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REVIEWED BY BLD RESUB1 BLD2021-0428+Structural_Calculations+5.7.2021_4.51.08_PM+2186097..,.,.,.,.,..............................., REVIEWED Ccivil & structural BY ENGINEERING engineering & planning CITY OF EDMONDS BUILDING DEPARTMENT RESUB May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 2S0 4ch Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 BLD2021-0428 STRUCTURAL CALCULATIONS Alobaidi Residence 18416 Olympic View Dr Edmonds, WA 98020 S M. kN� , � � /?,/ a� CG Project No.: 21081.10 Proiect Location 18416 Olympic View Dr Edmonds, WA 98020 Proiect Description An existing single-family home will be remodeled. The existing house is one story with a daylight basement. The remodel will include enclosing an area of an existing deck on the main floor and lower floor. Folding doors will be installed in the new exterior walls. The main floor deck will also be extended and rebuilt. The deck will be waterproof with tapered joists for the slope. The deck will be supported by steel columns and wood beams. To resist the lateral loads the steel columns will be emended in deep footings. A covered roof will also be added over the deck off the kitchen. The roof will be framed with rafters and a ridge beam. The roof will be framed to accommodate two large skylights. The glass handrails around the deck will be pre-engineered by others. Scope of Work We will provide stamped structural calculations and construction drawings suitable for permit and construction. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Deck Dead 10 psf Live 60 psf Wind Parameters 97 MPH Wind Speed, 3-Sec Gust Exposure Category B IW = 1.0 (Non -Essential Facility) Mean Height = 21.5' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] _ .866/(6.5/1) = Cs*Wp Sds = .866 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Soil Parameters Allowable Bearing Pressure = 2000 psf Pin Pile Capacity = 3 tons Description By Date LS 3/11/2021 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Alobaidi Remodel 21081.10 Edmonds, WA 98020 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x12 @ 24" OC 2.2 psf M/E 1.0 psf Misc 1.5 psf 13.3 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf DECKS USE 10.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Deck ILL 60.0 psf Description Gravity Design Loads By LS Date 03/11/21 ^ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Alobaidi Remodel Job No. Edmonds, WA 98020 21081.10 I, GRAVITY KEY PLAN - MAIN (,PAX/ITV I<F=V PI ON _ Pni ir\inATlllnl Description GEAAA t.. By 1—: Date 1 Checked; ' Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project'Job No. Edmonds, WA 98020 t$ 425.778.8500 » www.cgengineering.com Wood Beam e:cacs.e Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: RA CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 850.Opsi Ebend-xx 1,300.Oksi Fc-PHI 1,300.Opsi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc -Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.Opsi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 0 030 S 0 050 i 2x6 y W Span = 5.50 it Ate+ Span = 2.750 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft ucu.vry avnunnrc. Maximum Bending Stress Ratio = 0.326: 1 Maximum Shear Stress Ratio = - 0.254 : 1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual = 480.00Dsi fv: Actual = 43.74 psi Flo: Allowable = 1.461.36Dsi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.500ft Location of maximum on span = 5.070 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 2898> 240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.036 in Ratio = 1812>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support Overall MAXimum 0.165 0.495 Overall MINimum 0.103 0.309 D Only 0.062 0.186 +D+S 0.165 0.495 +D+0.7505 0.139 0.418 +0.60D 0.037 0.111 S Only 0.103 0.309 Wood Beam File: .e Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20 .8.24 DESCRIPTION: BM2.2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0psi E: Modulus of Elasticity Load Combination ASCE7-16 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 D10.4) M 67) S pen=11.06 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, S = 0.0250 ksf, Tributary Width =1.50 ft Point Load : D = 0.40, S = 0.670 k Q 5.50 ft Maximum Bending Stress Ratio = 0.723 1 Maximum Shear Stress Ratio = 0.160 : 1 Section used for this span 6x10 Section used for this span 6x10 fo: Actual = 583.29Dsi fv: Actual = 25.06 psi Fb: Allowable = 805.00Dsi Fv: Allowable = 156.40 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.500ft Location of maximum on span = 10.237 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.092 in Ratio = 1432>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.155 in Ratio = 852>=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 0.927 0.927 Overall MINimum 0.541 0.541 D Only 0.386 0.386 +D+S 0.927 0.927 +D+0.7505 0.792 0.792 +0.60D 0.232 0.232 S Only 0.541 0.541 rl Wood Beam File: Ca20.e Software copyright ENERCALC, INC. 1983-2020, BuiId:12..8.24 