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HomeMy WebLinkAboutCentury NASH PLAN 2090 GR Final Calcs 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 2090 PROJECT #: 25-9859 BY: R.B. / MJT DATE: 07/16/2025 PAGE G1 OF 52 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 2090 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 – B28 FOOTING ___________________________________________ F1 – F7 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR HIGH ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 Misc./Photovoltaic 0.0 TOTAL DEAD LOAD =13 PSF Sprinkler (Only If A>4000 sqft)2 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 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR/ LOW ROOF 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 Sprinkler (Only If A>4000 sqft)2 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) -Deck - 60 psf (non-reducible) G3/3 SHEAR WALL KEY PLAN X1 X4 Y2 Y1 X5 X7 Y4 Y3 X6 X2 X3 L1/ L2/ L3/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 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(9.5/2x(5.25+8.5)+4/2x(5+6.25)+5.5x5) + 14.4x(10.75/2x(8.5+12)+17.25/2x(6.25+12)) + 3.2x(4/2x(3.25+4.75)+6.5x4.75) + 3.3x(1/2x(10x3.25)) = 6.35 6.35 x 1.2 Kzt x 0.6 =4.57 kip Σ Fw Upper =19.9x(2x9.5x9.25) + 14.4x(28x9.25) + 3.2x(11x2.5+2.25x2.5) + 3.3x(0) = 7.34 7.34 x 1.2 Kzt x 0.6 =5.28 kip Roof Min =[(115+268)x16+(47+16)x8)]x1.2x0.6 =4.78 kip Upper Min =[(176+259)x16+(33+0)x8)]x1.2x0.6 =5.20 kip Y – Y Direction Σ Fw Roof =19.9x(5.75/2x(5.25+7.75)+5.75x5) + 14.4x(4.5/2x(7.75+9.5)+11.5/2x(5+9.5)+1.5x5) + 3.2x(6.75/2x(4.25+7.25)+6.75x7.25) + 3.3x(4.5/2x(2.5+4.25)+11.5/2x(2.5+7.25)+1.5x7.25) = 3.74 3.74 x 1.2 Kzt x 0.6 =2.69 kip Σ Fw Upper =19.9x(2x5.75x9.25) + 14.4x(17.5x9.25-1/2x(2.25+2.75)-1/2x(2.75x2.25)) + 3.2x(0) + 3.3x(1/2x(2.25+2.75)+1/2x(2.75x2.25)) = 4.38 4.38 x 1.2 Kzt x 0.6 =3.15 kip Roof Min =[(66+130)x16+(88+82)x8)]x1.2x0.6 =3.24 kip Upper Min =[(106+156)x16+(0+6)x8)]x1.2x0.6 =3.05 kip L4/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 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 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1465 feet 2 Roof Dead Load:13 psf Upper Area:1476 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 =1465 x (13+8/2) = =24.91 kip Upper Weight =1476 x (13+8) = =31.00 kip 55.90 kip Vbase = Cs x Σ Weight = 0.16 x 55.90 =8.94 kip Vasd =Vbase x 0.7 x ρ =8.14 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:24.91 kip 18.75 Feet 466.97 Upper:31.00 kip 9 Feet 278.96 745.93 Fq Roof:8.14 x (466.97/745.93) = = 5.10 kip Fq Upper:8.14 x (278.96/745.93) = = 3.04 kip L6/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.comWIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:4.78 kips 4.78 k / 47 ft =102 #/Ft V @ X 1 =(4.78/47)(19.25/2) =0.98 = 51 # SW-4 19'Ft V @ X 2 =(4.78/47)(19.25/2+21.25/2) =2.06 = 211 # SW-4 9.75'Ft V @ X 3 =(4.78/47)(21.25/2+6.5/2) =1.41 = 171 # SW-4 8.25'Ft V @ X 4 =(4.78/47)(6.5/2) =0.33 = 26 # SW-4 4.25'+4.25'+4.25'Ft Fw X – X @ Upper:5.28 kips 5.28 k / 47 ft =112 #/Ft V @ X 5 =(5.28/47)(24.75/2) 3.97 = 233 # SW-4 + 0.98 4.5'+8'+4.5'Ft + 2.06x(19.25/24.75) = V @ X 6 =(5.28/47)(24.75/2+22.25/2) 3.51 = 201 # SW-4 + 2.06x(5.5/24.75)11.75'+5.75'Ft + 1.41x(6.5/22.25) = V @ X 7 =(5.28/47)(22.25/2) 2.58 < 3.14 kip LRP capacity SW-3 + 1.41x(15.75/22.25) + 0.33 = LRP: (24"x7') + (22"x7') = 1675lb + 1469lb = 3.14 kip LRP capacity L7/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.comWIND FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:3.24 kips 3.24 k / 29 ft =112 #/Ft V @ Y 1 =(3.24/29)(29/2) =1.62 = 44 # SW-6 20.25'+16.25'Ft V @ Y 2 =(3.24/29)(29/2) =1.62 = 43 # SW-6 20.25'+17.25'Ft Fw Y – Y @ Upper:3.15 kips 3.15 k / 29 ft =109 #/Ft V @ Y 3 =(3.15/29)(29/2) 3.19 = 68 # SW-6 + 1.62 =47'Ft V @ Y 4 =(3.15/29)(29/2) 3.19 = 93 # SW-6 + 1.62 =21.25'+13.25'Ft L8/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.comQUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:5.10 kips 5.10 k / 47 ft =108 #/Ft V @ X 1 =(5.10/47)(19.25/2) =1.04 = 55 # SW-4 19'Ft V @ X 2 =(5.10/47)(19.25/2+21.25/2) =2.20 = 225 # SW-4 9.75'Ft V @ X 3 =(5.10/47)(21.25/2+6.5/2) =1.50 = 182 # SW-4 8.25'Ft V @ X 4 =(5.10/47)(6.5/2) =0.35 = 28 # SW-4 4.25'+4.25'+4.25'Ft Fw X – X @ Upper:3.04 kips 3.04 k / 47 ft =65 #/Ft V @ X 5 =(3.04/47)(24.75/2) 3.55 = 209 # SW-4 + 1.04 4.5'+8'+4.5'Ft + 2.20x(19.25/24.75) = V @ X 6 =(3.04/47)(24.75/2+22.25/2) 2.45 = 140 # SW-4 + 2.20x(5.5/24.75)11.75'+5.75'Ft + 1.50x(6.5/22.25) = V @ X 7 =(3.04/47)(22.25/2) 2.14 < 3.65 kip LRP capacity SW-3 + 1.50x(15.75/22.25) + 0.35 = LRP: (24"x7') + (22"x7') = 1675lb + 1469lb = 3.14 kip LRP capacity L9/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WAClient:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.comQUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:5.10 kips 5.10 k / 29 ft =176 #/Ft V @ Y 1 =(5.10/29)(29/2) =2.55 = 70 # SW-6 20.25'+16.25'Ft V @ Y 2 =(5.10/29)(29/2) =2.55 = 68 # SW-6 20.25'+17.25'Ft Fw Y – Y @ Upper:3.04 kips 3.04 k / 29 ft =105 #/Ft V @ Y 3 =(3.04/29)(29/2) 4.07 = 87 # SW-6 + 2.55 =47'Ft V @ Y 4 =(3.04/29)(29/2) 4.07 = 118 # SW-6 + 2.25 =21.25'+13.25'Ft L10/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WA Client:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com CHECK OVERTURNING FOR:X 2 (Quake) L =9.75 ft TLRF =5 ft (conservative) P =225 lb/ft P x L =9.75 x 225 2.19 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =2.19 x 8.1 17.77 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: Ev =.7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.63 0.09 0.29 MR =[(0.29+0.28)x0.5x9.75+0.14x9.75] = 4.10 kip - ft H=8.1 F = MoT - MR / L =1.40 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7EvNegative # : No Hold down Required 0.63 0.09 0.28 MoT L = 9.75' Therefore use (1)CS16 hold downs at each end L11/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WA Client:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com CHECK OVERTURNING FOR:X 5 (Wind) L =4.5 ft TLRF =5 ft (conservative) P =233 lb/ft P x L =4.5 x 233 1.05 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =1.05 x 8.1 8.49 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: Ev =.7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.29 0.04 0.13 MR =[(0.13+0.13)x0.5x4.5+0.27x4.5] = 1.81 kip - ft H=8.1 F = MoT - MR / L =1.49 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7EvNegative # : No Hold down Required 0.29 0.04 0.13 MoT L = 4.5' Therefore use STHD14 hold downs at each end L12/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WA Client:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com CHECK OVERTURNING FOR:Y 1 (Quake) L =16.25 ft TLRF =5 ft (conservative) P =70 lb/ft P x L =16.25 x 70 1.14 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =1.14 x 8.1 9.21 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: Ev =.7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 1.06 0.16 0.48 MR =[(0.48+0.47)x0.5x16.25+0.14x16.25] = 9.92 kip - ft H=8.1 F = MoT - MR / L =-0.04 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7EvNegative # : No Hold down Required 1.05 0.16 0.47 MoT L = 16.25' Therefore no hold downs are required L13/ RB Engineers, Inc.Project:Century 2090 By:RB/MJT 12733 Holmes Point Drive NE Kirkland, WA Client:Date:7/15/2025 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com CHECK OVERTURNING FOR:Y 4 (Quake) L =13.25 ft TLRF =5 ft (conservative) P =118 lb/ft P x L =13.25 x 118 1.56 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =1.56 x 8.1 12.66 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: Ev =.7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.86 0.13 0.39 MR =[(0.39+0.39)x0.5x13.25+0.27x13.25] = 8.72 kip - ft H=8.1 F = MoT - MR / L =0.30 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7EvNegative # : No Hold down Required 0.86 0.13 0.39 MoT L = 13.25' Therefore no hold downs are required L14/14 B1/28 BM #1 BEAM KEY PLAN B2/28 BM #2 BEAM KEY PLAN B3/28 BM #3 BEAM KEY PLAN B4/28 BM #4 BM #5 BM #6 BM #7 BM #8 BEAM KEY