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HomeMy WebLinkAboutCentury Plan 1797 GL 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 1797 PROJECT #: 25-9775 BY: R.B. / MJT DATE: 04/29/2025 PAGE G1 OF 49 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 1797 A&B&C GARAGE LEFT 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:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 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:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 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 X3 Y1 Y2Y5 X4 X5 X7 Y3 Y4 SHEAR WALL KEY PLAN L1/ X2 X6 L2/ L3/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 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) 28.5.4 B:3.2 D:3.3 Minimum Pressure:8 psf (roof) 28.5.4 Kzt:1.20 (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(8.5x5+8.5x4) + 14.4x(26x4) + 3.2x(3x2+7.25x5+9.5x6.5) + 3.3x(3.5x5+22.5x6.5)) / 1000 3.74 x 1.2 Kzt x 0.6 =2.69 kip Σ Fw Upper =(19.9x(6.25x9.5+2.25x5.5+8.5x9.5) + 14.4x(26x9.5) /1000 = 6.62 x 1.2 Kzt x 0.6 =4.77 kip Roof Min =(16x(68+104) + 8x(104+163.75) / 1000) x 1.2 Kzt x 0.6 =3.52 kip Upper Min =(16x(152.5+247) + 8x(0+0) / 1000) x 1.2 Kzt x 0.6 =4.60 kip Y – Y Direction Σ Fw Roof =(19.9x(6/2(4.5+7)+6/2(4.5+7)) + 14.4x(18x7+(18x3.75/2)) /1000 = 3.69 x 1.2 Kzt x 0.6 =2.66 kip Σ Fw Upper =(19.9x(6x9.5+6x9.5) + 14.4x(18x9.5) /1000 = 4.75 x 1.2 Kzt x 0.6 =3.42 kip Roof Min =(16x(69+159.75) + 8x(0+0) / 1000) x 1.2 Kzt x 0.6 =2.64 kip Upper Min =(16x(114+171) + 8x(0+0) / 1000) x 1.2 Kzt x 0.6 =3.28 kip L4/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 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 = 1.0 (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 (1.60)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(0.68/1.07)0.13 Section 11.4.6 Ts = Sd1 /Sds =(0.68/1.07)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:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1297 feet 2 Roof Dead Load:13 Upper Area:1272 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 =1297 x (13+8) = =27.24 kip Upper Weight =1272 x (13+8) = =26.71 kip 53.95 kip Vbase = Cs x Σ Weight = 0.16 x 53.95 =8.63 kip Vasd =Vbase x 0.7 x ρ x 1.25 = =9.82 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:27.24 kip 19.5 Feet 531.12 Upper:26.71 kip 9.5 Feet 253.76 784.89 Fq Roof:9.82 x (531.12/784.89) = = 6.64 kip Fq Upper:9.82 x (253.76/784.89) = = 3.17 kip Therefore quake governs all else. L6/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 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:3.52 kips 3.52 k / 43 ft =82 #/Ft V @ X 1 =(3.52/43)x(19/2)=0.78 = 32 # SW-4 20'+4'Ft V @ X 2 =(3.52/43)x(19/2+22/2)=1.68 = 168 # SW-4 10'Ft V @ X 3 =(3.52/43)x(22/2+2)=1.06 = 89 # SW-4 4'+4'+4'Ft Fw X – X @ Upper:4.77 kips 4.77 k / 41 ft =116 #/Ft V @ X 4 =(4.77/41)x(19/2)1.88 = 105 # SW-4 + 0.78 =8'+6'+4'Ft V @ X 5 =(4.77/41)x(19/2+11/2)3.42 = 274 # SW-4 + 1.68 =12.5'Ft V @ X 6 =(4.77/41)x(11/2+11/2)=1.28 = 427 # SW-3 3'Ft V @ X 7 =(4.77/41)x(11/2) 1.70 < 3.35 k LRP capcity SW-3 + 1.06 = LRP 2x24"x8' = 2x1675 = 3350 lb L7/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 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:2.66 kips 2.66 k / 30 ft =89 #/Ft V @ Y 1 =(2.66/30)x(30/2)=1.33 = 36 # SW-6 13.5'+5.5'+18'Ft V @ Y 2 =(2.66/30)x(30/2)=1.33 = 44 # SW-6 30'Ft Fw Y – Y @ Upper:3.42 kips 3.42 k / 30 ft =114 #/Ft V @ Y 3 =(3.42/30)x(20/2)2.47 = 65 # SW-6 +1.33=22'+16'Ft V @ Y 4 =(3.42/30)x(20/2+10/2) = 1.71 = 155 # SW-6 11'Ft V @ Y 5 =(3.42/30)x(10/2) = 1.90 = 115 # SW-6 +1.33 =4.5'+8'+4'Ft L8/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 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:6.64 kips 6.64 k / 43 ft =155 #/Ft V @ X 1 =(6.64/43)x(19/2)=1.47 = 61 # SW-4 20'+4'Ft V @ X 2 =(6.64/43)x(19/2+22/2)=3.17 = 317 # SW-4 10'Ft V @ X 3 =(6.64/43)x(22/2+2)=2.01 = 167 # SW-4 4'+4'+4'Ft Fw X – X @ Upper:3.17 kips 3.17 k / 41 ft =77 #/Ft V @ X 4 =(3.17/41)x(19/2)2.20 = 122 # SW-4 + 1.47=8'+6'+4'Ft V @ X 5 =(3.17/41)x(19/2+11/2)4.33 = 346 # SW-4 + 3.17=12.5'Ft V @ X 6 =(3.17/41)x(11/2+11/2)=0.85 = 284 # SW-3 3'Ft (1.25-0.125x(8.1/3))x450 #/Ft = 415 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021 V @ X 7 =(2.54/41)x(11/2) 2.43 < 3.35 k LRP capcity SW-3 + 2.01 = LRP 2x24"x8' = 2x1675 = 3350 lb L9/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/3/2024 Phone: (425) 602-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:6.64 kips 6.64 k / 30 ft =221 #/Ft V @ Y 1 =(6.64/30)x(30/2)=3.32 = 90 # SW-6 13.5'+5.5'+18'Ft V @ Y 2 =(6.64/30)x(30/2)=3.32 = 111 # SW-6 30'Ft