DESCRIPTION: BM2.3 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0psi E:Modulus ofElasticlty Load Combination ASCE7-16 Fb- 850.Opsi Ebend-xx 1,300.Oksi Fc -Prll 1,300.Opsi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc -Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.Opsi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D 0 1950 S 0 3250 f 47r10 t Span = 7.0 ft f 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, S = 0.0250 ksf, Tributary Width =13.0 ft Point Load : D = 0.40, S = 0.670 k Q 1.670 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8561 Maximum Shear Stress Ratio = 0.605 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 1,004.34Dsi fv: Actual = 104.37 psi Fb: Allowable = 1,173.00Dsi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.015ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.077 in Ratio = 1086>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.125 in Rado = 673>=240 Max Upward Total Deflection 0.000 in Rado = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.656 2.096 Overall MINimum 1.648 1.297 D Only 1.008 0.799 +D+S 2.656 2.096 +D+0.7505 2.244 1.772 +0.60D 0.605 0.479 S Only 1.648 1.297 Wood Beam C9 Icse Id:12.20.08.8.24 Software copyright ENERCALC, INC. 1983-2020, Build DESCRIPTION: BM2.4 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0psi E: Modulus of Elasticity Load Combination ASCE7-16 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 2.0 Span = 5.50 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 = 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 ft DESIGN SUMMARY slvmlljej�� Maximum Bending Stress Ratio = 0.5741 Maximum Shear Stress Ratio = 0.296 :1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual = 729.23DSi fv: Actual = 51.01 psi Fb: Allowable = 1,270.75Dsi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.750ft Location of maximum on span = 5.058 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio = 1148>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.093 in Rado = 708>=240 Max Upward Total Deflection 0.000 in Rado = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.334 0.334 Overall MINimum 0.206 0.206 D Only 0.128 0.128 +D+S 0.334 0.334 +D+0.7505 0.283 0.283 +0.60D 0.077 0.077 S Only 0.206 0.206 PO Pr wo ', i . UsE 5,12�'x I. 1 61 ► _ OMr psi a , j4li. -3 - I.1906 4 o { t t z 1-89vT �� as Vf-e-ITN MPQ AX6 EXISf C=3C*] ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425378.8500 www.cgengineering.com zto, Lz awn PEP- VMrzKCALC-1 WF— PT l Description EAR t—-) By LS Date 1 Checked Date Scale Sheet No. Project Logmw Ot� Job No. 10 gI Wood Beam e:ca Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20A.0.8.24 DESCRIPTION: BM2.5 CODE REFERENCES Wood Beam File:cacs.e Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM1.1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 1,850.Opsi Ebend-xx 1,800.Oksi Load Combination ASCE7-16 Fb- 1,850.Opsi Ebend-xx 1,800.Oksi Fc-PHI 1,650.Opsi Eminbend -xx 950.Oksi Fc-PHI 1,650.Opsi Eminbend -xx 950.Oksi Wood Species :DF/DF Fc -Perp 650.0psi Ebend-yy 1,600.Oksi Wood Species :DF/DF Fc -Perp 650.0psi Ebend-yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Ft 1,100.Opsi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Beam Bracing : Beam is Fully Braced against lateral -torsional buckling ❑ Q.WZ5U 5 125x15 Span =16.0fl 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, S = 0.0250 ksf, Tributary Width = 9.0 it Partial Length Uniform Load : D = 0.06250 klft, Extent = 0.0 -->> 16.0 It DESIGN SUMMARY ■ Maximum Bending Stress Ratio = 0.31a 1 Maximum Shear Stress Ratio = 0.190 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb: Actual = 877.47psi fv: Actual = 58.04 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.000ft Location of maximum on span = 14.774 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.129 in Ratio = 1492>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.251 in Ratio = 764>=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 3.513 3.513 Overall MINimum 1.800 1.800 D Only 1.713 1.713 +D+S 3.513 3.513 +D+0.7505 3.063 3.063 +0.60D 1.028 1.028 S Only 1.800 1.800 5 125x18 Span =16.0 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft Partial Length Uniform Load : D = 0.040, L = 0.240 klft, Extent = 0.0 ->> 16.0 ft Partial Length Uniform Load : D = 0.06250 klft, Extent = 0.0 -->> 16.0 It DESIGN SUMMARY ■ Maximum Bending Stress Ratio = 0.4221 Maximum Shear Stress Ratio = 0.289 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 fb: Actual = 999.02psi fv: Actual = 76.57 psi Fb: Allowable = 2,368.17psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.000ft Location of maximum on span = 14.540 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.165 in Ratio = 1160>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.238 in Ratio = 806>=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 5.760 5.760 Overall MINimum 4.000 4.000 D Only 1.760 1.760 +D+L 5.760 5.760 +D+0.750L 4.760 4.760 +0.60D 1.056 1.056 L Only 4.000 4.000 10 