Loading...
HomeMy WebLinkAboutCentury Plan 2745 GR Final Calcs - Yelm RB Engineers, Inc. 12733 HOLMES POINT DRIVE NE KIRKLAND, WA. 98034 PH: (425) 822-3009 FAX: (425) 822-2679 CELL: (425) 351-2085 EMAIL: rbe1992@gmail.com JOB: CENTURY 2745 PROJECT #: 25-10033 BY: R.B. / MJT DATE: 11/18/2025 PAGE G1 OF 49 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 2745 D&E&F GARAGE RIGHT YELM, WA BASIS FOR DESIGN: CODE: INTERNATIONAL BUILDING CODE (2021 EDITION) WIND: 100 MPH, EXPOSURE “B” Kzt = 1.20 SEISMIC: Ss = 1.60, S1 = 0.57 (SITE CLASS D) ROOF SNOW: 25 PSF ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF PER SOILS REPORT INDEX TO COMPUTATIONS: GENERAL ___________________________________________ G1 – G3 LATERAL ___________________________________________ L1 – L14 BEAMS ___________________________________________ B1 – B22 FOOTING ___________________________________________ F1 – F10 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/2/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 TOTAL DEAD LOAD =13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load G2/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/2/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR Item Material Load PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures 1.0 Framing TJI's 3.0 Misc 1.5 TOTAL DEAD LOAD =13 PSF LIVE LOADS -Residential - 40 psf (reducible) -Office - 50 psf (reducible) -Assembly - 100 psf (non-reducible) -Corridors and Exits - 100 psf (reducible) -Storage - 125 psf (non-reducible) G3/3 X1 X2 X3 Y2 Y1 Y5 Y4 Y3 X4 X5 X6 X7 SHEAR WALL KEY PLAN L1/ L2/ L3/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/2/2024 Phone: (425) 822-3009 Subject:Lateral CalculationsPage: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch:5:12 (23°)Wind Speed:100 mph Wind Exposure: B λ =1.0 ASCE 7-16 p.316 A:19.9 C:14.4 Minimum Pressure:16 psf (wall) 28.6.4 B:3.2 D:3.3 Minimum Pressure:8 psf (roof) 28.6.4 Kzt:1.2 (ASCE 7-16) Using Allowable Stress Design, 2.4.5 Basic Combinations option 7: 0.6 D + 0.6 W X – X Direction Σ Fw Roof =(19.9x((11x5+13x5)) + 14.4x(32x5) +3.2x(12x7+14x5+11x2)+3.3x(32x7)) / 1000 = 7.26 x 1.2 Kzt x 0.6 =5.23 kip Σ Fw Upper =(19.9x((11x9x2+2x4)) + 14.4x(32x9)) / 1000 = 9.98 x 1.2 Kzt x 0.6 =7.18 kip Roof Min =((16x(120+160)+8x(176+224)) / 1000) x 1.2 Kzt x 0.6 =5.53 kip Upper Min =((16x(206+288)) / 1000) x 1.2 Kzt x 0.6 =5.69 kip Y – Y Direction Σ Fw Roof =(19.9x(6x6x2) + 14.4x(18x10) ) / 1000 = 4.87 x 1.2 Kzt x 0.6 =3.50 kip Σ Fw Upper =(19.9x(6x10x2) + 14.4x(18x10)) / 1000 = 6.02 x 1.2 Kzt x 0.6 =4.34 kip Roof Min =((16x(72+180)) / 1000) x 1.2 Kzt x 0.6 =2.90 kip Upper Min =((16x(120+180)) / 1000) x 1.2 Kzt x 0.6 =3.46 kip L4/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/2/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES (ASCE 7-16) Site Class "D" (Table 11.4.2) Ss = Critical Values per Latest SEAOC website;1.6 S1 = Critical Values per Latest SEAOC website;0.57 Fa =per Table 11.4-1 1 Fv = per Table 11.4-2 1.8 Sms = Fa * Ss = 1.2 (1.6)1.6 (11.4-1) Sm1 = Fv * S1 = 1.8 (0.57)1.03 (11.4-2) Sds = 2/3 * Sms = 2/3 (1.92)1.07 (11.4-3), Seismic Design Category "D", Table 11.6-1 Sd1 = 2/3 * Sm1 = 2/3 (1.03)0.68 (11.4-4); Seismic Design Category D, Table 11.6-2 SEISMIC RESPONSE COEFFICIENT: Use Section (12.8.1.1) ASCE 7-16 Except as Noted To = 0.2 (Sd1/Sds) =0.2(0.68/1.28)0.13 Section 11.4.6 Ts = Sd1 /Sds =(0.68/1.28)0.64 Section 11.4.6 Ct 0.02 Hn (Bldg. height-ft))35.00 Tstruc = Ct * (Hn)^3/4 = 0.02(35^.75)0.29 Table 12.8-2 Where To ≤ Tstruc ≤ Ts; Sa = Sds 1.07 Section 11.4.6, item 2 R 6.5 ASCE 7-16 Table 