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HomeMy WebLinkAboutCentury Plan 2448 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 2448 PROJECT #: 25-10080 BY: R.B. / MJT DATE: 01/02/2026 PAGE G1 OF 49 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 2448 A&B&C 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 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral 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 Sprinkler (Only If A>4000 sqft)2 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 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral 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 Sprinkler (Only If A>4000 sqft)2 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 Y1 Y2 Y3 Y4 Y5 X3 X4 X5 X6 SHEARWALL KEY PLAN L1/ L2/ L3/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch:5:12 (22.6°)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:1.2 (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(8x3.25+8x3.25) + 14.4x(24x3.25) + 3.2x(5x4+4.25x9+9.25x9.25) + 3.3x(24x9.25) 3.35 3.35 x 1.2 Kzt x 0.6 =2.41 kip Σ Fw Upper =19.9x(8 x10.25+8 x10.25) + 14.4x(24x10.25) = 6.81 6.81 x 1.2 Kzt x 0.6 =4.90 kip Roof Min =[(52+78)x16+(143.8125+222)x8)]x1.2x0.6 =3.60 kip Upper Min =[(164+246)x16+(0+0)x8)]x1.2x0.6 =4.72 kip Y – Y Direction Σ Fw Roof =19.9x(8/2(4.75+7.75)+8/2(4.75+7.75)) + 14.4x(12/2(7.75+12.75)+12/2(7+13)) = 5.53 5.53 x 1.2 Kzt x 0.6 =3.98 kip Σ Fw Upper =19.9x(8x10.25+8x10.25) + 14.4x(24x10.25) = 6.81 6.81 x 1.2 Kzt x 0.6 =4.90 kip Roof Min =[(100+246)x16+(0+0)x8)]x1.2x0.6 =3.99 kip Upper Min =[(164+246)x16+(0+0)x8)]x1.2x0.6 =4.72 kip L4/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral 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:Century 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1726 feet 2 Roof Dead Load:13 psf Upper Area:1566 feet 2 Floor Dead Load:13 psf Wall Dead Load:8 psf 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 =1726 x (13+8) = =36.25 kip Upper Weight =1566 x (13+8) = =32.89 kip 69.13 kip Vbase = Cs x Σ Weight = 0.16 x 69.13 =11.06 kip Vasd =Vbase x 0.7 x ρ =10.07 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:36.25 kip 18.5 Feet 670.55 Upper:32.89 kip 9 Feet 295.97 966.53 Fq Roof:12.58 x (733.98/1079.28) = = 6.98 kip Fq Upper:12.58 x (345.30/1079.28) = = 3.08 kip Therefore quake governs all. L6/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:3.60 kips 3.60 k / 40 ft =90 #/Ft V @ X 1 =(3.60/40)x(37/2) =1.67 = 62 # SW-4 11'+11.25'+4.5'Ft V @ X 2 =(3.60/40)x(37/2+3) =1.94 = 138 # SW-4 4'+4'+3'+3 Ft Fw X – X @ Upper:4.90 kips 4.90 k / 40 ft =123 #/Ft V @ X 3 =(4.90/40)x(7.5/2)2.13 = 142 # SW-4 + 1.67 =5.5'+6'+3.5'Ft V @ X 4 =(4.90/40)x(7.5/2+6.5/2) =0.86 = 66 # SW-4 13'Ft V @ X 5 =(4.90/40)x(6.5/2+21/2) =1.68 = 104 # SW-4 9.5'+6.75'Ft V @ X 6 =(4.90/40)x(21/2+5) 0.49 = 81 # SW-4 + 1.94 - 3.35 =3'+3'Ft LRP 2x8'x24"=2x1675=3350 lb L7/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:3.99 kips 3.99 k / 40 ft =100 #/Ft V @ Y 1 =(3.99/40)x(40/2) =1.99 = 60 # SW-6 19'+14'Ft V @ Y 2 =(3.99/40)x(40/2) =1.99 = 65 # SW-6 23.5'+7'Ft Fw Y – Y @ Upper:4.90 kips 4.90 k / 40 ft =123 #/Ft V @ Y 3 =(4.90/40)x(19/2) 3.16 = 140 # SW-6 + 1.99 =14'+5'+3.5'Ft V @ Y 4 =(4.90/40)x(19/2+21/2) =2.45 = 117 # SW-4 21'Ft V @ Y 5 =(4.90/40)x(21/2) 3.28 = 121 # SW-6 + 1.99 =12'+15'Ft L8/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:6.98 kips 6.98 k / 40 ft =175 #/Ft V @ X 1 =(6.98/40)x(37/2) =3.23 = 121 # SW-4 11'+11.25'+4.5'Ft V @ X 2 =(6.98/40)x(37/2+3) =3.75 = 268 # SW-4 4'+4'+3'+3 Ft (1.25-0.125x(8/3))x350 #/Ft = 306 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021 Fw X – X @ Upper:3.08 kips 3.08 k / 40 ft =77 #/Ft V @ X 3 =(3.08/40)x(7.5/2)3.52 = 235 # SW-4 + 3.23 =5.5'+6'+3.5'Ft (1.25-0.125x(9/3.5))x350 #/Ft = 325 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021 V @ X 4 =(3.08/40)x(7.5/2+6.5/2) =0.54 = 41 # SW-4 13'Ft V @ X 5 =(3.08/40)x(6.5/2+21/2) =1.06 = 65 # SW-4 9.5'+6.75'Ft V @ X 6 =(3.08/40)x(21/2+5) 1.60 = 266 # SW-4 + 3.75 - 3.35 =3'+3'Ft LRP 2x8'x24"=2x1675=3350 lb (1.25-0.125x(9/3))x350 #/Ft = 306 