Andersen® ARCHITECTURAL COLLECTION Design Criteria To allow for proper performance and operation, verify the structural integrity of the header such that the maximum deflection with live and dead loads is limited to the lesser of U750 of the span and 1/4" (6). The maximum weight per panel with Low-E4', SmartSun' or Sun glass is 250 pounds or 113 kg. Weights using alternate glazings will need to be provided by Andersen. For important installation information, see page 37. Construction Standard construction of the folding outswing door is an aluminum clad exterior with a rich wood interior. Clad folding door details are shown, wood exterior doors are also available. For more information, visit andersenwindows.com/foldingdoors. Styles and Sizes Scale 1/8" (3) = 1'-0" (305) — 1:96 Contemporary Panel Sizes I CUSTOM HEIGHTS 2-Panels to Minimum 6-8" 16-Panels (2032) Maximum 1048) (308) CUSTOM WIDTHS Number Minimum to Maximum of Panels Installation Accessory Details High -Profile Sill Stop Detail 13/4" (44) 2" (51) (60) Head Jamb with Optional Brick Mould On -Floor Drainage Sill with Optional High -Profile Sill Stop 13/8" (34) 4 PANEL, 16FT LONG 250LBS/PANEL 47/8" INCL 1000LBS/16FT = 63PLF DL IN CALC (123) Head Jamb with Optional Frame Expander Number Minimum to Maximum Number Minimum to Maximum of Panels of Panels 2-Panel 3'-2 1/4' (972) to 8'-2 1/4' (2496) 7-Panel 10'-9 114' (3283) to 28'-2 7/s' (8607) 12-Panel 18'-5 1/s' (5617) to 48'-0" (14630) 3-Panelm 4'-8 (1438) to 12'-2 1/4" (3715) 8-Panel 12'-4 1/2" (3772) to 32'-3 1/4" (9836) 13-Panel 19'-10 1/4' (6052) to 48'-0" (14630) 4-Panel 6-3 /s' (1927) to 16-2 %" (4943) 9-Panel 13'-9 5/s' (4207) to 36'-3 1/21' (11062) 14-Panel 21'-5 3/e' (6537) to 48'-0" (14630) 5-Panel 7'-9" (2362) to 20'-2 5/s' (6163) 10-Panel 15'-4 3/4" (4693) to 40'-3 7/s' (12290) 15-Panel 22'-10 1/2" (6972) to 48'-0" (14630) 6-Pan 9'41/s' (2848) to 24'-2 %" (7388) 11-Panel 16'-9 7/8" (5128) to 44'-3 3/4' (13506) 16-Panel 24'-4 %" (7439) to 48'-0" (14630) Traditional Panel Sizes 1 CUSTOM HEIGHTS 2-panels to Minimum 6'-8" 16-Panels (2032) Maximum 10'-0" (3048) ` CUSTOM WIDTHS Number Minimum to Maximum of Panels 2-Panel 3'-2 1/a' (972) to 6-8 1/s' (2035) 3-Panel 4'-8 5/s'(1438) to 9'-11 1/4"(3029) 4-Panel 6-3 7/8"(1927) to 13'-2 1/4"(4020) 5-Panel 7'-9"(2362) to 16'-5 %" (5020) 6-Panel 9'-9 1/s' (2975) to 19'-8 3/4" (6013) Number Minimum to Maximum of Panels 7-Panel 10'-9 1/4" (3283) to 22'-11 7/8' (7007) 8-Panel 12'-4 1/2" (3772) to 26'-3 1/s' (8004) 9-Panel 13'-9 5/a" (4207) to 29'-61/2" (9004) 10-Panel 15'-4 3/4" (4693) to 32'-9 7/8' (10004) 11-Paneij 16-9 7/8' (5128) to 36-0 3/4' (10992) • "Minimum to Maximum" door width dimensions refers to frame -to -frame dimension. • Dimensions in parentheses are in millimeters. Number Minimum to Maximum of Panels 12-Panel 18'-5 1/8" (5617) to 39'-41/8" (11992) 13-Panel 19'-10 1/4" (6052) to 42'-7 1/e' (12983) 14-Panel 21'-5 3/8' (6537) to 45'-10 1/2" (13983) 15-Panel 22'-10 1/4' (6966) to 48'-0" (14630) ld&PeniL 24'-4'A" (7439) to 48'-0" (14630) Custom sized in 1/8" (3) increments. Contact your Andersen supplier for additional dimensions and specifications. 11 27 Wood Beam e:cacs.e Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: BM1.2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 850.Opsi Ebend-xx 1,300.Oksi Fc-PHI 1,300.Opsi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc -Perp 405.0psi Wood Grade : No.2 Fv 150.O psi Ft 525.Opsi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling � u D aTaso a.c L ❑.110.0.0 Span =4.506 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 ksf, Tributary Width = 8.0 ft Varying Uniform Load: D= 0.01830->O.0, L= 0.110->0.0 oft, Extent = 0.0 -->>4.50 ft ucaIory avmmarc n Maximum Bending Stress Ratio = 0.791: 1 Maximum Shear Stress Ratio = 0.488 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 874.39Dsi fv: Actual = 73.23 psi Fb: Allowable = 1,105.00Dsi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.201 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio = 978>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.075 in Ratio = 722>=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 1.191 1.094 Overall MINimum 0.885 0.803 D Only 0.306 0.292 +D+L 1.191 1.094 +D+0.750L 0.969 0.894 +0.60D 0.183 0.175 L Only 0.885 0.803 Wood Beam File: .e Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20 .8.24 DESCRIPTION: BM1.3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 1850psi Ebend-xx 1800ksi Fc-Prll 1650psi Eminbend -xx 950ksi Wood Species :DF/DF Fc -Perp 650psi Ebend-yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D[0.040] L(0.240) 3.125xi2 i Span = 16.40 tt iT�T Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.010, L = 0.060 ksf, Tributary Width = 4.0 ft ucalum OUMMA c n Maximum Bending Stress Ratio = 0.6401 Maximum Shear Stress Ratio = 0.315 : 1 Section used for this span 3.125x12 Section used for this span 3.125x12 fo: Actual = 1.549.90DSi fv: Actual = 83.47 psi Fb: Allowable = 