12.2-1, item 15 Ie 1 Section 11.5.1, Table 1.5-1 and 1.5-2) Cs = Sds /(R/I) = 1.07 / (6.5/1) = 0.16 (12.8-2) Cs = 0.16 L5/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/2/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1813 feet 2 Roof Dead Load:13 Upper Area:1610 feet 2 Floor Dead Load:13 Wall Dead Load:8 ASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7Ev ASCE 7-16 Table 12.2-1: Overstrength factor, Ω = 2.5 DEAD LOAD OF STRUCTURE Roof Weight =1813 x (13+8) = =38.07 kip Upper Weight =1610 x (13+8) = =33.81 kip 71.88 kip Vbase = Cs x Σ Weight = 0.16 x 71.88 =11.50 kip Vasd =Vbase x 0.7 x ρ =10.47 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:38.07 kip 19 Feet 723.39 Upper:33.81 kip 9.5 Feet 321.20 1044.58 Fq Roof:10.47 x (723.39/1044.58) = = 7.25 kip Fq Upper:10.47 x (321.20/1044.58) = = 3.22 kip Therefore, wind governs at upper floor in X-X direction, quake governs all else. L6/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/2/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:5.53 kips 5.53 k / 56 ft =99 #/Ft V @ X 1 =(5.53/56)x(33/2)=1.63 = 74 # SW-4 6'+12'+4'Ft V @ X 2 =(5.53/56)x(33/2+20/2)=2.57 = 270 # SW-4 9.5'Ft V @ X 3 =(5.53/56)x(20/2+3)=1.28 = 64 # SW-4 7'+7'+3'+3'Ft Fw X – X @ Upper:7.18 kips 7.18 k / 54 ft =133 #/Ft V @ X 4=(7.18/54)x(33/2)3.82 = 212 # SW-4 +1.63=4'+8'+6'Ft V @ X 5=(7.18/54)x(33/2+12/2)5.56 = 337 # SW-4 +2.57=12.5'+4'Ft V @ X 6 =(7.18/54)x(12/2+9/2)=1.40 = 349 # SW-4 4'Ft V @ X 7 =(7.18/54)x(9/2)1.88 < 3.35 k LRP Capacity SW-3 +1.28 2x24"x7' LRP=2x1675=3350 lb L7/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/18/2025 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:3.50 kips 3.50k / 30 ft =117 #/Ft V @ Y 1 =(3.50/30)x(30/2)=1.75 = 38 # SW-6 34'+5'+7'Ft V @ Y 2 =(3.50/30)x(30/2)=1.75 = 38 # SW-6 18.5'+8'+19.5'Ft Fw Y – Y @ Upper:4.34 kips 4.34k / 30 ft =145 #/Ft V @ Y 3 =(4.34/30)x(20/2)3.20 = 77 # SW-6 +1.75=33'+4'+4.5'Ft V @ Y 4 =(4.34/30)x(20/2+10/2)=2.17 = 241 # SW-6 9'Ft V @ Y 5 =(4.34/30)x(10/2)2.47 = 76 # SW-6 +1.75=12.5'+6.5'+8.5'+5'Ft L8/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/2/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:7.25 kips 7.25 k / 56 ft =129 #/Ft V @ X 1 =(7.25/56)x(33/2)=2.14 = 97 # SW-4 6'+12'+4'Ft V @ X 2 =(7.25/56)x(33/2+20/2)=3.37 = 354 # SW-4 9.5'Ft (Within 5% Allowance) V @ X 3 =(7.25/56)x(20/2+3)=1.68 = 84 # SW-4 7'+7'+3'+3'Ft (1.25-0.125x(8/3))x350 #/Ft = 321 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021 Fw X – X @ Upper:3.22 kips 3.22 k / 54 ft =60 #/Ft V @ X 4=(3.22/54)x(33/2)3.12 = 173 # SW-4 +2.14=4'+8'+6'Ft V @ X 5=(3.22/54)x(33/2+12/2)4.71 = 285 # SW-4 +3.37=12.5'+4'Ft V @ X 6=(3.22/54)x(12/2+9/2)=0.63 = 156 # SW-4 4'Ft V @ X 7 =(3.22/54)x(9/2)1.95 < 3.35 k LRP Capacity SW-3 +1.68= 2x24"x7' LRP=2x1675=3350 lb L9/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/18/2025 Phone: (425) 822-6409 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:7.25 kips 7.25 k / 30 ft =242 #/Ft V @ Y 1 =(7.25/30)x(30/2)=3.62 = 79 # SW-6 34'+5'+7'Ft V @ Y 2 =(7.25/30)x(30/2)=3.62 = 79 # SW-6 18.5'+8'+19.5'Ft Fw Y – Y @ Upper:3.22 kips 3.22 k / 30 ft =107 #/Ft V @ Y 3 =(3.22/30)x(20/2)4.70 = 113 # SW-6 +3.62=33'+4'+4.5'Ft V @ Y 4 =(3.22/30)x(20/2+10/2)=1.61 = 179 # SW-6 9'Ft V @ Y 5 =(3.22/30)x(10/2)4.16 = 128 # SW-6 +3.62=12.5'+6.5'+8.5'+5'Ft L10/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT Client:Date:7/2/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 2 (Quake) L =9.5 ft TLRF =5 ft (conservative) P =354 lb/ft P x L =354x9.5 3.36 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =3.43x8.1 