PLAN Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:05AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 6x8 Span = 6.0 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 0.929: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 69.26 psi= = 900.00 psi 6x8Section 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 6x8 Maximum Shear Stress Ratio 0.385 : 1 0.000 ft= = 835.72 psi Maximum Deflection 1446 <360 951 Ratio =0 <240 Max Downward Transient Deflection 0.050 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.076 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 0.353 0.146 0.90 1.000 1.001.00 1.00 1.23 285.9 810.0 0.65 162.01.00 23.71.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.929 0.385 1.00 1.000 1.001.00 1.00 3.59 835.7 900.0 1.90 180.01.00 69.31.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.621 0.257 1.25 1.000 1.001.00 1.00 3.00 698.3 1,125.0 1.59 225.01.00 57.91.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.119 0.049 1.60 1.000 1.001.00 1.00 0.74 171.5 1,440.0 0.39 288.01.00 14.21.00 . B5/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:05AM Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0757 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 0.0259 3.022 0.0000 0.000in ftinft +D+L 1 0.0757 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0632 3.022 0.0000 0.000in ftinft +0.60D 1 0.0155 3.022 0.0000 0.000in ftinft L Only 1 0.0498 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 2.394 2.394 Max Upward from Load Combinations 2.394 2.394 Max Upward from Load Cases 1.575 1.575 D Only 0.819 0.819 +D+L 2.394 2.394 +D+0.750L 2.000 2.000 +0.60D 0.491 0.491 L Only 1.575 1.575 . B6/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #1 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:05AM Project Descr: B7/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:15AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 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 4x8 Span = 4.0 ft 1 2 D(0.195) L(0.375) .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 = 15.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.381: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 47.22 psi= = 1,170.00 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.262 : 1 3.401 ft= = 446.16 psi Maximum Deflection 3928 <360 2584 Ratio =0 <240 Max Downward Transient Deflection 0.012 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.019 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 0.145 0.100 0.90 1.300 1.001.00 1.00 0.39 152.6 1,053.0 0.27 162.01.00 16.21.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.381 0.262 1.00 1.300 1.001.00 1.00 1.14 446.2 1,170.0 0.80 180.01.00 47.21.00 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 0.255 0.175 1.25 1.300 1.001.00 1.00 0.95 372.8 1,462.5 0.67 225.01.00 39.51.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.049 0.034 1.60 1.300 1.001.00 1.00 0.23 91.6 1,872.0 0.16 288.01.00 9.71.00 . B8/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:15AM Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0186 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 0.0064 2.015 0.0000 0.000in ftinft +D+L 1 0.0186 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0155 2.015 0.0000 0.000in ftinft +0.60D 1 0.0038 2.015 0.0000 0.000in ftinft L Only 1 0.0122 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 1.140 1.140 Max Upward from Load Combinations 1.140 1.140 Max Upward from Load Cases 0.750 0.750 D Only 0.390 0.390 +D+L 1.140 1.140 +D+0.750L 0.953 0.953 +0.60D 0.234 0.234 L Only 0.750 0.750 . B9/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #2 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:15AM Project Descr: B10/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:15AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 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 4x10 Span = 10.0 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 0.634: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.000 ft 44.72 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.248 : 1 0.000 ft= = 685.21 psi Maximum Deflection 1305 <360 858 Ratio =0 <240 Max Downward Transient Deflection 0.092 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.140 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 = 10.0 ft 1 0.241 0.094 0.90 1.200 1.001.00 1.00 0.98 234.4 972.0 0.33 162.01.00 15.31.