2,400.00Dsi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.200ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.511 in Ratio = 385>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.613 in Ratio = 321 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.363 2.363 Overall MINimum 1.968 1.968 D Only 0.395 0.395 +D+L 2.363 2.363 +D+0.750L 1.871 1.871 +0.60D 0.237 0.237 L Only 1.968 1.968 iM Wood Beam File: Ca20.e Software copyright ENERCALC, INC. 1983-2020, BuiId:12..8.24 DESCRIPTION: BM1.4 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.Opsi E:Modulus ofElasticity Load Combination ASCE7-16 Fb- 875.Opsi 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 D[029] L(1,T4) 0.0550 L 0.890 6x12 Spa n-13.75011 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 = 0.010, L = 0.060 ksf, Tributary Width = 5.50 ft Point Load : D = 0.290, L = 1.740 k @ 1.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.945 1 Maximum Shear Stress Ratio = 0.565 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 661.28Dsi fv: Actual = 76.85 psi Fb: Allowable = 700.00psi Fv: Allowable = 136.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.950ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.114 in Ratio = 1029>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.136 in Rado = 861 >=240 Max Upward Total Deflection 0.000 in Rado = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.609 2.308 Overall MINimum 3.036 1.921 D Only 0.573 0.387 +D+L 3.609 2.308 +D+0.750L 2.850 1.828 +0.60D 0.344 0.232 L Only 3.036 1.921 13 - b. I AA= CtI7. .1 11A „DT1 w u- s � r= i o t.GTS PLC '(SAME r, k t�aa Description 0 A ; ENGINEERING 250 4th Ave. South Suite 200 Project Edmonds, WA 98020 425.778.8500 www.cgengineering.com ALoG,kir)i By i—sDate1 1 Checked Date Scale Sheet No. Job No. it,% I. Wood Beam File: Ca20.e Software copyright ENERCALC, INC. 1983-2020, BuiId:12..8.24 DESCRIPTION: BM1.5 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Flo + 875.Opsi E:Modulus ofElasticity Load Combination ASCE7-16 Flo - 875.Opsi 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 OTM L 0 450 Bx12 Spa n = 9.750 6 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 = 0.010, L = 0.060 ksf, Tributary Width = 7.50 ft Maximum Bending Stress Ratio = 0.9051 Maximum Shear Stress Ratio = 0.371 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 633.65osi fv: Actual = 50.46 psi Flo: Allowable = 700.00psi Fv: Allowable = 136.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.875ft Location of maximum on span = 8.825 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.107 in Ratio = 1094>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.128 in Rado = 914>=240 Max Upward Total Deflection 0.000 in Rado = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.626 2.626 Overall MINimum 2.194 2.194 D Only 0.432 0.432 +D+L 2.626 2.626 +D+0.750L 2.078 2.078 +0.60D 0.259 0.259 L Only 2.194 2.194 Wood Beam C9 Icse Id:12.20.08.8.24 Software copyright ENERCALC, INC. 1983-2020, Build DESCRIPTION: BM1.6 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Flo + 850.0psi E: Modulus of Elasticity Load Combination ASCE7-16 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 65) Rx10 Span = 0.o fi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D=1.010, S =1.650 k @ 2.250 ft Maximum Bending Stress Ratio = 0.927. 1 Maximum Shear Stress Ratio = 0.542 :1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 1.087.66Dsi fv: Actual = 93.48 psi Fb: Allowable = 1.173.00osi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.266ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.102 in Ratio = 1063>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.167 in Rado = 648>=240 Max Upward Total Deflection 0.000 in Rado = 0 <240 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.022 0.692 Overall MINimum 1.238 0.413 D Only 0.785 0.280 +D+L 0.785 0.280 +D+S 2.022 0.692 +D+0.750L 0.785 0.280 +D+0.750L+0.7505 1.713 0.589 +0.60D 0.471 0.168 S Only 1.238 0.413 15 Wood Beam e:cacs.e Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: FJ1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 850.Opsi Ebend-xx 1,300.Oksi Fc-PHI 1,300.Opsi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc -Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.Opsi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D 0 01995 L 0 05320 Y 200 Y Span = 13.0 E 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 ucauin Zummvrrr Maximum Bending Stress Ratio = 0.808 1 Maximum Shear Stress Ratio = 0.303 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 866.90Dsi fv: Actual = 45.40 psi Flo: Allowable = 1.075.25Dsi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.500ft Location of maximum on span = 12.