27.24 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.62 0.09 0.28 MR =[(0.28+0.28)x0.5x9.5+0.14x9.5] = 3.92 kip - ft H=8.1 F = MoT - MR / L =2.45 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.62 0.09 0.28 MoT L = 9.5' Therefore use (2)CS16 hold downs at each end Within. L11/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT Client:Date:7/2/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 5 (Wind) L =4 ft TLRF =5 ft (conservative) P =349 lb/ft P x L =349x4 1.40 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =1.40x8.1 11.31 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.26 0.04 0.12 MR =[(0.12+0.12)x0.5x4+0.27x4] = 1.55 kip - ft H=8.1 F = MoT - MR / L =2.44 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.26 0.04 0.12 MoT L = 4' Therefore use (1)STHD14hold downs at each end L12/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT Client:Date:7/2/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 1 (Quake) L =5 ft TLRF =5 ft (conservative) P =79 lb/ft P x L =79 x 5 0.40 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.40x8.1 3.20 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.33 0.05 0.15 MR =[(0.15+0.15)x0.5x5+0.14x5] = 1.41 kip - ft H=8.1 F = MoT - MR / L =0.36 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.32 0.05 0.15 MoT L = 5' Therefore use NO hold downs needed. L13/ RB Engineers, Inc.Project:Century 2745 By:RB/MJT Client:Date:7/2/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 4 (Wind) L =9 ft TLRF =5 ft (conservative) P =241 lb/ft P x L =241x9 2.17 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =2.17x8.1 17.57 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.59 0.09 0.26 MR =[(0.26+0.26)x0.5x9+0.27x9] = 4.80 kip - ft H=8.1 F = MoT - MR / L =1.42 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.58 0.09 0.26 MoT L = 9' Therefore use (1)STHD14hold downs at each end L14/14 B1/22 BM #1 BEAM KEY PLAN B2/22 BEAM KEY PLAN BM #2 B3/22 BEAM KEY PLAN BM #3 B4/22 BEAM KEY PLAN BM #4 BM #5 BM #6 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 16.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.407: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 50.37 psi= = 1,170.00 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.280 : 1 3.401 ft= = 475.91 psi Maximum Deflection 0 <240 2423 Ratio =0 <180 Max Downward Transient Deflection 0.013 in 3683Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.020 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.155 0.106 0.90 1.300 1.001.00 1.00 0.42 162.8 1,053.0 0.29 162.01.00 17.21.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.407 0.280 1.00 1.300 1.001.00 1.00 1.22 475.9 1,170.0 0.85 180.01.00 50.41.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.272 0.187 1.25 1.300 1.001.00 1.00 1.02 397.6 1,462.5 0.71 225.01.00 42.11.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.052 0.036 1.60 1.300 1.001.00 1.00 0.25 97.7 1,872.0 0.17 288.01.00 10.31.00 . B5/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0198 2.015 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0068 2.015 0.0000 0.000in ftinft +D+L 1 0.0198 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0165 2.015 0.0000 0.000in ftinft +0.60D 1 0.0041 2.015 0.0000 0.000in ftinft L Only 1 0.0130 2.015 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.216 1.216 Max Upward from Load Combinations 1.216 1.216 Max Upward from Load Cases 0.800 0.800 D Only 0.416 0.416 +D+L 1.216 1.216 +D+0.750L 1.016 1.016 +0.60D 0.250 0.250 L Only 0.800 0.800 . B6/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: B7/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 6.