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.634 0.248 1.00 1.200 1.001.00 1.00 2.85 685.2 1,080.0 0.97 180.01.00 44.71.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.424 0.166 1.25 1.200 1.001.00 1.00 2.38 572.5 1,350.0 0.81 225.01.00 37.41.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.081 0.032 1.60 1.200 1.001.00 1.00 0.59 140.6 1,728.0 0.20 288.01.00 9.21.00 . B11/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:15AM Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.1397 5.036 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0478 5.036 0.0000 0.000in ftinft +D+L 1 0.1397 5.036 0.0000 0.000in ftinft +D+0.750L 1 0.1167 5.036 0.0000 0.000in ftinft +0.60D 1 0.0287 5.036 0.0000 0.000in ftinft L Only 1 0.0919 5.036 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.140 1.140 Max Upward from Load Combinations 1.140 1.140 Max Upward from Load Cases 0.750 0.750 D Only 0.390 0.390 +D+L 1.140 1.140 +D+0.750L 0.953 0.953 +0.60D 0.234 0.234 L Only 0.750 0.750 . B12/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #3 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:15AM Project Descr: B13/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:18AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 3.5x9 Span = 6.0 ft 1 2 D(0.273) L(0.525) D(0.117) L(0.36) .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 Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 9.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.607: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 136.94 psi= = 2,400.00 psi 3.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 3.5x9 Maximum Shear Stress Ratio 0.517 : 1 0.000 ft= = 1,457.14 psi Maximum Deflection 1061 <480 736 Ratio =0 <240 Max Downward Transient Deflection 0.068 in 0 Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.098 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 CCCMCV 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 0.206 0.176 0.90 1.000 1.001.00 1.00 1.76 445.7 2,160.0 0.88 238.51.00 41.91.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.607 0.517 1.00 1.000 1.001.00 1.00 5.74 1,457.1 2,400.0 2.88 265.01.00 136.91.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.401 0.342 1.25 1.000 1.001.00 1.00 4.74 1,204.3 3,000.0 2.38 331.31.00 113.21.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.070 0.059 1.60 1.000 1.001.00 1.00 1.05 267.4 3,840.0 0.53 424.01.00 25.11.00 . B14/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:18AM Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0977 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 0.0299 3.022 0.0000 0.000in ftinft +D+L 1 0.0977 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0808 3.022 0.0000 0.000in ftinft +0.60D 1 0.0179 3.022 0.0000 0.000in ftinft L Only 1 0.0678 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 3.825 3.825 Max Upward from Load Combinations 3.825 3.825 Max Upward from Load Cases 2.655 2.655 D Only 1.170 1.170 +D+L 3.825 3.825 +D+0.750L 3.161 3.161 +0.60D 0.702 0.702 L Only 2.655 2.655 . B15/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #4 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:18AM Project Descr: B16/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:46AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 3.5x16.5 Span = 16.250 ft 1 2 D(0.143) L(0.44) D(0.065) L(0.125) .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, Tributary Width = 5.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.803: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.125 ft 135.75 psi= = 2,400.00 psi 3.5x16.