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021 L9/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:1/2/2026 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:6.98 kips 6.98 k / 40 ft =175 #/Ft V @ Y 1 =(6.98/40)x(40/2) =3.49 = 106 # SW-6 19'+14'Ft V @ Y 2 =(6.98/40)x(40/2) =3.49 = 114 # SW-6 23.5'+7'Ft Fw Y – Y @ Upper:3.08 kips 3.08 k / 40 ft =77 #/Ft V @ Y 3 =(3.08/40)x(19/2) 4.22 = 188 # SW-6 + 3.49 =14'+5'+3.5'Ft V @ Y 4 =(3.08/40)x(19/2+21/2) =1.54 = 73 # SW-6 21'Ft V @ Y 5 =(3.08/40)x(21/2) 4.30 = 159 # SW-6 + 3.49 =12'+15'Ft L10/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT Client:Date:1/2/2026 Subject:Lateral Page: CHECK OVERTURNING FOR:X 2 (Quake) L =3 ft TLRF =5 ft (conservative) P =268 lb/ft P x L =268x3 0.80 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.80x8.1 6.51 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 0.20 0.03 0.09 MR =[(0.09+0.09)x0.5x3+0.13x3] = 0.67 kip - ft H=8.1 F = MoT - MR / L =1.78 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.19 0.03 0.09 MoT L = 3' Therefore use (1)CS16 hold downs at each end Within 5% Okay L11/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT Client:Date:1/2/2026 Subject:Lateral Page: CHECK OVERTURNING FOR:X 6 (Quake) L =3 ft TLRF =5 ft (conservative) P =266 lb/ft P x L =266x3 0.80 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =0.80x9.1 7.26 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 0.20 0.03 0.09 MR =[(0.10+0.09)x0.5x3+0.25x3] = 1.09 kip - ft H=9.1 F = MoT - MR / L =2.06 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.22 0.03 0.10 MoT L = 3' Therefore use STHD14 hold downs at each end L12/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT Client:Date:1/2/2026 Subject:Lateral Page: CHECK OVERTURNING FOR:Y 2 (Quake) L =7 ft TLRF =5 ft (conservative) P =114 lb/ft P x L =114x7 =0.80 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.80x8.1 =6.46 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 0.46 0.07 0.21 MR =[(0.21+0.20)x0.5x7+0.14x7] = 2.38 kip - ft H=8.1 F = MoT - MR / L =0.38 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.45 0.07 0.20 MoT L = 7' Therefore use NO hold downs needed. L13/ RB Engineers, Inc.Project:Century 2448 By:RB/MJT Client:Date:1/2/2026 Subject:Lateral Page: CHECK OVERTURNING FOR:Y 3 (Quake) L =3.5 ft TLRF =5 ft (conservative) P =188 lb/ft P x L =188x3.5 0.66 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =0.66x9.1 5.99 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 0.23 0.03 0.10 MR =[(0.10+0.11)x0.5x3.5+0.27x3.5] = 1.33 kip - ft H=9.1 F = MoT - MR / L =0.81 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.25 0.04 0.11 MoT L = 3.5' Therefore use 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:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2021 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 4x10 Span = 5.0 ft 1 2 D(0.273) L(0.525) .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 = 21.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 4x10 0.356 Section used for this span4x10 : 10.555 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 64.10 psi= 1,080.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 180.00 psi== 0.000 ft= = 599.56 psi Maximum Deflection 2984 >=360 1963 Ratio =0 >=180 Max Downward Transient Deflection 0.020 in 0 Ratio =>=360 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 = 5.0 ft 1 0.211 0.135 0.90 1.200 1.001.00 1.00 0.85 205.1 972.0 0.47 162.01.00 21.91.00 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 0.555 0.356 1.00 1.200 1.001.00 1.00 2.49 599.6 1,080.0 1.38 180.01.00 64.11.00 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 0.371 0.238 1.25 1.200 1.001.00 1.00 2.08 500.9 1,350.0 1.16 225.01.00 53.61.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 B5/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: 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 1.00Length = 5.0 ft 1 0.071 0.046 1.60 1.200 1.001.00 1.00 0.51 123.1 1,728.0 0.28 288.01.00 13.21.