PLF ** T = -932 -182 -664 121 -182 PLF < 0 ... NO UPLIFT ... OK C = 1134 384 1027 461 384 PLF S,ovt = 3.5 10.4 3.9 8.7 10.4 FT (OVERTURNING) P,TOT = 2067 567 1692 340 567 PLF S,brg = 3.9 14.1 4.7 23.5 14.1 FT (BEARING) Max Pile Spacing = 3.5 FT * Depth of footing taken=0; ignore lateral load on footing due to bracing by SOG ** Weight of soil used to resist overturning *** Existing beam point load distributed over (3) groups of (2) piles Description By LS Date 4/23/2021 Pile Design Checked Date ENGINEERING scale sheet No. 250 4th Ave South Project Job No. Suite 200 Flynn Residence 20320.10 Edmonds, WA 98020 M