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 3.5x16.5 Maximum Shear Stress Ratio 0.512 : 1 0.000 ft= = 1,927.94 psi Maximum Deflection 515 <480 376 Ratio =0 <240 Max Downward Transient Deflection 0.378 in 0 Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.517 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 CCCMCV 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 0.240 0.153 0.90 1.000 1.001.00 1.00 6.87 518.8 2,160.0 1.41 238.51.00 36.51.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.250 ft 1 0.803 0.512 1.00 1.000 1.001.00 1.00 25.52 1,927.9 2,400.0 5.23 265.01.00 135.71.00 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 0.525 0.335 1.25 1.000 1.001.00 1.00 20.85 1,575.6 3,000.0 4.27 331.31.00 110.91.00 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 0.081 0.052 1.60 1.000 1.001.00 1.00 4.12 311.3 3,840.0 0.84 424.01.00 21.91.00 . B17/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:46AM Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.5172 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 0.1392 8.184 0.0000 0.000in ftinft +D+L 1 0.5172 8.184 0.0000 0.000in ftinft +D+0.750L 1 0.4227 8.184 0.0000 0.000in ftinft +0.60D 1 0.0835 8.184 0.0000 0.000in ftinft L Only 1 0.3781 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 6.281 6.281 Max Upward from Load Combinations 6.281 6.281 Max Upward from Load Cases 4.591 4.591 D Only 1.690 1.690 +D+L 6.281 6.281 +D+0.750L 5.133 5.133 +0.60D 1.014 1.014 L Only 4.591 4.591 . B18/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #5 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:46AM Project Descr: B19/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:48AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 3.5x12 Span = 8.0 ft 1 2 D(0.013) L(0.04) 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 = 0.040 ksf, Tributary Width = 1.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 21.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.405: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.000 ft 91.40 psi= = 2,400.00 psi 3.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 3.5x12 Maximum Shear Stress Ratio 0.345 : 1 7.007 ft= = 972.57 psi Maximum Deflection 1662 <480 1104 Ratio =0 <240 Max Downward Transient Deflection 0.058 in 0 Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.087 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 CCCMCV 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 = 8.0 ft 1 0.151 0.129 0.90 1.000 1.001.00 1.00 2.29 326.9 2,160.0 0.86 238.51.00 30.71.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.405 0.345 1.00 1.000 1.001.00 1.00 6.81 972.6 2,400.0 2.56 265.01.00 91.41.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.270 0.230 1.25 1.000 1.001.00 1.00 5.68 811.1 3,000.0 2.13 331.31.00 76.21.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.051 0.043 1.60 1.000 1.001.00 1.00 1.37 196.1 3,840.0 0.52 424.01.00 18.41.00 . B20/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:48AM Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0870 4.029 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 0.0292 4.029 0.0000 0.000in ftinft +D+L 1 0.0870 4.029 0.0000 0.000in ftinft +D+0.750L 1 0.0725 4.029 0.0000 0.000in ftinft +0.60D 1 0.0175 4.029 0.0000 0.000in ftinft L Only 1 0.0577 4.029 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 3.404 3.404 Max Upward from Load Combinations 3.404 3.404 Max Upward from Load Cases 2.260 2.260 D Only 1.144 1.144 +D+L 3.404 3.404 +D+0.750L 2.839 2.839 +0.60D 0.686 0.686 L Only 2.260 2.260 . B21/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #6 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:48AM Project Descr: B22/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #7 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:53AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 6x10 Span = 9.250 ft 1 2 D(1.15) L(2.25)D(0.065) L(0.125) .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 = 0.0 -->> 7.50 ft, Tributary Width = 5.0 ft Point Load : D = 1.150, L = 2.250 k @ 7.