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0306 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 0.0105 2.518 0.0000 0.000in ftinft +D+L 1 0.0306 2.518 0.0000 0.000in ftinft +D+0.750L 1 0.0255 2.518 0.0000 0.000in ftinft +0.60D 1 0.0063 2.518 0.0000 0.000in ftinft L Only 1 0.0201 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 1.995 1.995 Max Upward from Load Combinations 1.995 1.995 Max Upward from Load Cases 1.313 1.313 D Only 0.683 0.683 +D+L 1.995 1.995 +D+0.750L 1.667 1.667 +0.60D 0.410 0.410 L Only 1.313 1.313 . B6/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: B7/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:04AM Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2021 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 5.50 X 12.0 Span = 19.50 ft 1 2 D(0.5) L(1)D(0.039) L(0.075) D(0.026) L(0.08) .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 = 3.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 11.0 -->> 19.50 ft, Tributary Width = 2.0 ft Point Load : D = 0.50, L = 1.0 k @ 11.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.50 X 12.0 0.210 Section used for this span5.50 X 12.0 : 10.555 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 11.031 ft 55.52 psi= 2,400.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 265.00 psi== 18.504 ft= = 1,332.47 psi Maximum Deflection 544 >=360 368 Ratio =0 >=180 Max Downward Transient Deflection 0.430 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.635 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 NDS2018 NDS2018 .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 = 19.50 ft 1 0.200 0.073 0.90 1.000 1.001.00 1.00 4.74 431.1 2,160.0 0.77 238.51.00 17.51.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 19.50 ft 1 0.555 0.210 1.00 1.000 1.001.00 1.00 14.66 1,332.5 2,400.0 2.44 265.01.00 55.51.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 B8/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:04AM Project Descr: 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 1.00Length = 19.50 ft 1 0.369 0.139 1.25 1.000 1.001.00 1.00 12.18 1,107.1 3,000.0 2.02 331.31.00 46.01.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 19.50 ft 1 0.067 0.025 1.60 1.000 1.001.00 1.00 2.85 258.6 3,840.0 0.46 424.01.00 10.51.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.6350 10.106 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 0.2054 10.106 0.0000 0.000in ftinft +D+L 1 0.6350 10.106 0.0000 0.000in ftinft +D+0.750L 1 0.5276 10.106 0.0000 0.000in ftinft +0.60D 1 0.1232 10.106 0.0000 0.000in ftinft L Only 1 0.4296 10.106 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 1.962 2.662 Max Upward from Load Combinations 1.962 2.662 Max Upward from Load Cases 1.315 1.827 D Only 0.646 0.835 +D+L 1.962 2.662 +D+0.750L 1.633 2.205 +0.60D 0.388 0.501 L Only 1.315 1.827 . B9/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:04AM Project Descr: B10/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem-Fir No.2 850 850 1300 405 1300 470 150 525 26.84 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 2-2x6 Span = 4.0 ft 1 2 D(0.078) L(0.15) .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 Maximum Shear Stress Ratio 2-2x6 0.214 Section used for this span2-2x6 : 10.327 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 32.07 psi= 1,105.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 150.00 psi== 3.547 ft= = 361.79 psi Maximum Deflection 2986 >=360 1964 Ratio =0 >=180 Max Downward Transient Deflection 0.016 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.024 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 0.124 0.081 0.90 1.300 1.001.00 1.00 0.16 123.8 994.5 0.12 135.01.00 11.01.00 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 0.327 0.214 1.00 1.300 1.001.00 1.00 0.46 361.8 1,105.0 0.35 150.01.00 32.11.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.219 0.143 1.25 1.300 1.001.00 1.00 0.38 302.3 1,381.3 0.29 187.51.00 26.81.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 B11/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: 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 1.00Length = 4.0 ft 1 0.042 0.027 1.60 1.300 1.001.00 1.00 0.09 74.3 1,768.0 0.07 240.01.00 6.61.