Fw Y – Y @ Upper:3.17 kips 3.17 k / 30 ft =106 #/Ft V @ Y 3 =(3.17/30)x(20/2)4.38 = 115 # SW-6 + 3.32=22'+16'Ft V @ Y 4 =(3.17/30)x(20/2+10/2) = 1.59 = 74 # SW-6 21.5'Ft V @ Y 5 =(3.17/30)x(10/2) = 3.85 = 233 # SW-6 +3.32 =4.5'+8'+4'Ft L10/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT Client:Date:11/3/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 2 (Quake) L =10 ft TLRF =5 ft (conservative) P =317 lb/ft P x L =317x10 3.17 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =3.17x8.1 25.68 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 0.65 0.10 0.29 MR =[(0.29+0.29)x0.5x10+0.14x10] = 4.28 kip - ft H=8.1 F = MoT - MR / L =2.14 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.65 0.10 0.29 MoT L = 10' Therefore use (2)CS16 hold downs at each end. L11/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT Client:Date:11/3/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 5 (Quake) L =12.5 ft TLRF =5 ft (conservative) P =346 lb/ft P x L =346x12.5 4.33 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =4.33x8.1 35.03 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 0.81 0.12 0.37 MR =[(0.37+0.37)x0.5x12.5+0.27x12.5] = 7.95 kip - ft H=8.1 F = MoT - MR / L =2.17 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.81 0.12 0.37 MoT L = 12.5' Therefore use (2)CS16 or STHD14 hold downs at each end L12/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT Client:Date:11/3/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 2 (Quake) L =30 ft TLRF =5 ft (conservative) P =111 lb/ft P x L =111x30 3.33 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =3.33x8.1 26.97 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 1.95 0.29 0.88 MR =[(0.88+0.88)x0.5x30+0.14x30] = 30.38 kip - ft H=8.1 F = MoT - MR / L =-0.11 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 1.94 0.29 0.88 MoT L = 30' Therefore use NO hold downs needed. L13/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT Client:Date:11/3/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 5 (Quake) L =4 ft TLRF =5 ft (conservative) P =233 lb/ft P x L =233x4 0.93 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =0.93x8.1 7.55 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 =1.50 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)CS16 or STHD14 hold downs at each end L14/14 B1/22 BM #1 BEAM KEY PLAN B2/22 BM #2 BEAM KEY PLAN B3/22 BM #3 BEAM KEY PLAN B4/22 BM #4 BM #5 BM #6 BEAM KEY PLAN 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:46AM 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 = 16.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.271: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 34.96 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 0.194 : 1 3.241 ft= = 292.36 psi Maximum Deflection 0 <360 5032 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 7649Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.010 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 = 4.0 ft 1 0.103 0.074 0.90 1.200 1.001.00 1.00 0.42 100.0 972.0 0.26 162.01.00 12.01.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.271 0.194 1.00 1.200 1.001.00 1.00 1.22 292.4 1,080.0 0.75 180.01.00 35.01.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.181 0.130 1.25 1.200 1.001.00 1.00 1.02 244.3 1,350.0 0.63 225.01.00 29.21.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.035 0.025 1.60 1.200 1.001.00 1.00 0.25 60.0 1,728.0 0.15 288.01.00 7.21.00 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:46AM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0095 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 0.0033 2.015 0.0000 0.000in ftinft +D+L 1 0.0095 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0080 2.015 0.0000 0.000in ftinft +0.60D 1 0.0020 2.015 0.0000 0.000in ftinft L Only 1 0.0063 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:46AM 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:48AM 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 0.733: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.375 ft 48.91 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 0.272 : 1 10.005 ft= = 791.85 psi Maximum Deflection 0 <360 691 Ratio =0 <240 Max Downward Transient Deflection 0.123 in 1050Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.187 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 = 10.750 ft 1 0.279 0.103 0.90 1.200 1.001.00 1.00 1.13 270.9 972.0 0.36 162.01.00 16.71.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.750 ft 1 0.733 0.272 1.00 1.200 1.001.00 1.00 3.29 791.8 1,080.0 1.06 180.01.00 48.91.