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.267 in Ratio = 583>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.368 in Ratio = 424>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Wood Beam File:cacs.e Software capydghl ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: DA CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 850.0psi Ebend-xx 1,300.Oksi Fc-PHI 1,300.0psi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc -Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.013301 Lf0.079901 I fT 2xa A� span = a.o E Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.010, L = 0.060 ksf, Tributary Width =1.330 ft ucauin bummvnr Maximum Bending Stress Ratio = 0.5801 Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 680.15Dsi fv: Actual = 43.87 psi Flo: Allowable = 1.173.00Dsi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.119 in Ratio = 803> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.139 in Ratio = 688>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical Reactions Support notation: Far lefl is #1 Values in KIPS Vertical Reactions Support notation : Far left is #1 Values in KIPS -oad Combination Support 1 Support 2 Load Combination Support 1 Support 2 Overall MAXimum 0.475 0.475 Overall MAXimum 0.372 0.372 Overall MINimum 0.346 0.346 Overall MINimum 0.319 0.319 D Only 0.130 0.130 D Only 0.053 0.053 +D+L 0.475 0.475 +D+L 0.372 0.372 +D+0.750L 0.389 0.389 +D+0.750L 0.293 0.293 +0.60D 0.078 0.078 +0.60D 0.032 0.032 L Only 0.346 0.346 L Only 0.319 0.319 16 Wood Beam e:cacs.e Software capynght ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: DJ2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 850.Opsi Ebend-xx 1,300.Oksi Fc - PHI 1,300.Opsi Eminbend -xx 470.Oksi Wood Species : Hem Fir Fc -Perp 405.0psi Wood Grade : No.2 Fv 150.0 psi Ft 525.Opsi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 0.01330 0.079M 2x8 44 11 Span = 11 0 ft Span = 2 011 f Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.010, L = 0.060 ksf, Tributary Width =1.330 ft ucu.vr� avrrunnrc. Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = - 0.585 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 1.094.62Dsi fv: Actual = 87.76 psi Flo: Allowable = 1.173.00Dsi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.000ft Location of maximum on span = 11.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.214 in Ratio = 616>=360 Max Upward Transient Deflection -0.007 in Ratio = 3423>=360 Max Downward Total Deflection 0.250 in Ratio = 528>=240 Max Upward Total Deflection -0.008 in Ratio = 2934>=240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support Overall MAXimum 0.403 1.313 -0.506 Overall MINimum 0.345 1.126 -0.072 D Only 0.058 0.188 -0.072 +D+L 0.403 1.313 -0.506 +D+0.750L 0.317 1.032 -0.398 +0.60D 0.035 0.113 -0.043 L Only 0.345 1.126 -0.434 W. Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 1 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 114 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x117/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 3 1/2 x 117/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL - - 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WII/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Co) C 410�- ENGINEERING 2504th Ave. South Suite 200 Edmonds, WA 98020 No. 21081.10 No. 1121 19 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 1 15 16 17 18 19 20 4x6 HF #2 815 522 362 266 204 160 117 - - - - - - - - - - 3 1/2 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - 4x8 HF #2 1270 902 627 460 353 279 226 186 155 122 31/2 x 7 1/4 LSL 2275 1456 1011 743 522 367 267 201 155 122 6x8 DF #2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 4x10 HF #2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 - 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 51/4 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 91/2 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF #2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 51/4 x 91/2 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211/16 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF #2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 31/2 x11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 1 617 494 402 331 276 232 198 169 31/2 x11 7/8 PSL 4020 1 3216 1 2680 1 2297 1 2010 1787 1 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 5357 4591 4018 3571 3185 2632 2090 1644 1316 1 1070 882 735 619 526 1 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WLL/WDL <= 4.0 5. Table values include the Size Factor (CF) C C Beam Span Table "' LS I'll03/11/21 Checked Date ENGINEERING Scale sheet No. 250 4th Ave. South project Job No. Suite 200 Alobaidi Remodel 21081.10 Edmonds, WA 98020 20 BEARING WALL TABLE IBC 2018, NDS 2018 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 03/11/21 Bearing Wall Capacity Table checked Date ENGINEERING Scale Sheet No. 250 Ave. South Su Suite 200 project Alobaidi Remodel Job No. Edmonds, WA98020 21081.10 21 HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PsILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PSILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PsILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PsILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PsILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PsILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PsILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PsILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PsILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By