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0244 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 0.0084 2.015 0.0000 0.000in ftinft +D+L 1 0.0244 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0204 2.015 0.0000 0.000in ftinft +0.60D 1 0.0050 2.015 0.0000 0.000in ftinft L Only 1 0.0161 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 0.456 0.456 Max Upward from Load Combinations 0.456 0.456 Max Upward from Load Cases 0.300 0.300 D Only 0.156 0.156 +D+L 0.456 0.456 +D+0.750L 0.381 0.381 +0.60D 0.094 0.094 L Only 0.300 0.300 . B12/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: B13/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2021 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 4x10 Span = 6.0 ft 1 2 D(0.026) L(0.05) D(0.091) L(0.28) .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 = 7.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 4x10 0.257 Section used for this span4x10 : 10.448 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 46.26 psi= 1,080.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 180.00 psi== 0.000 ft= = 483.62 psi Maximum Deflection 2747 >=360 2028 Ratio =0 >=180 Max Downward Transient Deflection 0.026 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.035 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 0.130 0.075 0.90 1.200 1.001.00 1.00 0.53 126.6 972.0 0.26 162.01.00 12.11.00 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 0.448 0.257 1.00 1.200 1.001.00 1.00 2.01 483.6 1,080.0 1.00 180.01.00 46.31.00 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 0.292 0.168 1.25 1.200 1.001.00 1.00 1.64 394.4 1,350.0 0.81 225.01.00 37.71.00 B14/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: 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 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 0.044 0.025 1.60 1.200 1.001.00 1.00 0.32 76.0 1,728.0 0.16 288.01.00 7.31.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0355 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 0.0093 3.022 0.0000 0.000in ftinft +D+L 1 0.0355 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0289 3.022 0.0000 0.000in ftinft +0.60D 1 0.0056 3.022 0.0000 0.000in ftinft L Only 1 0.0262 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 1.341 1.341 Max Upward from Load Combinations 1.341 1.341 Max Upward from Load Cases 0.990 0.990 D Only 0.351 0.351 +D+L 1.341 1.341 +D+0.750L 1.094 1.094 +0.60D 0.211 0.211 L Only 0.990 0.990 . B15/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: B16/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2021 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 5.50 X 15.0 Span = 16.250 ft 1 2 D(0.25) L(0.5)D(0.065) L(0.125) D(0.156) L(0.48) .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 = 12.0 ft Point Load : D = 0.250, L = 0.50 k @ 9.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.50 X 15.0 0.420 Section used for this span5.50 X 15.0 : 10.724 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.481 ft 111.29 psi= 2,400.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 265.00 psi== 15.005 ft= = 1,736.98 psi Maximum Deflection 527 >=480 383 Ratio =0 >=240 Max Downward Transient Deflection 0.370 in 0 Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.508 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 0.220 0.127 0.90 1.000 1.001.00 1.00 8.16 474.9 2,160.0 1.67 238.51.00 30.31.00 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 0.724 0.420 1.00 1.000 1.001.00 1.00 29.85 1,737.0 2,400.0 6.12 265.01.00 111.31.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 B17/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: 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 1.00Length = 16.250 ft 1 0.474 0.275 1.25 1.000 1.001.00 1.00 24.43 1,421.4 3,000.0 5.01 331.31.00 91.01.00 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 0.074 0.043 1.60 1.000 1.001.00 1.00 4.90 285.0 3,840.0 1.00 424.01.00 18.21.