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.634: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.000 ft 44.72 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.248 : 1 0.000 ft= = 685.21 psi Maximum Deflection 0 <240 858 Ratio =0 <180 Max Downward Transient Deflection 0.092 in 1305Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.140 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 10.0 ft 1 0.241 0.094 0.90 1.200 1.001.00 1.00 0.98 234.4 972.0 0.33 162.01.00 15.31.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.634 0.248 1.00 1.200 1.001.00 1.00 2.85 685.2 1,080.0 0.97 180.01.00 44.71.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.424 0.166 1.25 1.200 1.001.00 1.00 2.38 572.5 1,350.0 0.81 225.01.00 37.41.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.081 0.032 1.60 1.200 1.001.00 1.00 0.59 140.6 1,728.0 0.20 288.01.00 9.21.00 . B8/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1397 5.036 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0478 5.036 0.0000 0.000in ftinft +D+L 1 0.1397 5.036 0.0000 0.000in ftinft +D+0.750L 1 0.1167 5.036 0.0000 0.000in ftinft +0.60D 1 0.0287 5.036 0.0000 0.000in ftinft L Only 1 0.0919 5.036 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.140 1.140 Max Upward from Load Combinations 1.140 1.140 Max Upward from Load Cases 0.750 0.750 D Only 0.390 0.390 +D+L 1.140 1.140 +D+0.750L 0.953 0.953 +0.60D 0.234 0.234 L Only 0.750 0.750 . B9/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: B10/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 5.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.286: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 27.05 psi= = 1,170.00 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.150 : 1 0.000 ft= = 334.62 psi Maximum Deflection 0 <240 2297 Ratio =0 <180 Max Downward Transient Deflection 0.021 in 3492Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.031 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.109 0.057 0.90 1.300 1.001.00 1.00 0.29 114.5 1,053.0 0.16 162.01.00 9.31.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.286 0.150 1.00 1.300 1.001.00 1.00 0.86 334.6 1,170.0 0.46 180.01.00 27.11.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.191 0.100 1.25 1.300 1.001.00 1.00 0.71 279.6 1,462.5 0.38 225.01.00 22.61.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.037 0.019 1.60 1.300 1.001.00 1.00 0.18 68.7 1,872.0 0.09 288.01.00 5.61.00 . B11/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0313 3.022 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0107 3.022 0.0000 0.000in ftinft +D+L 1 0.0313 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0262 3.022 0.0000 0.000in ftinft +0.60D 1 0.0064 3.022 0.0000 0.000in ftinft L Only 1 0.0206 3.022 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.570 0.570 Max Upward from Load Combinations 0.570 0.570 Max Upward from Load Cases 0.375 0.375 D Only 0.195 0.195 +D+L 0.570 0.570 +D+0.750L 0.476 0.476 +0.60D 0.117 0.117 L Only 0.375 0.375 . B12/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: B13/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:22PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 2.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.182: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 18.83 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.105 : 1 0.000 ft= = 196.91 psi Maximum Deflection 0 <360 4981 Ratio =0 <240 Max Downward Transient Deflection 0.010 in 6974Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.014 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.058 0.033 0.90 1.200 1.001.00 1.00 0.23 56.3 972.0 0.12 162.01.00 5.41.