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.750 ft 1 0.490 0.182 1.25 1.200 1.001.00 1.00 2.75 661.6 1,350.0 0.88 225.01.00 40.91.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.750 ft 1 0.094 0.035 1.60 1.200 1.001.00 1.00 0.68 162.5 1,728.0 0.22 288.01.00 10.01.00 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:48AM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1866 5.414 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 0.0638 5.414 0.0000 0.000in ftinft +D+L 1 0.1866 5.414 0.0000 0.000in ftinft +D+0.750L 1 0.1559 5.414 0.0000 0.000in ftinft +0.60D 1 0.0383 5.414 0.0000 0.000in ftinft L Only 1 0.1227 5.414 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 1.226 1.226 Max Upward from Load Combinations 1.226 1.226 Max Upward from Load Cases 0.806 0.806 D Only 0.419 0.419 +D+L 1.226 1.226 +D+0.750L 1.024 1.024 +0.60D 0.252 0.252 L Only 0.806 0.806 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:48AM 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:48AM 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 Load for Span Number 1 Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 1.0 -->> 4.0 ft, Tributary Width = 16.0 ft Point Load : D = 0.350, L = 0.650 k @ 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.354: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.708 ft 66.44 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 0.369 : 1 0.000 ft= = 382.01 psi Maximum Deflection 0 <360 3842 Ratio =0 <240 Max Downward Transient Deflection 0.008 in 5864Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.012 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 = 4.0 ft 1 0.136 0.142 0.90 1.200 1.001.00 1.00 0.55 131.8 972.0 0.50 162.01.00 23.01.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.354 0.369 1.00 1.200 1.001.00 1.00 1.59 382.0 1,080.0 1.43 180.01.00 66.41.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.237 0.247 1.25 1.200 1.001.00 1.00 1.33 319.5 1,350.0 1.20 225.01.00 55.61.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.046 0.048 1.60 1.200 1.001.00 1.00 0.33 79.1 1,728.0 0.30 288.01.00 13.81.00 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:48AM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0125 1.956 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 0.0043 1.956 0.0000 0.000in ftinft +D+L 1 0.0125 1.956 0.0000 0.000in ftinft +D+0.750L 1 0.0104 1.956 0.0000 0.000in ftinft +0.60D 1 0.0026 1.956 0.0000 0.000in ftinft L Only 1 0.0082 1.956 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 1.434 1.390 Max Upward from Load Combinations 1.434 1.390 Max Upward from Load Cases 0.938 0.913 D Only 0.497 0.478 +D+L 1.434 1.390 +D+0.750L 1.200 1.162 +0.60D 0.298 0.287 L Only 0.938 0.913 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:48AM 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:49AM 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 = 8.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.501: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 51.74 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 0.287 : 1 0.000 ft= = 540.96 psi Maximum Deflection 0 <360 1813 Ratio =0 <240 Max Downward Transient Deflection 0.029 in 2450Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.040 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 0.145 0.083 0.90 1.200 1.001.00 1.00 0.59 140.6 972.0 0.29 162.01.00 13.51.00 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 0.501 0.287 1.00 1.200 1.001.00 1.00 2.25 541.0 1,080.0 1.12 180.01.00 51.71.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.327 0.187 1.25 1.200 1.001.00 1.00 1.83 440.9 1,350.0 0.91 225.01.00 42.21.00 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 0.049 0.028 1.60 1.200 1.001.00 1.00 0.35 84.4 1,728.0 0.17 288.01.00 8.11.00 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:49AM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0397 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 0.0103 3.022 0.0000 0.000in ftinft +D+L 1 0.0397 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0324 3.022 0.0000 0.000in ftinft +0.60D 1 0.0062 3.022 0.0000 0.000in ftinft L Only 1 0.0294 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 1.500 1.500 Max Upward from Load Combinations 1.500 1.500 Max Upward from Load Cases 1.110 1.110 D Only 0.390 0.390 +D+L 1.500 1.500 +D+0.750L 1.223 1.223 +0.60D 0.234 0.234 L Only 1.110 1.110 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:49AM 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:53AM 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 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 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 1,600.0 ksi 850.0 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 = 0.040 ksf, Tributary Width = 11.