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.5083 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 0.1386 8.184 0.0000 0.000in ftinft +D+L 1 0.5083 8.184 0.0000 0.000in ftinft +D+0.750L 1 0.4159 8.184 0.0000 0.000in ftinft +0.60D 1 0.0832 8.184 0.0000 0.000in ftinft L Only 1 0.3697 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 7.023 7.150 Max Upward from Load Combinations 7.023 7.150 Max Upward from Load Cases 5.123 5.208 D Only 1.899 1.942 +D+L 7.023 7.150 +D+0.750L 5.742 5.848 +0.60D 1.140 1.165 L Only 5.123 5.208 . B18/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:48AM Project Descr: B19/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:49AM Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2021 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 4x10 Span = 7.750 ft 1 2 D(0.13) L(0.4) .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 Maximum Shear Stress Ratio 4x10 0.424 Section used for this span4x10 : 10.886 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.875 ft 76.40 psi= 1,080.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 180.00 psi== 6.986 ft= = 956.69 psi Maximum Deflection 1051 >=480 793 Ratio =0 >=240 Max Downward Transient Deflection 0.088 in 0 Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.117 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 = 7.750 ft 1 0.241 0.116 0.90 1.200 1.001.00 1.00 0.98 234.7 972.0 0.40 162.01.00 18.71.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.750 ft 1 0.886 0.424 1.00 1.200 1.001.00 1.00 3.98 956.7 1,080.0 1.65 180.01.00 76.41.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.750 ft 1 0.575 0.275 1.25 1.200 1.001.00 1.00 3.23 776.2 1,350.0 1.34 225.01.00 62.01.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 B20/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:49AM Project Descr: 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 1.00Length = 7.750 ft 1 0.081 0.039 1.60 1.200 1.001.00 1.00 0.59 140.8 1,728.0 0.24 288.01.00 11.21.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.1172 3.903 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 0.0287 3.903 0.0000 0.000in ftinft +D+L 1 0.1172 3.903 0.0000 0.000in ftinft +D+0.750L 1 0.0951 3.903 0.0000 0.000in ftinft +0.60D 1 0.0172 3.903 0.0000 0.000in ftinft L Only 1 0.0884 3.903 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 2.054 2.054 Max Upward from Load Combinations 2.054 2.054 Max Upward from Load Cases 1.550 1.550 D Only 0.504 0.504 +D+L 2.054 2.054 +D+0.750L 1.666 1.666 +0.60D 0.302 0.302 L Only 1.550 1.550 . B21/22 Wood Beam LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 10:49AM Project Descr: B22/22 F1/10 F #1 F #3 F #2 FOOTING KEY PLAN General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM Project Descr: Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-16 Code References Governing Code : IBC 2021 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 =ksf when 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 = 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Bottom Reinforcing # Bars parallel to X-X Axis (resisting Z Flexure) Reinforcing Bar Size = 4 Number of Bars = 5.0 Bars parallel to Z-Z Axis (resisting X Flexure) 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 F2/10 General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM Project Descr: Applied Loads 1.850 5.60 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 = 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 0.4864 Soil Bearing 0.9728 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 0.1599 Z Flexure (+X) Bot Tens 1.398 k-ft/ft 8.739 k-ft/ft +1.20D+1.60L PASS 0.1599 Z Flexure (-X) Bot Tens 1.398 k-ft/ft 8.739 k-ft/ft +1.20D+1.60L PASS 0.1599 X Flexure (+Z) Bot Tens 1.398 k-ft/ft 8.739 k-ft/ft +1.20D+1.60L PASS 0.1599 X Flexure (-Z) Bot Tens 1.398 k-ft/ft 8.739 k-ft/ft +1.20D+1.60L PASS 0.1975 1-way Shear (+X)8.627 psi 43.679 psi +1.20D+1.60L PASS 0.1975 1-way Shear (-X)8.627 psi 43.679 psi +1.20D+1.60L PASS 0.1975 1-way Shear (+Z)8.627 psi 43.679 psi +1.20D+1.60L PASS 0.1975 1-way Shear (-Z)8.627 psi 43.679 psi +1.20D+1.60L PASS 0.2157 2-way Punching 32.350 psi 150.0 psi +1.20D+1.60L 0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS PASS PASS PASS Min Steel Z Flexure Bottom in2/ft0.2590.778 0.333 in2/ft n/a Min Steel X Flexure