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.182 0.105 1.00 1.200 1.001.00 1.00 0.82 196.9 1,080.0 0.41 180.01.00 18.81.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.120 0.069 1.25 1.200 1.001.00 1.00 0.67 161.7 1,350.0 0.33 225.01.00 15.51.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.020 0.011 1.60 1.200 1.001.00 1.00 0.14 33.8 1,728.0 0.07 288.01.00 3.21.00 . B14/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:22PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0145 3.022 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0041 3.022 0.0000 0.000in ftinft +D+L 1 0.0145 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0119 3.022 0.0000 0.000in ftinft +0.60D 1 0.0025 3.022 0.0000 0.000in ftinft L Only 1 0.0103 3.022 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.546 0.546 Max Upward from Load Combinations 0.546 0.546 Max Upward from Load Cases 0.390 0.390 D Only 0.156 0.156 +D+L 0.546 0.546 +D+0.750L 0.449 0.449 +0.60D 0.094 0.094 L Only 0.390 0.390 . B15/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:22PM Project Descr: B16/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 5.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 6.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.668: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.125 ft 99.85 psi= = 2,294.38 psi 3.50 X 15.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 3.50 X 15.0 Maximum Shear Stress Ratio 0.377 : 1 0.000 ft= = 1,533.07 psi Maximum Deflection 0 <360 431 Ratio =0 <240 Max Downward Transient Deflection 0.325 in 599Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.452 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 16.250 ft 1 0.209 0.118 0.90 0.956 1.001.00 1.00 4.72 431.6 2,064.9 0.98 238.51.00 28.11.00 1.00+D+L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.250 ft 1 0.668 0.377 1.00 0.956 1.001.00 1.00 16.77 1,533.1 2,294.4 3.49 265.01.00 99.91.00 1.00+D+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.250 ft 1 0.439 0.247 1.25 0.956 1.001.00 1.00 13.76 1,257.7 2,868.0 2.87 331.31.00 81.91.00 1.00+0.60D 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.250 ft 1 0.071 0.040 1.60 0.956 1.001.00 1.00 2.83 258.9 3,671.0 0.59 424.01.00 16.91.00 . B17/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.4524 8.184 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1274 8.184 0.0000 0.000in ftinft +D+L 1 0.4524 8.184 0.0000 0.000in ftinft +D+0.750L 1 0.3712 8.184 0.0000 0.000in ftinft +0.60D 1 0.0764 8.184 0.0000 0.000in ftinft L Only 1 0.3251 8.184 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.128 4.128 Max Upward from Load Combinations 4.128 4.128 Max Upward from Load Cases 2.966 2.966 D Only 1.162 1.162 +D+L 4.128 4.128 +D+0.750L 3.386 3.386 +0.60D 0.697 0.697 L Only 2.966 2.966 . B18/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: B19/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 10.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.369: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 42.57 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.236 : 1 0.000 ft= = 398.21 psi Maximum Deflection 0 <360 2956 Ratio =0 <240 Max Downward Transient Deflection 0.015 in 3916Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.020 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.100 0.064 0.90 1.200 1.001.00 1.00 0.41 97.7 972.0 0.23 162.01.00 10.41.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.369 0.236 1.00 1.200 1.001.00 1.00 1.66 398.2 1,080.0 0.92 180.01.00 42.61.