LS Date 03/11/21 Wood Column Capacity Table checked Date E NGI NEE R I NG Scale Sheet No. 250 4th Ave. South Suite 200 Project Alobaidi Remodel Job No. 21081.10 22 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 1008 PLF Maximum Load to Interior 2x4 Wall 1008 PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Maximum Load to Interior (2)-2x4 Party Wall 0 PLF 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 PLF 2 Feet = 5.3 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 6 Kips 2.5 x 2.5 9 Kips 3 x 3 14 Kips 3.5 x 3.5 18 Kips Description Gravity Design By LS Date 03/11/21 Columns / Bearing Walls / Foundations checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Alobaidi Remodel Job No. 21081.10 Edmonds, WA 98020 23 Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D From Computer Program: SS = 1.299 Lat. = 47.735 Short & 1-Sec Period Mapped St = 0.459 Long. _-122.231 Aceleration Parameters (MCE) SMS = FaSs = 1.30 Fa = 1.000 ASCE 7-16 (Eq. 11.4-1) SM, = F St = 0.85 F = 1.841 ASCE 7-16 (Eq. 11.4-2) SpS = (2/3)SMS = 0.866 ASCE 7-16 (Eq. 11.4-3) Spt = (2/3)SM, = 0.563 ASCE 7-16 (Eq. 11.4-4) Ta = Cthnx = 0.23 Ct = 0.02 ASCE 7-16 (Table 12.8-2) hn = 26 x = 0.75 ASCE 7-16 (Table 12.8-2) R Factor = 1.3 (Steel frame) ASCE 7-16 (Table 12.2-1) IF Factor = 1.0 (Non -Essential Facility) ASCE 7-16 (Table 1.5-2) Seismic Base Shear V = 0.044SpSl = 0.038 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) V = (SpSIW)/R = 0.693 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) V = (SD11W)/RTa = 1.957 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By LS Date 05/04/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Alobaidi Remodel Edmonds, WA 98020 21081.10 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 IBC ASCE 7-16 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 26 Mean Roof Height (feet) hmean= 21.5 Building Length (feet) L= 86 Building Width (feet) W= 42 End Zone Width, a (feet) a= 4.2 Figure 28.6-1 Roof Angle Angle= 20.6 Design Wind Pressure, psi P,30A= 20.4 Figure 28.6-1 Design Wind Pressure, psi Ps30B= -4.4 Figure 28.6-1 Design Wind Pressure, psi PAX= 13.7 Figure 28.6-1 Design Wind Pressure, psi PAW= -2.3 Figure 28.6-1 Height/Exposure Adjustm XmaX 1.00 Topo. Effect Coeff., K, K,t= 1.18 Vasd = Vint*d0.6 Section 1609.3.1 ULT ASD ps=A*Kzt*p,30 p,=X*Kzt*ps30*O.6 24.1 14.5 PS30A= PS30B= -5.2 -3.1 PS30c= 16.2 9.7 PS30D= -2.7 -1.6 Description By LS Date 3/ 11/ 2021 Wind Summary Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave South project Job No. Suite 200 Alobaidi Remodel 21081.10 Edmonds, WA 98020 25 3/2/2021 ATC Hazards by Location 8THazards by Location Search Information ales 5equim a MarysYille Address: 18416 Olympic View Dr, Edmonds, WA 98020, USA YY1 134 ft 4 eat 141 Coordinates: 47.831617,-122.3609562 Lyn woad Elevation: 134 ft 02 Redmond Timestamp: 2021-03-02T16:34:08.409Z Seattle ° 0 Hazard Type: Seismic o gl$ Map data ©2021 Google Reference ASCE7-16 Document: Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.299 MCER ground motion (period=0.2s) S1 0.459 MCER ground motion (period=1.0s) SMS 1.299 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 0.866 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRS 0.907 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.555 MCEG peak ground acceleration FpGA 1.1 Site amplification factor at PGA PGAM 0.611 Site modified peak ground acceleration 26 https://hazards.atcouncil.org/#/seismic?lat=47.831617&ing=-122.3609562&address=18416 Olympic View Dr%2C Edmonds%2C WA 98020%2C USA 1/2 3/2/2021 8THazards by Location ATC Hazards by Location Search Information Address: 18416 Olympic View Dr, Edmonds, WA 98020, USA Coordinates: 47.831617,-122.3609562 Elevation: 134 ft Timestamp: 2021-03-02T16:33:29.385Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category I Risk Category 11 97 mph Risk Category 11 Risk Category 111 104 mph Risk Category III -IV Risk Category IV 108 mph ales 5equim Marvyille a vy' 134 ft sre#t � o 141 Lyn wooed a Redmond Seattle ° 0 o gle Map data ©2021 Google ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wahsitP dnPs not imnly annrnval by the nnvarninn huildinn cnriP hndiPs rPsnnnsihlP fnr huildinn cndP annrnval and intPrnrL9t7tinn for the https://hazards.atcouncil.org/#/wind?lat=47.831617&ing=-122.3609562&address=18416 Olympic View Dr%2C Edmonds%2C WA 98020%2C USA 1/2 Topo North AmericaT"' 10 1 4� v serene C� +ram• Norma Beach ) - � Plcnls Polht-Nortl-Lyn nwood •LLjpds filch ■ `L - -I"Meadowda (� n Eev�rly Acres m n r_ i731RD PLSW,1 _ off• ! y w =L N47° 49.897' Q v -. ¢ 180Tk ST SW W 1220 21.657' a m A y! s a Perrin>ille , r s rk 2� _=v III J D8 - = XynnwQOd 1 524 Pail J GASPERS ST - > ¢ 181B ¢ m-- t Prrge�"" CedarValky o f _,Ydrrrrd p4 Edmonds MAIN-ST Seattle Heights _ y. r i z N �¢ y. < _ u •- 212TW ST SW 212TH ST-5 w -L, a Edwards Paint ,O. in 0 R. 99 rn . - 7 179 w( ` 22dlST SW m-22aTH:sr SW `Fz `� - Woodwa y Fa � � I � � Esperance 179 v �` < JJ�� Q' I 23 ST 4Y s7 MauntlakeTerrace F k x t 236Tk-ST SW — 357.7 ft 300 ft H/L=130/334 Site 200 ft =0.39>0.20 (see next pages) o 100 ft 0 0 Oft ' M -100 ft -00 334'-0" 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi I Gain: 357.7 ft Avg Grade: 2 Climb EIeV: 469.9 ft Desc EIeV: 112.1 ft Max. EIeV: 357.7 ft Min. EIeV: -2.7 ft Climb Dist: 1.6 mi Desc Dist: 3,336.6 ft Data use subject to license. TN Scale 1 : 62,500 0 '/. '/. %. 