Bottom0.778 0.259 in2/ft 0.333 in2/ft n/a Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a Min Steel X Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a PASS PASS PASS PASS 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/a0.3506 0.3506 n/a 0.1750.0n/a X-X, +D+L 2.0 n/a0.9728 0.9728 n/a 0.4860.0n/a X-X, +D+0.750L 2.0 n/a0.8172 0.8172 n/a 0.4090.0n/a X-X, +0.60D 2.0 n/a0.2103 0.2103 n/a 0.1050.0n/a Z-Z, D Only 2.0 0.3506n/a n/a 0.3506 0.175n/a0.0 Z-Z, +D+L 2.0 0.9728n/a n/a 0.9728 0.486n/a0.0 Z-Z, +D+0.750L 2.0 0.8172n/a n/a 0.8172 0.409n/a0.0 Z-Z, +0.60D 2.0 0.2103n/a n/a 0.2103 0.105n/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 0.3238 +Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK F3/10 General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM 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 X-X, +1.40D 0.3238 -Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK X-X, +1.20D+1.60L 1.398 +Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK X-X, +1.20D+1.60L 1.398 -Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK X-X, +1.20D+L 0.9775 +Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK X-X, +1.20D+L 0.9775 -Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK X-X, +1.20D 0.2775 +Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK X-X, +1.20D 0.2775 -Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK X-X, +0.90D 0.2081 +Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK X-X, +0.90D 0.2081 -Z Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +1.40D 0.3238 -X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +1.40D 0.3238 +X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +1.20D+1.60L 1.398 -X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +1.20D+1.60L 1.398 +X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +1.20D+L 0.9775 -X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +1.20D+L 0.9775 +X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +1.20D 0.2775 -X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +1.20D 0.2775 +X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +0.90D 0.2081 -X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK Z-Z, +0.90D 0.2081 +X Bottom 0.2592 ACI 7.6.1.1 0.3333 8.739 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.00 2.00 2.00 43.68 0.05psipsipsipsi OK +1.20D+1.60L 8.63 8.63 8.63 43.68 0.20psipsipsipsi OK +1.20D+L 6.03 6.03 6.03 43.68 0.14psipsipsipsi OK +1.20D 1.71 1.71 1.71 43.68 0.04psipsipsipsi OK +0.90D 1.29 1.29 1.29 43.68 0.03psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.00 2.00 2.00 43.68 0.05psipsipsipsi OK +1.20D+1.60L 8.63 8.63 8.63 43.68 0.20psipsipsipsi OK +1.20D+L 6.03 6.03 6.03 43.68 0.14psipsipsipsi OK +1.20D 1.71 1.71 1.71 43.68 0.04psipsipsipsi OK +0.90D 1.29 1.29 1.29 43.68 0.03psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 7.49 150.00 0.05 OKpsipsi +1.20D+1.60L 32.35 150.00 0.22 OKpsipsi +1.20D+L 22.63 150.00 0.15 OKpsipsi +1.20D 6.42 150.00 0.04 OKpsipsi +0.90D 4.82 150.00 0.03 OKpsipsi F4/10 General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM Project Descr: Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-16 Code References Governing Code : IBC 2021 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 =ksf when 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 Bottom Reinforcing # Bars parallel to X-X Axis (resisting Z Flexure) Reinforcing Bar Size = 4 Number of Bars = 4.0 Bars parallel to Z-Z Axis (resisting X Flexure) Reinforcing Bar Size =4 Number of Bars =4.0 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 F5/10 General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM Project Descr: Applied Loads 0.850 1.90 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 = 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 0.2684 Soil Bearing 0.5367 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 0.1113 Z Flexure (+X) Bot Tens 0.5075 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1113 Z Flexure (-X) Bot Tens 0.5075 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1113 X Flexure (+Z) Bot Tens 0.5075 