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.239 0.154 1.25 1.200 1.001.00 1.00 1.34 323.1 1,350.0 0.75 225.01.00 34.51.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.034 0.022 1.60 1.200 1.001.00 1.00 0.24 58.6 1,728.0 0.14 288.01.00 6.31.00 . B20/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0203 2.518 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0050 2.518 0.0000 0.000in ftinft +D+L 1 0.0203 2.518 0.0000 0.000in ftinft +D+0.750L 1 0.0165 2.518 0.0000 0.000in ftinft +0.60D 1 0.0030 2.518 0.0000 0.000in ftinft L Only 1 0.0153 2.518 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.325 1.325 Max Upward from Load Combinations 1.325 1.325 Max Upward from Load Cases 1.000 1.000 D Only 0.325 0.325 +D+L 1.325 1.325 +D+0.750L 1.075 1.075 +0.60D 0.195 0.195 L Only 1.000 1.000 . B21/22 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:20PM Project Descr: B22/22 F1/10 FOOTING KEY PLAN F #1 F #2 F #3 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.0 5.90 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F2/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.4872 Soil Bearing 0.9744 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3123 Z Flexure (+X)1.480 k-ft/ft 4.739 k-ft/ft +1.20D+1.60L PASS 0.3123 Z Flexure (-X)1.480 k-ft/ft 4.739 k-ft/ft +1.20D+1.60L PASS 0.3123 X Flexure (+Z)1.480 k-ft/ft 4.739 k-ft/ft +1.20D+1.60L PASS 0.3123 X Flexure (-Z)1.480 k-ft/ft 4.739 k-ft/ft +1.20D+1.60L PASS 0.3157 1-way Shear (+X)23.680 psi 75.0 psi +1.20D+1.60L PASS 0.3157 1-way Shear (-X)23.680 psi 75.0 psi +1.20D+1.60L PASS 0.3157 1-way Shear (+Z)23.680 psi 75.0 psi +1.20D+1.60L PASS 0.3157 1-way Shear (-Z)23.680 psi 75.0 psi +1.20D+1.60L PASS 0.7739 2-way Punching 116.079 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.3189 0.3189 n/a 0.1600.0n/a X-X, +D+L 2.0 n/a0.9744 0.9744 n/a 0.4870.0n/a X-X, +D+0.750L 2.0 n/a0.8106 0.8106 n/a 0.4050.0n/a X-X, +0.60D 2.0 n/a0.1913 0.1913 n/a 0.0960.0n/a Z-Z, D Only 2.0 0.3189n/a n/a 0.3189 0.160n/a0.0 Z-Z, +D+L 2.0 0.9744n/a n/a 0.9744 0.487n/a0.0 Z-Z, +D+0.750L 2.0 0.8106n/a n/a 0.8106 0.405n/a0.0 Z-Z, +0.60D 2.0 0.1913n/a n/a 0.1913 0.096n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.350 +Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +1.40D 0.350 -Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +1.20D+1.60L 1.480 +Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +1.20D+1.60L 1.480 -Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +1.20D+L 1.038 +Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +1.20D+L 1.038 -Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +1.20D 0.30 +Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +1.20D 0.30 -Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +0.90D 0.2250 +Z Bottom 0.1728 AsMin 0.3333 4.739 OK X-X, +0.90D 0.2250 -Z Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +1.40D 0.350 -X Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +1.40D 0.350 +X Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +1.20D+1.60L 1.480 -X Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +1.20D+1.60L 1.480 +X Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +1.20D+L 1.038 -X Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +1.20D+L 1.038 +X Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +1.20D 0.30 -X Bottom 0.1728 AsMin 0.3333 4.739 OK F3/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.30 +X Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +0.90D 0.2250 -X Bottom 0.1728 AsMin 0.3333 4.739 OK Z-Z, +0.90D 0.2250 +X Bottom 0.1728 