1 © DeLorme. Topo North America TM 10. MN (15.0-E) 0 % 1 ,h P �m www.delorme.com 1" = 5,208.3 ft Data ZM 11-6 Topo North AmericaT" 10 i'40TH.ST. � ,.:-- q, Serene Nor a, Pionlc-Rulnt-North- Lynn wood rtdsGdFh I I �.�1Meaaowaale) r n y Acres 1 m 173R0 PL-S ,� •ice v - + y O+ rCl�, ❑ I invilleLfPrrO. T SW —p 1' I k pU pR M I Lynnwood , a = C +� kr.. _ FER - Cedar Vallay P119L i f (+rrd sv4 Edmonds a MRIN-ST Seattle Heights ;81A 3 _ w rn I� > � _ Yos rk 21 - ST ISW n 212TH ST SlV z i=awards Paint ❑ - lr179 - E C 22OTH ST SW 27i7i y 7 SW 4m 8 I � � - Woodw.ay' �� _ i. d Esperance _ x fIL+179 Q; ccr 231ST ST SW f I Il i ^ M ntlake Terrace WACHUSETT RD - 422.9 ft Site 300 ft H/L=150/366 200 ft =0.41 >0.20 q (see next page) 100 ft 0 0 U,) 1 Oft LO -100 ft 366-0" 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -385.1 ft Avg Grade: 4 Climb Elev: 248.5 ft Desc Elev: 633.6 ft Max. Elev: 422.9 ft Min. Elev: -1.2 ft Climb Dist: 4,000.1 ft Desc Dist: 1.5 mi Data use subject to license. TN Scale 1 : 56,250 N % © DeLorme. Topo North America TM 10. MN (15.0-E) o h � �: �m www.delorme.com 1" = 4,687.5 ft Data Z2-9 11-7 Topo North America"' 10 '" A J + r 750iH PL-SW. r s.P `r c n g` t m' C -y : c rn finds �ulcR ts'� :9i Z11- 1561�1 5T SW - 156TH SFSW ~T157TH A 157TH ST SW CL I'm4da- *Wd I a I r � _ x N N 'fir�ri s n r C�� = my 1667H PL SW[ ,j wit d r Q Brains Bow• m 171` Pl-SW ��p��Gj00 �R GS'a o c �`� i 1T--- PL'_SW- S,�LBd a � r-- ] a � r D� R: w w E� H ST SW J. 1tia7° 49.897' Sw 181 ST p 'yy+i r L, a W1"`21.657 r, N Oho' �cr D CiD ' x > P&ISW V m P�rjnVille P� O�w w m sL� TL R mQ] OD c m a ra 3t T / �� EQREST )ELL OR 5 �E a -� > r m � I�� rZ,. f- I/ -'- Edmonds �sY :-w �I xpaL��' 7 C m c� fi a >ui.rCO.�-ra F.. OISTPL SW / o p O-7 a m'i rTiz n -a a p.a -w y Fi , x ❑ a Oil r2C-p. p` A a_ c x 2 5T S W ri i ^ � Coda Va e Edmonds Underwater �! F •a - z ^ x m m toa 52a ° �.a.: Edmnndss< Ij N TTPnrk,-- r� �" r r L �_r °�°_ Seattle Haig hts vl _ 4J )ArrC]N STI = Z x�x x 21prH AL C, sr j m I� m: i ark-r�5 Ire �. I l r n c z p4�5 ` _J a fN� x C 212FH STjsW < . m v w� N �. °i� gO�yQ1 '213Tke HS m 'a —q N. Edwards Print O' j_ INE'ST I m b1 rn rN WR.YJ rw at P�� 1 l _> a`. z w 2I CST-Sw ¢ a x 7T8 x -Xj rIR PL CAr s mJjJJ w. m i mi t w-{� ?J Y ?1,_. y�.= m i �' s yJ r 4v of `� �i !gym L a r 220TH ST SW�. r Jo 220y Si DOD 1, _ ..•i o0 DDGW 1- .rl yL 99 a a 2Z2N) PL•SW O�t�e4 mlr I' I �� a �� r N p �.. r eran Is ae , 447.1 ft 400 ft Site 300 ft H/L= 1 44/290=0.50>0.20 ... K1=0.37 200 ft x/L=O ... K2=1.0 z/L=170/290=0.59 ... K3=0.23 100ft o - o KZT=(1+0.37*1.0*0.23)^2 = 1.18 0 ft -100 ft 290'-0" 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: -439.1 ft Avg Grade: 3 Climb Elev: 97.6 ft Desc Elev: 536.7 ft Max. Elev: 447.1 ft Min. Elev: -3.6 ft Climb Dist: 2,845.8 ft Desc Dist: 1.6 mi Data use subject to license. TN Scale 1 : 46,875 © DeLorme. Topo North America TM 10. MN(,5.0-E) o x : �m www.delorme.com 1" = 3,906.3 ft Data Z&O 12-1 WIND AREAS: WATERPROOF DECK SECTION 1/2" = V-0" Y & SKYLIGHT TOPPIATE 29T62 .RPROOF STRUCTION: ;KING TBD EEPERS RANE )OD SHTG @ 1l4" PER FOOT 2x10 JOISTS FFIT joist spacing ; s manufacturesm ements. ' ......moms......; SUB 28B.R D. BASEME 12— 2S&SB -ASCIA, PTD. I PER STRUCT. 'DST BEYOND TEEL CILIA. ING PER STRUCT. 3RADE SASEMENTSLIB 280.52 31 LATERAL KEY PLAN - ROOF _-7 Enew/Eex = 17.3/16.5 = 1.05 ... SW line OK per 10% rule Eex/2=16.5K <— (R=1.25) ------------- - - -- --- - W=80LBS E=782LBS (R=1.25) 214.96 sf - _---�---- ^------- < W=80LBS I��I E=782LBS (R=1.25) 32 NOTE: ALL LOADS ASD LATERAL KEY PLAN - MAIN Enew/Eex ... Design new SW for new loads Eex/2=17.5K <— (R=1.25) - W=450LBS E=1786LBS (R=1.25) W=370LBS E=1000LBS <(R=1.25) SEE ROOF PLAN FOR LOADS FROM ABOVE 33 `'- - 15 PSF - 0.693 e 0,14D ` 1564 - -44OLOS__ - °0.693. o,40 = 2008 A 564/4/0.7 = 559LBS FNE . . 74 ; A 3.13 - - C 1564*8/11 + 3130*12/5.5 = 9673# IJ lO { 1564LBS i" 2-: . _ L , IFS qb 7 - -0An 2008 =717# I yt �,-o —4 4 O C ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description By Date; Checked Date Scale Sheet No. Project Job No. - 10 34 File: calcs.