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1113 X Flexure (-Z) Bot Tens 0.5075 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1704 1-way Shear (+X)8.932 psi 52.415 psi +1.20D+1.60L PASS 0.1704 1-way Shear (-X)8.932 psi 52.415 psi +1.20D+1.60L PASS 0.1704 1-way Shear (+Z)8.932 psi 52.415 psi +1.20D+1.60L PASS 0.1704 1-way Shear (-Z)8.932 psi 52.415 psi +1.20D+1.60L PASS 0.2637 2-way Punching 39.561 psi 150.0 psi +1.20D+1.60L 0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS PASS PASS PASS Min Steel Z Flexure Bottom in2/ft0.1730.540 0.320 in2/ft n/a Min Steel X Flexure Bottom0.540 0.173 in2/ft 0.320 in2/ft n/a Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a Min Steel X Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a PASS PASS PASS PASS 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/a0.2327 0.2327 n/a 0.1160.0n/a X-X, +D+L 2.0 n/a0.5367 0.5367 n/a 0.2680.0n/a X-X, +D+0.750L 2.0 n/a0.4607 0.4607 n/a 0.2300.0n/a X-X, +0.60D 2.0 n/a0.1396 0.1396 n/a 0.0700.0n/a Z-Z, D Only 2.0 0.2327n/a n/a 0.2327 0.116n/a0.0 Z-Z, +D+L 2.0 0.5367n/a n/a 0.5367 0.268n/a0.0 Z-Z, +D+0.750L 2.0 0.4607n/a n/a 0.4607 0.230n/a0.0 Z-Z, +0.60D 2.0 0.1396n/a n/a 0.1396 0.070n/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 0.1488 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK F6/10 General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM 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 X-X, +1.40D 0.1488 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D+1.60L 0.5075 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D+1.60L 0.5075 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D+L 0.3650 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D+L 0.3650 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D 0.1275 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D 0.1275 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +0.90D 0.09563 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +0.90D 0.09563 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.40D 0.1488 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.40D 0.1488 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.5075 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.5075 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D+L 0.3650 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D+L 0.3650 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D 0.1275 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D 0.1275 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +0.90D 0.09563 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +0.90D 0.09563 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.62 2.62 2.62 52.42 0.05psipsipsipsi OK +1.20D+1.60L 8.93 8.93 8.93 52.42 0.17psipsipsipsi OK +1.20D+L 6.42 6.42 6.42 52.42 0.12psipsipsipsi OK +1.20D 2.24 2.24 2.24 52.42 0.04psipsipsipsi OK +0.90D 1.68 1.68 1.68 52.42 0.03psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.62 2.62 2.62 52.42 0.05psipsipsipsi OK +1.20D+1.60L 8.93 8.93 8.93 52.42 0.17psipsipsipsi OK +1.20D+L 6.42 6.42 6.42 52.42 0.12psipsipsipsi OK +1.20D 2.24 2.24 2.24 52.42 0.04psipsipsipsi OK +0.90D 1.68 1.68 1.68 52.42 0.03psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 11.60 150.00 0.08 OKpsipsi +1.20D+1.60L 39.56 150.00 0.26 OKpsipsi +1.20D+L 28.45 150.00 0.19 OKpsipsi +1.20D 9.94 150.00 0.07 OKpsipsi +0.90D 7.45 150.00 0.05 OKpsipsi F7/10 General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM Project Descr: Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-16 Code References Governing Code : IBC 2021 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 =ksf when 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 Bottom Reinforcing # Bars parallel to X-X Axis (resisting Z Flexure) Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis (resisting X Flexure) 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 F8/10 General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM Project Descr: Applied Loads 1.0 3.10 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 = 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 0.5610 Soil Bearing 1.122 