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.940: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.495 ft 95.73 psi= = 900.00 psi 6x10Section 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 6x10 Maximum Shear Stress Ratio 0.532 : 1 7.528 ft= = 846.37 psi Maximum Deflection 1287 <360 850 Ratio =0 <240 Max Downward Transient Deflection 0.086 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.131 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 = 9.250 ft 1 0.354 0.200 0.90 1.000 1.001.00 1.00 1.98 286.8 810.0 1.13 162.01.00 32.41.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.250 ft 1 0.940 0.532 1.00 1.000 1.001.00 1.00 5.83 846.4 900.0 3.33 180.01.00 95.71.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.250 ft 1 0.628 0.355 1.25 1.000 1.001.00 1.00 4.87 706.5 1,125.0 2.78 225.01.00 79.91.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 B23/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #7 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:53AM 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 = 9.250 ft 1 0.120 0.068 1.60 1.000 1.001.00 1.00 1.19 172.1 1,440.0 0.68 288.01.00 19.51.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.1305 5.030 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 0.0443 5.030 0.0000 0.000in ftinft +D+L 1 0.1305 5.030 0.0000 0.000in ftinft +D+0.750L 1 0.1090 5.030 0.0000 0.000in ftinft +0.60D 1 0.0266 5.030 0.0000 0.000in ftinft L Only 1 0.0862 5.030 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 1.491 3.334 Max Upward from Load Combinations 1.491 3.334 Max Upward from Load Cases 0.983 2.204 D Only 0.507 1.130 +D+L 1.491 3.334 +D+0.750L 1.245 2.783 +0.60D 0.304 0.678 L Only 0.983 2.204 . B24/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #7 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:53AM Project Descr: B25/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #8 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:55AM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 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 4x10 Span = 6.0 ft 1 2 D(0.117) L(0.36) .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 = 9.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.478: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 49.36 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 0.274 : 1 0.000 ft= = 516.07 psi Maximum Deflection 2518 <480 1900 Ratio =0 <240 Max Downward Transient Deflection 0.029 in 0 Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.038 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 0.130 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 0.478 0.274 1.00 1.200 1.001.00 1.00 2.15 516.1 1,080.0 1.07 180.01.00 49.41.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.310 0.178 1.25 1.200 1.001.00 1.00 1.74 418.7 1,350.0 0.86 225.01.00 40.01.00 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 0.044 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 . B26/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #8 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:55AM Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0379 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 0.0379 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0307 3.022 0.0000 0.000in ftinft +0.60D 1 0.0056 3.022 0.0000 0.000in ftinft L Only 1 0.0286 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 1.431 1.431 Max Upward from Load Combinations 1.431 1.431 Max Upward from Load Cases 1.080 1.080 D Only 0.351 0.351 +D+L 1.431 1.431 +D+0.750L 1.161 1.161 +0.60D 0.211 0.211 L Only 1.080 1.080 . B27/28 Wood Beam LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM #8 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:55AM Project Descr: B28/28 F1/7 F #2 F #1 FOOTING KEY PLAN General Footing LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:57AM Project Descr: Code References Calculations per ACI 318-19, IBC 2021 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 Bottom Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 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 