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HomeMy WebLinkAbout2155 Yelm 2155 Structural Calcs RB Engineers, Inc. 1312 2ND ST. KIRKLAND, WA. 98033 PH: (425) 822-3009 FAX: (425) 822-2679 CELL: (425) 351-2085 EMAIL: rbe1992@gmail.com JOB: CENTURY 012155 PROJECT #:25-9775 BY: R.B. / MJT DATE: 04/29/2025 PAGE G1 OF 55 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 012155 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 – B28 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 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 TOTAL DEAD LOAD =13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load G2/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR Item Material Load PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures 1.0 Framing TJI's 3.0 Misc 1.5 TOTAL DEAD LOAD =13 PSF LIVE LOADS -Residential - 40 psf (reducible) -Office - 50 psf (reducible) -Assembly - 100 psf (non-reducible) -Corridors and Exits - 100 psf (reducible) -Storage - 125 psf (non-reducible) G3/3 X1 X2 X3 Y3 Y2 Y1 Y4 L1/ X4 X5 X6 Y6 Y5 SHEAR WALL KEY PLAN L2/ L3/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-3009 Subject:Lateral CalculationsPage: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch:7:12 (30°)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((5x8+3x4+4x2)) + 14.4x(25x7) + 3.2x(3x5) + 3.3x(10x5)) / 1000 = 3.94 x 1.2 Kzt x 0.6 =2.84 kip Σ Fw Upper =(19.9x((10x8+5x5+1x5)) + 14.4x(10x25)+3.2x(3x5)) / 1000 = 5.86 x 1.2 Kzt x 0.6 =4.22 kip Roof Min =((16x(60+175)+8x(15+50)) / 1000) x 1.2 Kzt x 0.6 =3.08 kip Upper Min =((16x(110+250)+8x(15)) / 1000) x 1.2 Kzt x 0.6 =4.23 kip Y – Y Direction Σ Fw Roof =(19.9x(2x(8x5)) + 14.4x(23x5) + 3.2x(2x9x7) + 3.3x(23x7)) / 1000 = 4.20 x 1.2 Kzt x 0.6 =3.02 kip Σ Fw Upper =(19.9x(2x8x10) + 14.4x(23x10)) / 1000 = 6.53 x 1.2 Kzt x 0.6 =4.70 kip Roof Min =((16x(80+115)+8x(126+161)) / 1000) x 1.2 Kzt x 0.6 =3.90 kip Upper Min =((16x(160+230)) / 1000) x 1.2 Kzt x 0.6 =4.49 kip L4/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES(ASCE 7-16) Site Class "D" (Table 11.4.2) Ss = Critical Values per Latest SEAOC website;1.6 S1 = Critical Values per Latest SEAOC website;0.57 Fa =per Table 11.4-1 1 Fv = per Table 11.4-2 1.8 Sms = Fa * Ss = 1.0 (1.6)1.6 (11.4-1) Sm1 = Fv * S1 = 1.8 (0.57)1.03 (11.4-2) Sds = 2/3 * Sms = 2/3 (1.60)1.07 (11.4-3), Seismic Design Category "D", Table 11.6-1 Sd1 = 2/3 * Sm1 = 2/3 (1.03)0.68 (11.4-4); Seismic Design Category D, Table 11.6-2 SEISMIC RESPONSE COEFFICIENT: Use Section (12.8.1.1) ASCE 7-16 Except as Noted To = 0.2 (Sd1/Sds) =0.2(0.68/1.07)0.13 Section 11.4.6 Ts = Sd1 /Sds =(0.68/1.07)0.64 Section 11.4.6 Ct 0.02 Hn (Bldg. height-ft))35.00 Tstruc = Ct * (Hn)^3/4 = 0.02(35^.75)0.29 Table 12.8-2 Where To ≤ Tstruc ≤ Ts; Sa = Sds 1.07 Section 11.4.6, item 2 R 6.5 ASCE 7-16 Table 12.2-1, item 15 Ie 1 Section 11.5.1, Table 1.5-1 and 1.5-2) Cs = Sds /(R/I) = 1.07 / (6.5/1) = 0.16 (12.8-2) Cs = 0.16 L5/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1405 feet 2 Roof Dead Load:13 Upper Area:1713 feet 2 Floor Dead Load:13 Wall Dead Load:8 ASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7Ev ASCE 7-16 Table 12.2-1: Overstrength factor, Ω = 2.5 DEAD LOAD OF STRUCTURE Roof Weight =1405 x (13+8) = =29.51 kip Upper Weight =1713 x (13+8) = =35.97 kip 65.48 kip Vbase = Cs x Σ Weight = 0.16 x 65.48 =10.48 kip Vasd =Vbase x 0.7 x ρ =9.53 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:29.51 kip 19 Feet 560.60 Upper:35.97 kip 9.5 Feet 341.74 902.34 Fq Roof:9.53 x (560.60/902.34) = = 5.92 kip Fq Upper:9.53 x (341.74/902.34) = = 3.61 kip Therefore, quake governs all. L6/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:3.08 kips 3.08 k / 35 ft =88 #/Ft V @ X 1 =(3.08/35)x(26.5/2)=1.17 = 70 # SW-4 4'+4.25'+8'+8.5'Ft V @ X 2 =(3.08/35)x(26.5/2+8.5/2)=1.54 = 96 # SW-4 16'Ft V @ X 3 =(3.08/35)x(8.5/2)=0.37 = 39 # SW-4 5.5'+4'Ft Fw X – X @ Upper:4.23 kips 4.23 k / 38.5 ft =110 #/Ft V @ X 4=(4.23/38.5)x(16/2)2.04 = 95 # SW-4 +1.17 =6.5'+7'+4'+4'Ft V @ X 5 =(4.23/38.5)x(16/2+19/2)2.65 = 166 # SW-4 +1.54x(9/19)=16'Ft V @ X 6 =(4.23/38.5)x(19/2+3.5)2.61 < 3.35 LRP Capacity SW-3 +0.37 +1.54x(10/19)= 2x24"x8' LRP: 2x1675=3350 lb L7/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:3.90 kips 3.90k / 39 ft =100 #/Ft V @ Y 1 =(3.90/39)x(20/2)=1.00 = 38 # SW-6 26.5'Ft V @ Y 2 =(3.90/39)x(20/2+19/2)=1.95 = 229 # SW-4 8.5'Ft V @ Y 3 =(3.90/39)x(19/2)=0.95 = 27 # SW-6 35'Ft Fw Y – Y @ Upper:4.70 kips 4.70 k / 39 ft =121 #/Ft V @ Y 4 =(4.70/39)x(20/2)2.21 = 90 # SW-6 +1.00=15.5'+9'Ft V @ Y 5 =(4.70/39)x(20/2+19/2)4.30 = 179 # SW-6 +1.95=24'Ft V @ Y 6 =(4.70/39)x(19/2)2.09 = 60 # SW-6 +0.95=35'Ft L8/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:5.92 kips 5.92 k / 35 ft =169 #/Ft V @ X 1 =(5.92/35)x(26.5/2)=2.24 = 134 # SW-4 4'+4.25'+8'+8.5'Ft V @ X 2 =(5.92/35)x(26.5/2+8.5/2)=2.96 = 185 # SW-4 16'Ft V @ X 3 =(5.92/35)x(8.5/2)=0.72 = 76 # SW-4 5.5'+4'Ft Fw X – X @ Upper:3.61 kips 3.61 k / 38.5 ft =94 #/Ft V @ X 4=(3.61/38.5)x(16/2)2.99 = 139 # SW-4 +2.24=6.5'+7'+4'+4'Ft V @ X 5 =(3.61/38.5)x(16/2+19/2)3.04 = 190 # SW-4 +2.96x(9/19)=16'Ft V @ X 6 =(3.61/38.5)x(19/2+3.5)0.15 = 13 # SW-4 +0.72 4.5'+3'+4'Ft +2.96x(10/19)-3.35= 2x24"x8' LRP: 2x1675=3350 lb (1.25-0.125x(8/3))x350 #/Ft = 321 #/Ft capacity per sect. 4.3.3 ANSI/AF+PA SDPWS 2021 L9/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:7/3/2024 Phone: (425) 822-6409 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:5.92 kips 5.92 k / 39 ft =152 #/Ft V @ Y 1 =(5.92/39)x(20/2)=1.52 = 57 # SW-6 26.5'Ft V @ Y 2 =(5.92/39)x(20/2+19/2)=2.96 = 348 # SW-4 8.5'Ft V @ Y 3 =(5.92/39)x(19/2)=1.44 = 41 # SW-6 35'Ft Fw Y – Y @ Upper:3.61 kips 3.61 k / 39 ft =93 #/Ft V @ Y 4 =(3.61/39)x(20/2)2.44 = 100 # SW-6 +1.52=15.5'+9'Ft V @ Y 5 =(3.61/39)x(20/2+19/2)4.77 = 199 # SW-6 +2.96=24'Ft V @ Y 6 =(3.61/39)x(19/2)2.32 = 66 # SW-6 +1.44=35'Ft L10/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT Client:Date:7/3/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 2 (Quake) L =16 ft TLRF =5 ft (conservative) P =185 lb/ft P x L =16x185 2.96 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =2.96x8.1 23.98 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 1.04 0.16 0.47 MR =[(0.47+0.47)x0.5x16+0.14x16] = 9.65 kip - ft H=8.1 F = MoT - MR / L =0.90 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 1.04 0.15 0.47 MoT L = 16' Therefore use (1)CS16 hold downs at each end L11/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT Client:Date:7/3/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 5 (Quake) L =16 ft TLRF =5 ft (conservative) P =190 lb/ft P x L =20x190 3.04 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =3.04x8.1 24.62 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 1.04 0.16 0.47 MR =[(0.47+0.47)x0.5x16+0.27x16] = 11.81 kip - ft H=8.1 F = MoT - MR / L =0.80 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 1.04 0.15 0.47 MoT L = 16' Therefore use STHD14 hold downs at each end L12/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT Client:Date:7/3/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 2 (Quake) L =8.5 ft TLRF =5 ft (conservative) P =348 lb/ft P x L =16x185 2.96 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =2.96x8.1 23.96 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 0.55 0.08 0.25 MR =[(0.25+0.25)x0.5x8.5+0.14x8.5] = 3.26 kip - ft H=8.1 F = MoT - MR / L =2.43 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.55 0.08 0.25 MoT L = 8.5' Therefore use (2)CS16 hold downs at each end L13/ RB Engineers, Inc.Project:Century 2155 By:RB/MJT Client:Date:7/3/2024 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 5 (Quake) L =24 ft TLRF =5 ft (conservative) P =199 lb/ft P x L =24x199 4.78 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =4.78x8.1 38.69 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 1.56 0.23 0.70 MR =[(0.70+0.70)x0.5x24+0.27x24] = 23.34 kip - ft H=8.1 F = MoT - MR / L =0.64 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 1.56 0.23 0.70 MoT L = 24' Therefore NO hold downs needed. L14/14 B1/28 BM #1 BEAM KEY PLAN B2/28 BM #2 