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 0.0 -->> 9.50 ft, Tributary Width = 3.0 ft Point Load : D = 0.40, L = 0.80 k @ 9.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.773: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.599 ft 106.22 psi= = 2,400.00 psi 5.50 X 13.50Section 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 5.50 X 13.50 Maximum Shear Stress Ratio 0.401 : 1 0.000 ft= = 1,856.08 psi Maximum Deflection 0 <360 326 Ratio =0 <240 Max Downward Transient Deflection 0.438 in 445Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.598 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 0.231 0.118 0.90 1.000 1.001.00 1.00 6.95 499.0 2,160.0 1.40 238.51.00 28.21.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.250 ft 1 0.773 0.401 1.00 1.000 1.001.00 1.00 25.84 1,856.1 2,400.0 5.26 265.01.00 106.21.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.250 ft 1 0.506 0.262 1.25 1.000 1.001.00 1.00 21.12 1,516.8 3,000.0 4.29 331.31.00 86.71.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.250 ft 1 0.078 0.040 1.60 1.000 1.001.00 1.00 4.17 299.4 3,840.0 0.84 424.01.00 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:53AM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.5975 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 0.1598 8.184 0.0000 0.000in ftinft +D+L 1 0.5975 8.184 0.0000 0.000in ftinft +D+0.750L 1 0.4881 8.184 0.0000 0.000in ftinft +0.60D 1 0.0959 8.184 0.0000 0.000in ftinft L Only 1 0.4378 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 6.002 5.755 Max Upward from Load Combinations 6.002 5.755 Max Upward from Load Cases 4.412 4.251 D Only 1.590 1.504 +D+L 6.002 5.755 +D+0.750L 4.899 4.692 +0.60D 0.954 0.902 L Only 4.412 4.251 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:53AM 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:54AM 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 0.266: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.125 ft 33.52 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 0.186 : 1 0.000 ft= = 287.70 psi Maximum Deflection 0 <480 4813 Ratio =0 <240 Max Downward Transient Deflection 0.008 in 6377Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.011 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 = 4.250 ft 1 0.073 0.051 0.90 1.200 1.001.00 1.00 0.29 70.6 972.0 0.18 162.01.00 8.21.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.250 ft 1 0.266 0.186 1.00 1.200 1.001.00 1.00 1.20 287.7 1,080.0 0.72 180.01.00 33.51.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.250 ft 1 0.173 0.121 1.25 1.200 1.001.00 1.00 0.97 233.4 1,350.0 0.59 225.01.00 27.21.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.250 ft 1 0.025 0.017 1.60 1.200 1.001.00 1.00 0.18 42.3 1,728.0 0.11 288.01.00 4.91.00 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:54AM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0106 2.141 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 0.0026 2.141 0.0000 0.000in ftinft +D+L 1 0.0106 2.141 0.0000 0.000in ftinft +D+0.750L 1 0.0086 2.141 0.0000 0.000in ftinft +0.60D 1 0.0016 2.141 0.0000 0.000in ftinft L Only 1 0.0080 2.141 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 1.126 1.126 Max Upward from Load Combinations 1.126 1.126 Max Upward from Load Cases 0.850 0.850 D Only 0.276 0.276 +D+L 1.126 1.126 +D+0.750L 0.914 0.914 +0.60D 0.166 0.166 L Only 0.850 0.850 . 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:54AM Project Descr: B22/22 F1/10 F #1 F #2 F #3 FOOTING KEY PLAN 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:59AM 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 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3 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 0.80 1.50 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 = 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:59AM 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 0.3359 Soil Bearing 0.6717 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 0.09794 Z Flexure (+X)0.420 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.09794 Z Flexure (-X)0.420 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.09794 X Flexure (+Z)0.420 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.09794 X Flexure (-Z)0.420 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1083 1-way Shear (+X)8.120 psi 75.0 psi +1.20D+1.60L PASS 0.1083 1-way Shear (-X)8.120 psi 75.0 psi +1.20D+1.60L PASS 0.1083 1-way Shear (+Z)8.120 psi 75.0 psi +1.20D+1.60L PASS 0.1083 1-way Shear (-Z)8.120 psi 75.0 psi +1.20D+1.60L PASS 0.2150 2-way Punching 32.256 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/a0.2967 0.2967 n/a 0.1480.0n/a X-X, +D+L 2.0 n/a0.6717 0.6717 n/a 0.3360.0n/a X-X, +D+0.750L 2.0 n/a0.5779 0.5779 n/a 0.2890.0n/a X-X, +0.60D 2.0 n/a0.1780 0.1780 n/a 0.0890.0n/a Z-Z, D Only 2.0 0.2967n/a n/a 0.2967 0.148n/a0.0 Z-Z, +D+L 2.0 0.6717n/a n/a 0.6717 0.336n/a0.0 Z-Z, +D+0.750L 2.0 0.5779n/a n/a 0.5779 0.289n/a0.0 Z-Z, +0.60D 2.0 0.1780n/a n/a 0.1780 0.089n/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 0.140 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.40D 0.140 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.420 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.420 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.3075 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.3075 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.120 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.120 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.090 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.090 -Z Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.140 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.140 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.420 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.420 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.3075 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.3075 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D 0.120 -X Bottom 0.1728 AsMin 0.30 4.288 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:59AM 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 0.120 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.090 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.090 +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 2.71 2.71 2.71 2.71 2.71 75.00 0.04psipsipsipsipsipsi OK +1.20D+1.60L 8.12 8.12 8.12 8.12 8.12 75.00 0.11psipsipsipsipsipsi OK +1.20D+L 5.95 5.95 5.95 5.95 5.95 75.00 0.08psipsipsipsipsipsi OK +1.20D 2.32 2.32 2.32 2.32 2.32 75.00 0.03psipsipsipsipsipsi OK +0.90D 1.74 1.74 1.74 1.74 1.74 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 10.75 150.00 0.07168 OKpsipsi +1.20D+1.60L 32.26 150.00 0.215 OKpsipsi +1.20D+L 23.62 150.00 0.1574 OKpsipsi +1.20D 9.22 150.00 0.06144 OKpsipsi +0.90D 6.91 150.00 0.04608 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:59AM 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 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3 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 0.50 1.60 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:59AM 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 0.5150 Soil Bearing 1.030 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 0.07024 Z Flexure (+X)0.3950 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.07024 Z Flexure (-X)0.3950 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.07024 X Flexure (+Z)0.3950 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.07024 X Flexure (-Z)0.3950 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1030 1-way Shear (+X)7.724 psi 75.0 psi +1.20D+1.60L PASS 0.1030 1-way Shear (-X)7.724 psi 75.0 psi +1.20D+1.60L PASS 0.1030 1-way Shear (+Z)7.724 psi 75.0 psi +1.20D+1.60L PASS 0.1030 1-way Shear (-Z)7.724 psi 75.0 psi +1.20D+1.60L PASS 0.1942 2-way Punching 29.123 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/a1.030 1.030 n/a 0.5150.0n/a X-X, +D+0.750L 2.0 n/a0.8522 0.8522 n/a 0.4260.0n/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 1.030n/a n/a 1.030 0.515n/a0.0 Z-Z, +D+0.750L 2.0 0.8522n/a n/a 0.8522 0.426n/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 0.08750 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.40D 0.08750 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+1.60L 0.3950 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+1.60L 0.3950 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+L 0.2750 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+L 0.2750 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D 0.0750 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D 0.0750 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +0.90D 0.05625 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +0.90D 0.05625 -Z Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.40D 0.08750 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.40D 0.08750 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+1.60L 0.3950 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+1.60L 0.3950 