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: C1 Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 6x6 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 8 It Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cfor Cv for Bending 1.0 Wood Grade No.1 Woo Area 30.250 in^2 Cf or Cv for Compression 1.0 1,200.0 psi Fv 170.0 psi P p Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb - 1,200.0 psi Ft 825.0 psi y 76.255 in^4 Cm: Wet Use Factor 1.0 Fc -Prll 1,000.0psi Density 31.210 pcf Ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu :Fllatat Use Factor ctor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial Kf : Bui&up columns 1.0 NOS 15.32 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbmced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 2.1 Y-Y (depth) axis: Unbreced Length for buckling ABOUT X-X Axis = 8 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 52.450 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 0.40, S = 0.670 k BENDING LOADS ... Lat. Point Load at 8.0 ft creating Mx-x, E = 0.5590 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7386 : 1 Load Combination +D+0.70E Governing NDS Fomm141 Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 0.0 ft At maximum location values are... Applied Axial 0.4525 k Applied Mx -3.130 k-ft Applied My 0.0 k-ft Fc : Allowable 336.880 psi PASS Maximum Shear Stress Ratio = 0.07134 : 1 Load Combination +D+0.70E Location of max.above base 8.0 ft Applied Design Shear 19.403 psi Allowable Shear 272.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y 0.5590 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y-Y 1.344 in at 8.0 It above base for load combination : E Only Along X-X 0.0 in at 0.0 ft above base for load combination : nla Other Factors used to calculate allowable stresses... Bendina Compression Tension Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My -End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.452 +D+S 1.122 +D+0.750S 0.955 +0.60D 0.271 +D+0.70E 0.391 0.452 3.130 +D+0.750S+0.5250E 0.293 0.955 2.348 +0.60D+0,70E 0.391 0.271 3.130 S Only 0.670 E Only 0.559 4.472 Steel Column ie::C1a2' Software capydghl ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: C2 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: HISS 4xO.250 Overall Column Height 9.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 42.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 90.0 Ibs " Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 it, D = 0.620, L = 3.70 k BENDING LOADS ... Lat. Point Load at 9.0 ft creating Mx-x, W = 0.310, E = 0.7150 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At mapmum location values are ... Pa: Axial Pn / Omega: Allowable Ma-x : Applied i / Omega : Allowable Ma-y : Applied Mn-y I Omega: Allowable 0.6544 : 1 Maximum Load Reactions.. +D+0.70E Top along X-X 0.0 ft Bottom along X-X Top along Y-Y 0.710 k Bottom along Y-Y 69.413 k -4.505 k-ft Maximum Load Deflections... 6.937 k-ft Along Y-Y 2.098 in at 0.0 k-ft for load combination: E Only 6.937 k-ft Along X-X 0.0 in at for load combination PASS Maximum Shear Stress Ratio = 0.02404 :1 Load Combination +D+0.70E Location of max.above base 0.0 ft At mapmum location values are ... Va: Applied 0.5005 k Vn / Omega: Allowable 20.824 k Load Combination Results Maximum Axial + Bendina Stress Ratios -oad Combination Stress Ratio Status Location D Only 0.010 PASS 0.00 ft +D+L 0.064 PASS 0.00 ft +D+0.750L 0.050 PASS 0.00 it +D+0.60W 0.246 PASS 0.00 it +D+0.750L+0.450W 0.206 PASS 0.00 It +0.60D+0.60W 0.244 PASS 0.00 it +D+0.70E 0.654 PASS 0.00 it +D+0.750L+0.5250E 0.512 PASS 0.00 it +0.60D+0.70E 0.652 PASS 0.00 ft Cox Cby KxLx/Rx KyLy/Ry 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.0 k 0.0 k 0.0 k 0.7150 k 9.Oft above base O.Oft above base Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 8 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.009 PASS 0.00 ft 0.007 PASS 0.00 ft 0.009 PASS 0.00 ft 0.024 PASS 0.00 ft 0.018 PASS 0.00 ft 0.024 PASS 0.00 8 35 2018 IBC Pole Foundation Design Updated 7/11/2014 Input Data: b = 1.5 ft diameter of pole d = 5.83 ft depth of embedment but not over 12 feet h = 9 ft distance from ground surface to point of application of P P = 501 Ibs applied lateral force S = 200 Ibs/ftz/ft lateral bearing of depth from Table 1806.2 or soils report Ssub1 = 388.66667 allowable lateral soil -bearing pressure at a depth of one third the depth of embed Ssub3 = 1166 allowable lateral soil -bearing pressure at the depth of embedment Non -constrained pole: to be used where no constraint is provided at the ground surface. A = 2.34P/(S1*b) = 2.01 d = A/2(1+sgrt(1+4.36h/A) = 5.56 Feet Iterate d above until estimated depth equals calculated depth. Use Goal Seek. Constrained Pole: to be used where constraint is provided at the ground surface, such as a rigid pavement d A 2 = 4.25Ph/(s3*b) 10.96 d = 3.31 Feet Iterate d above until estimated depth equals calculated depth. Use Goal Seek. Description Pole Foundation Design n ENGINEERING 250 4th Ave. South Project Suite200 Alobaidi Residence Edmonds, WA98020 By LS Date 3/11/2021 Checked Date Scale Sheet No. Job No. 36 Description � IGJQ ENGINEERING 250 4th Ave. South Suite 200 project Edmonds, WA98020 AL,06AIM 9LEXWDBU 425.778.8500 www.cgengineering.com By L_SDate 1 Checked Date Scale Sheet No. Job No. tl-1