BM #3 BEAM KEY PLAN B3/28 BM #5 BM #4 BEAM KEY PLAN B4/28 BM #6 BM #7 BM #8 BEAM KEY PLAN Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 1 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:14PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.552: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 57.02 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 0.317 : 1 0.000 ft= = 596.14 psi Maximum Deflection 0 <240 1645 Ratio =0 <180 Max Downward Transient Deflection 0.029 in 2501Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.044 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 0.210 0.120 0.90 1.200 1.001.00 1.00 0.85 203.9 972.0 0.42 162.01.00 19.51.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.552 0.317 1.00 1.200 1.001.00 1.00 2.48 596.1 1,080.0 1.23 180.01.00 57.01.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.369 0.212 1.25 1.200 1.001.00 1.00 2.07 498.1 1,350.0 1.03 225.01.00 47.61.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.071 0.041 1.60 1.200 1.001.00 1.00 0.51 122.4 1,728.0 0.25 288.01.00 11.71.00 . B5/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 1 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:14PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0438 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 0.0150 3.022 0.0000 0.000in ftinft +D+L 1 0.0438 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0366 3.022 0.0000 0.000in ftinft +0.60D 1 0.0090 3.022 0.0000 0.000in ftinft L Only 1 0.0288 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 1.653 1.653 Max Upward from Load Combinations 1.653 1.653 Max Upward from Load Cases 1.088 1.088 D Only 0.566 0.566 +D+L 1.653 1.653 +D+0.750L 1.381 1.381 +0.60D 0.339 0.339 L Only 1.088 1.088 . B6/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 1 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:14PM Project Descr: B7/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 2 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:13PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.369: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 45.65 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 0.254 : 1 3.401 ft= = 431.29 psi Maximum Deflection 0 <240 2673 Ratio =0 <180 Max Downward Transient Deflection 0.012 in 4064Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.018 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 0.140 0.096 0.90 1.300 1.001.00 1.00 0.38 147.5 1,053.0 0.26 162.01.00 15.61.00 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 0.369 0.254 1.00 1.300 1.001.00 1.00 1.10 431.3 1,170.0 0.77 180.01.00 45.61.00 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 0.246 0.170 1.25 1.300 1.001.00 1.00 0.92 360.4 1,462.5 0.65 225.01.00 38.11.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.047 0.033 1.60 1.300 1.001.00 1.00 0.23 88.5 1,872.0 0.16 288.01.00 9.41.00 . B8/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 2 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:13PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0180 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 0.0061 2.015 0.0000 0.000in ftinft +D+L 1 0.0180 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0150 2.015 0.0000 0.000in ftinft +0.60D 1 0.0037 2.015 0.0000 0.000in ftinft L Only 1 0.0118 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 1.102 1.102 Max Upward from Load Combinations 1.102 1.102 Max Upward from Load Cases 0.725 0.725 D Only 0.377 0.377 +D+L 1.102 1.102 +D+0.750L 0.921 0.921 +0.60D 0.226 0.226 L Only 0.725 0.725 . B9/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 2 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:13PM Project Descr: B10/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 3 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:15PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Varying Uniform Load : D= 0.0460->0.0850, L= 0.0880->0.1630 k/ft, Extent = 0.0 -->> 6.0 ft, Trib Width = 1.0 ft Point Load : D = 0.8450, L = 1.625 k @ 4.