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+L 0.2750 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+L 0.2750 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D 0.0750 -X Bottom 0.1728 AsMin 0.40 5.624 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 9:59AM 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 0.0750 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +0.90D 0.05625 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +0.90D 0.05625 +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 1.71 1.71 1.71 1.71 1.71 75.00 0.02psipsipsipsipsipsi OK +1.20D+1.60L 7.72 7.72 7.72 7.72 7.72 75.00 0.10psipsipsipsipsipsi OK +1.20D+L 5.38 5.38 5.38 5.38 5.38 75.00 0.07psipsipsipsipsipsi OK +1.20D 1.47 1.47 1.47 1.47 1.47 75.00 0.02psipsipsipsipsipsi OK +0.90D 1.10 1.10 1.10 1.10 1.10 75.00 0.01psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 6.45 150.00 0.04301 OKpsipsi +1.20D+1.60L 29.12 150.00 0.1942 OKpsipsi +1.20D+L 20.28 150.00 0.1352 OKpsipsi +1.20D 5.53 150.00 0.03686 OKpsipsi +0.90D 4.15 150.00 0.02765 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 10:08AM 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 2.50 ft Length parallel to Z-Z Axis = 2.50 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 = 4 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =4 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 0.70 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 10:08AM 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 0.2644 Soil Bearing 0.5287 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 0.1108 Z Flexure (+X)0.5050 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1108 Z Flexure (-X)0.5050 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1108 X Flexure (+Z)0.5050 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1108 X Flexure (-Z)0.5050 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1185 1-way Shear (+X)8.888 psi 75.0 psi +1.20D+1.60L PASS 0.1185 1-way Shear (-X)8.888 psi 75.0 psi +1.20D+1.60L PASS 0.1185 1-way Shear (+Z)8.888 psi 75.0 psi +1.20D+1.60L PASS 0.1185 1-way Shear (-Z)8.888 psi 75.0 psi +1.20D+1.60L PASS 0.2624 2-way Punching 39.366 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/a0.2087 0.2087 n/a 0.1040.0n/a X-X, +D+L 2.0 n/a0.5287 0.5287 n/a 0.2640.0n/a X-X, +D+0.750L 2.0 n/a0.4487 0.4487 n/a 0.2240.0n/a X-X, +0.60D 2.0 n/a0.1252 0.1252 n/a 0.0630.0n/a Z-Z, D Only 2.0 0.2087n/a n/a 0.2087 0.104n/a0.0 Z-Z, +D+L 2.0 0.5287n/a n/a 0.5287 0.264n/a0.0 Z-Z, +D+0.750L 2.0 0.4487n/a n/a 0.4487 0.224n/a0.0 Z-Z, +0.60D 2.0 0.1252n/a n/a 0.1252 0.063n/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 0.1225 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.40D 0.1225 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 0.5050 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 0.5050 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 0.3550 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 0.3550 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.1050 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.1050 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.07875 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.07875 -Z Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.1225 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.1225 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.5050 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.5050 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 0.3550 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 0.3550 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D 0.1050 -X Bottom 0.1728 AsMin 0.320 4.559 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 Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 25 NOV 2024, 10:08AM 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 0.1050 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.07875 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.07875 +X Bottom 0.1728 AsMin 0.320 4.559 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.16 2.16 2.16 2.16 2.16 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60L 8.89 8.89 8.89 8.89 8.89 75.00 0.12psipsipsipsipsipsi OK +1.20D+L 6.25 6.25 6.25 6.25 6.25 75.00 0.08psipsipsipsipsipsi OK +1.20D 1.85 1.85 1.85 1.85 1.85 75.00 0.02psipsipsipsipsipsi OK +0.90D 1.39 1.39 1.39 1.39 1.39 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 9.55 150.00 0.06366 OKpsipsi +1.20D+1.60L 39.37 150.00 0.2624 OKpsipsi +1.20D+L 27.67 150.00 0.1845 OKpsipsi +1.20D 8.19 150.00 0.05457 OKpsipsi +0.90D 6.14 150.00 0.04093 OKpsipsi F10/10