AsMin 0.3333 4.739 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 5.60 5.60 5.60 5.60 5.60 75.00 0.07psipsipsipsipsipsi OK +1.20D+1.60L 23.68 23.68 23.68 23.68 23.68 75.00 0.32psipsipsipsipsipsi OK +1.20D+L 16.60 16.60 16.60 16.60 16.60 75.00 0.22psipsipsipsipsipsi OK +1.20D 4.80 4.80 4.80 4.80 4.80 75.00 0.06psipsipsipsipsipsi OK +0.90D 3.60 3.60 3.60 3.60 3.60 75.00 0.05psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 27.45 150.00 0.183 OKpsipsi +1.20D+1.60L 116.08 150.00 0.7739 OKpsipsi +1.20D+L 81.37 150.00 0.5425 OKpsipsi +1.20D 23.53 150.00 0.1569 OKpsipsi +0.90D 17.65 150.00 0.1176 OKpsipsi F4/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.10 2.50 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F5/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.4984 Soil Bearing 0.9967 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1551 Z Flexure (+X)0.6650 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1551 Z Flexure (-X)0.6650 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1551 X Flexure (+Z)0.6650 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1551 X Flexure (-Z)0.6650 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1714 1-way Shear (+X)12.857 psi 75.0 psi +1.20D+1.60L PASS 0.1714 1-way Shear (-X)12.857 psi 75.0 psi +1.20D+1.60L PASS 0.1714 1-way Shear (+Z)12.857 psi 75.0 psi +1.20D+1.60L PASS 0.1714 1-way Shear (-Z)12.857 psi 75.0 psi +1.20D+1.60L PASS 0.3405 2-way Punching 51.072 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.3717 0.3717 n/a 0.1860.0n/a X-X, +D+L 2.0 n/a0.9967 0.9967 n/a 0.4980.0n/a X-X, +D+0.750L 2.0 n/a0.8404 0.8404 n/a 0.4200.0n/a X-X, +0.60D 2.0 n/a0.2230 0.2230 n/a 0.1120.0n/a Z-Z, D Only 2.0 0.3717n/a n/a 0.3717 0.186n/a0.0 Z-Z, +D+L 2.0 0.9967n/a n/a 0.9967 0.498n/a0.0 Z-Z, +D+0.750L 2.0 0.8404n/a n/a 0.8404 0.420n/a0.0 Z-Z, +0.60D 2.0 0.2230n/a n/a 0.2230 0.112n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1925 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.40D 0.1925 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.6650 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.6650 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.4775 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.4775 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.1650 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.1650 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.1238 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.1238 -Z Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.1925 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.1925 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.6650 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.6650 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.4775 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.4775 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D 0.1650 -X Bottom 0.1728 AsMin 0.30 4.288 OK F6/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.1650 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.1238 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.1238 +X Bottom 0.1728 AsMin 0.30 4.288 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.72 3.72 3.72 3.72 3.72 75.00 0.05psipsipsipsipsipsi OK +1.20D+1.60L 12.86 12.86 12.86 12.86 12.86 75.00 0.17psipsipsipsipsipsi OK +1.20D+L 9.23 9.23 9.23 9.23 9.23 75.00 0.12psipsipsipsipsipsi OK +1.20D 3.19 3.19 3.19 3.19 3.19 75.00 0.04psipsipsipsipsipsi OK +0.90D 2.39 2.39 2.39 2.39 2.39 75.00 0.03psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 14.78 150.00 0.09856 OKpsipsi +1.20D+1.60L 51.07 150.00 0.3405 OKpsipsi +1.20D+L 36.67 150.00 0.2445 OKpsipsi +1.20D 12.67 150.00 0.08448 OKpsipsi +0.90D 9.50 150.00 0.06336 OKpsipsi F7/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 1.50 ft Length parallel to Z-Z Axis = 1.