F2/7 General Footing LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:57AM Project Descr: Applied Loads 1.10 3.40 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 0.4084 Soil Bearing 0.8167 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 0.1853 Z Flexure (+X) Bot Tens 0.8450 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1853 Z Flexure (-X) Bot Tens 0.8450 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1853 X Flexure (+Z) Bot Tens 0.8450 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1853 X Flexure (-Z) Bot Tens 0.8450 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.2837 1-way Shear (+X)14.872 psi 52.415 psi +1.20D+1.60L PASS 0.2837 1-way Shear (-X)14.872 psi 52.415 psi +1.20D+1.60L PASS 0.2837 1-way Shear (+Z)14.872 psi 52.415 psi +1.20D+1.60L PASS 0.2837 1-way Shear (-Z)14.872 psi 52.415 psi +1.20D+1.60L PASS 0.4391 2-way Punching 65.869 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 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/a0.2727 0.2727 n/a 0.1360.0n/a X-X, +D+L 2.0 n/a0.8167 0.8167 n/a 0.4080.0n/a X-X, +D+0.750L 2.0 n/a0.6807 0.6807 n/a 0.3400.0n/a X-X, +0.60D 2.0 n/a0.1636 0.1636 n/a 0.0820.0n/a Z-Z, D Only 2.0 0.2727n/a n/a 0.2727 0.136n/a0.0 Z-Z, +D+L 2.0 0.8167n/a n/a 0.8167 0.408n/a0.0 Z-Z, +D+0.750L 2.0 0.6807n/a n/a 0.6807 0.340n/a0.0 Z-Z, +0.60D 2.0 0.1636n/a n/a 0.1636 0.082n/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 Tension on Bottom Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1925 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK F3/7 General Footing LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 10:57AM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Tension on Bottom Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1925 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D+1.60L 0.8450 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D+1.60L 0.8450 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D+L 0.590 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D+L 0.590 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D 0.1650 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +1.20D 0.1650 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +0.90D 0.1238 +Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK X-X, +0.90D 0.1238 -Z Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.40D 0.1925 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.40D 0.1925 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.8450 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.8450 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D+L 0.590 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D+L 0.590 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D 0.1650 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +1.20D 0.1650 +X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +0.90D 0.1238 -X Bottom 0.1728 ACI 7.6.1.1 0.320 4.559 OK Z-Z, +0.90D 0.1238 +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 3.39 3.39 3.39 52.42 0.06psipsipsipsi OK +1.20D+1.60L 14.87 14.87 14.87 52.42 0.28psipsipsipsi OK +1.20D+L 10.38 10.38 10.38 52.42 0.20psipsipsipsi OK +1.20D 2.90 2.90 2.90 52.42 0.06psipsipsipsi OK +0.90D 2.18 2.18 2.18 52.42 0.04psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.39 3.39 3.39 52.42 0.06psipsipsipsi OK +1.20D+1.60L 14.87 14.87 14.87 52.42 0.28psipsipsipsi OK +1.20D+L 10.38 10.38 10.38 52.42 0.20psipsipsipsi OK +1.20D 2.90 2.90 2.90 52.42 0.06psipsipsipsi OK +0.90D 2.18 2.18 2.18 52.42 0.04psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 15.01 150.00 0.10 OKpsipsi +1.20D+1.60L 65.87 150.00 0.44 OKpsipsi +1.20D+L 45.99 150.00 0.31 OKpsipsi +1.20D 12.86 150.00 0.09 OKpsipsi +0.90D 9.65 150.00 0.06 OKpsipsi F4/7 General Footing LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 4:42PM Project Descr: Code References Calculations per ACI 318-19, IBC 2021 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 Bottom Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a F5/7 General Footing LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 4:42PM Project Descr: Applied Loads 0.70 2.20 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 0.6930 Soil Bearing 1.386 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 0.09691 Z Flexure (+X) Bot Tens 0.5450 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.09691 Z Flexure (-X) Bot Tens 0.5450 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.09691 X Flexure (+Z) Bot Tens 0.5450 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.09691 X Flexure (-Z) Bot Tens 0.5450 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1888 1-way Shear (+X)10.658 psi 56.462 psi +1.20D+1.60L PASS 0.1888 1-way Shear (-X)10.658 psi 56.462 psi +1.20D+1.60L PASS 0.1888 1-way Shear (+Z)10.658 psi 56.462 psi +1.20D+1.60L PASS 0.1888 1-way Shear (-Z)10.658 psi 56.462 psi +1.20D+1.60L PASS 0.2679 2-way Punching 40.182 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 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/a0.4078 0.4078 n/a 0.2040.0n/a X-X, +D+L 2.0 n/a1.386 1.386 n/a 0.6930.0n/a X-X, +D+0.750L 2.0 n/a1.141 1.141 n/a 0.5710.0n/a X-X, +0.60D 2.0 n/a0.2447 0.2447 n/a 0.1220.0n/a Z-Z, D Only 2.0 0.4078n/a n/a 0.4078 0.204n/a0.0 Z-Z, +D+L 2.0 1.386n/a n/a 1.386 0.693n/a0.0 Z-Z, +D+0.750L 2.0 1.141n/a n/a 1.141 0.571n/a0.0 Z-Z, +0.60D 2.0 0.2447n/a n/a 0.2447 0.122n/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 Tension on Bottom Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1225 +Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK F6/7 General Footing LIC# : KW-06015928, Build:20.25.05.07 RB Engineers, Inc.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2090.ec6 Project Title:Century 2090 Engineer: Project ID: Printed: 16 JUL 2025, 4:42PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Tension on Bottom Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1225 -Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK X-X, +1.20D+1.60L 0.5450 +Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK X-X, +1.20D+1.60L 0.5450 -Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK X-X, +1.20D+L 0.380 +Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK X-X, +1.20D+L 0.380 -Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK X-X, +1.20D 0.1050 +Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK X-X, +1.20D 0.1050 -Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK X-X, +0.90D 0.07875 +Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK X-X, +0.90D 0.07875 -Z Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +1.40D 0.1225 -X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +1.40D 0.1225 +X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +1.20D+1.60L 0.5450 -X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +1.20D+1.60L 0.5450 +X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +1.20D+L 0.380 -X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +1.20D+L 0.380 +X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +1.20D 0.1050 -X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +1.20D 0.1050 +X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +0.90D 0.07875 -X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK Z-Z, +0.90D 0.07875 +X Bottom 0.1728 ACI 7.6.1.1 0.40 5.624 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.40 2.40 2.40 56.46 0.04psipsipsipsi OK +1.20D+1.60L 10.66 10.66 10.66 56.46 0.19psipsipsipsi OK +1.20D+L 7.43 7.43 7.43 56.46 0.13psipsipsipsi OK +1.20D 2.05 2.05 2.05 56.46 0.04psipsipsipsi OK +0.90D 1.54 1.54 1.54 56.46 0.03psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.40 2.40 2.40 56.46 0.04psipsipsipsi OK +1.20D+1.60L 10.66 10.66 10.66 56.46 0.19psipsipsipsi OK +1.20D+L 7.43 7.43 7.43 56.46 0.13psipsipsipsi OK +1.20D 2.05 2.05 2.05 56.46 0.04psipsipsipsi OK +0.90D 1.54 1.54 1.54 56.46 0.03psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 9.03 150.00 0.06 OKpsipsi +1.20D+1.60L 40.18 150.00 0.27 OKpsipsi +1.20D+L 28.02 150.00 0.19 OKpsipsi +1.20D 7.74 150.00 0.05 OKpsipsi +0.90D 5.81 150.00 0.04 OKpsipsi F7/7