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 0.1796 Z Flexure (+X) Bot Tens 0.770 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1796 Z Flexure (-X) Bot Tens 0.770 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1796 X Flexure (+Z) Bot Tens 0.770 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1796 X Flexure (-Z) Bot Tens 0.770 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2902 1-way Shear (+X)14.887 psi 51.299 psi +1.20D+1.60L PASS 0.2902 1-way Shear (-X)14.887 psi 51.299 psi +1.20D+1.60L PASS 0.2902 1-way Shear (+Z)14.887 psi 51.299 psi +1.20D+1.60L PASS 0.2902 1-way Shear (-Z)14.887 psi 51.299 psi +1.20D+1.60L PASS 0.3942 2-way Punching 59.136 psi 150.0 psi +1.20D+1.60L 0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft 0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS PASS PASS PASS Min Steel Z Flexure Bottom in2/ft0.1730.576 0.300 in2/ft n/a Min Steel X Flexure Bottom0.576 0.173 in2/ft 0.300 in2/ft n/a Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a Min Steel X Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a PASS PASS PASS PASS 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/a0.3467 0.3467 n/a 0.1730.0n/a X-X, +D+L 2.0 n/a1.122 1.122 n/a 0.5610.0n/a X-X, +D+0.750L 2.0 n/a0.9279 0.9279 n/a 0.4640.0n/a X-X, +0.60D 2.0 n/a0.2080 0.2080 n/a 0.1040.0n/a Z-Z, D Only 2.0 0.3467n/a n/a 0.3467 0.173n/a0.0 Z-Z, +D+L 2.0 1.122n/a n/a 1.122 0.561n/a0.0 Z-Z, +D+0.750L 2.0 0.9279n/a n/a 0.9279 0.464n/a0.0 Z-Z, +0.60D 2.0 0.2080n/a n/a 0.2080 0.104n/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 0.1750 +Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK F9/10 General Footing LIC# : KW-06015928, Build:20.25.09.15 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2026 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: century 2448 - 2021.ec6 Project Title:2448 Engineer: Project ID: Printed: 2 JAN 2026, 11:07AM 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 X-X, +1.40D 0.1750 -Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK X-X, +1.20D+1.60L 0.770 +Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK X-X, +1.20D+1.60L 0.770 -Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK X-X, +1.20D+L 0.5375 +Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK X-X, +1.20D+L 0.5375 -Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK X-X, +1.20D 0.150 +Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK X-X, +1.20D 0.150 -Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK X-X, +0.90D 0.1125 +Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK X-X, +0.90D 0.1125 -Z Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +1.40D 0.1750 -X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +1.40D 0.1750 +X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.770 -X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.770 +X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +1.20D+L 0.5375 -X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +1.20D+L 0.5375 +X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +1.20D 0.150 -X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +1.20D 0.150 +X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +0.90D 0.1125 -X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK Z-Z, +0.90D 0.1125 +X Bottom 0.1728 ACI 7.6.1.1 0.30 4.288 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.38 3.38 3.38 51.30 0.07psipsipsipsi OK +1.20D+1.60L 14.89 14.89 14.89 51.30 0.29psipsipsipsi OK +1.20D+L 10.39 10.39 10.39 51.30 0.20psipsipsipsi OK +1.20D 2.90 2.90 2.90 51.30 0.06psipsipsipsi OK +0.90D 2.18 2.18 2.18 51.30 0.04psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.38 3.38 3.38 51.30 0.07psipsipsipsi OK +1.20D+1.60L 14.89 14.89 14.89 51.30 0.29psipsipsipsi OK +1.20D+L 10.39 10.39 10.39 51.30 0.20psipsipsipsi OK +1.20D 2.90 2.90 2.90 51.30 0.06psipsipsipsi OK +0.90D 2.18 2.18 2.18 51.30 0.04psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 13.44 150.00 0.09 OKpsipsi +1.20D+1.60L 59.14 150.00 0.39 OKpsipsi +1.20D+L 41.28 150.00 0.28 OKpsipsi +1.20D 11.52 150.00 0.08 OKpsipsi +0.90D 8.64 150.00 0.06 OKpsipsi F10/10