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.650 2.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F8/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.6370 Soil Bearing 1.274 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08847 Z Flexure (+X)0.4975 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.08847 Z Flexure (-X)0.4975 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.08847 X Flexure (+Z)0.4975 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.08847 X Flexure (-Z)0.4975 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1297 1-way Shear (+X)9.729 psi 75.0 psi +1.20D+1.60L PASS 0.1297 1-way Shear (-X)9.729 psi 75.0 psi +1.20D+1.60L PASS 0.1297 1-way Shear (+Z)9.729 psi 75.0 psi +1.20D+1.60L PASS 0.1297 1-way Shear (-Z)9.729 psi 75.0 psi +1.20D+1.60L PASS 0.2445 2-way Punching 36.680 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.3856 0.3856 n/a 0.1930.0n/a X-X, +D+L 2.0 n/a1.274 1.274 n/a 0.6370.0n/a X-X, +D+0.750L 2.0 n/a1.052 1.052 n/a 0.5260.0n/a X-X, +0.60D 2.0 n/a0.2313 0.2313 n/a 0.1160.0n/a Z-Z, D Only 2.0 0.3856n/a n/a 0.3856 0.193n/a0.0 Z-Z, +D+L 2.0 1.274n/a n/a 1.274 0.637n/a0.0 Z-Z, +D+0.750L 2.0 1.052n/a n/a 1.052 0.526n/a0.0 Z-Z, +0.60D 2.0 0.2313n/a n/a 0.2313 0.116n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1138 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.40D 0.1138 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+1.60L 0.4975 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+1.60L 0.4975 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+L 0.3475 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+L 0.3475 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D 0.09750 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D 0.09750 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +0.90D 0.07313 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +0.90D 0.07313 -Z Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.40D 0.1138 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.40D 0.1138 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+1.60L 0.4975 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+1.60L 0.4975 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+L 0.3475 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+L 0.3475 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D 0.09750 -X Bottom 0.1728 AsMin 0.40 5.624 OK F9/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: Century 2745 - Chehalis.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 3 JUL 2024, 4:25PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.09750 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +0.90D 0.07313 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +0.90D 0.07313 +X Bottom 0.1728 AsMin 0.40 5.624 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.22 2.22 2.22 2.22 2.22 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60L 9.73 9.73 9.73 9.73 9.73 75.00 0.13psipsipsipsipsipsi OK +1.20D+L 6.80 6.80 6.80 6.80 6.80 75.00 0.09psipsipsipsipsipsi OK +1.20D 1.91 1.91 1.91 1.91 1.91 75.00 0.03psipsipsipsipsipsi OK +0.90D 1.43 1.43 1.43 1.43 1.43 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 8.39 150.00 0.05591 OKpsipsi +1.20D+1.60L 36.68 150.00 0.2445 OKpsipsi +1.20D+L 25.62 150.00 0.1708 OKpsipsi +1.20D 7.19 150.00 0.04792 OKpsipsi +0.90D 5.39 150.00 0.03594 OKpsipsi F10/10