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.431: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.985 ft 99.87 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 0.377 : 1 5.255 ft= = 1,034.45 psi Maximum Deflection 0 <240 1242 Ratio =0 <180 Max Downward Transient Deflection 0.038 in 1889Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.058 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 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 0.164 0.143 0.90 1.000 1.001.00 1.00 1.39 354.1 2,160.0 0.72 238.51.00 34.21.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.431 0.377 1.00 1.000 1.001.00 1.00 4.07 1,034.4 2,400.0 2.10 265.01.00 99.91.00 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 0.288 0.252 1.25 1.000 1.001.00 1.00 3.40 864.3 3,000.0 1.75 331.31.00 83.41.00 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 0.055 0.048 1.60 1.000 1.001.00 1.00 0.84 212.4 3,840.0 0.43 424.01.00 20.51.00 . B11/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 3 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:15PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0579 3.219 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 0.0198 3.219 0.0000 0.000in ftinft +D+L 1 0.0579 3.219 0.0000 0.000in ftinft +D+0.750L 1 0.0484 3.219 0.0000 0.000in ftinft +0.60D 1 0.0119 3.219 0.0000 0.000in ftinft L Only 1 0.0381 3.219 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 1.339 2.277 Max Upward from Load Combinations 1.339 2.277 Max Upward from Load Cases 0.881 1.497 D Only 0.459 0.779 +D+L 1.339 2.277 +D+0.750L 1.119 1.902 +0.60D 0.275 0.468 L Only 0.881 1.497 . B12/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 3 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:15PM Project Descr: B13/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 4 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:16PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 6.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.687: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.000 ft 48.45 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 0.269 : 1 0.000 ft= = 742.31 psi Maximum Deflection 0 <240 792 Ratio =0 <180 Max Downward Transient Deflection 0.100 in 1205Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.151 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 10.0 ft 1 0.261 0.102 0.90 1.200 1.001.00 1.00 1.06 253.9 972.0 0.36 162.01.00 16.61.00 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 0.687 0.269 1.00 1.200 1.001.00 1.00 3.09 742.3 1,080.0 1.05 180.01.00 48.41.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.459 0.180 1.25 1.200 1.001.00 1.00 2.58 620.2 1,350.0 0.87 225.01.00 40.51.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.088 0.035 1.60 1.200 1.001.00 1.00 0.63 152.4 1,728.0 0.21 288.01.00 9.91.00 . B14/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 4 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:16PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1513 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 0.0518 5.036 0.0000 0.000in ftinft +D+L 1 0.1513 5.036 0.0000 0.000in ftinft +D+0.750L 1 0.1265 5.036 0.0000 0.000in ftinft +0.60D 1 0.0311 5.036 0.0000 0.000in ftinft L Only 1 0.0996 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 1.235 1.235 Max Upward from Load Combinations 1.235 1.235 Max Upward from Load Cases 0.813 0.813 D Only 0.423 0.423 +D+L 1.235 1.235 +D+0.750L 1.032 1.032 +0.60D 0.254 0.254 L Only 0.813 0.813 . B15/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 4 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:16PM Project Descr: B16/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 5 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:13PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 7.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.543: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.000 ft 71.32 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 0.269 : 1 15.007 ft= = 1,302.86 psi Maximum Deflection 0 <240 412 Ratio =0 <180 Max Downward Transient Deflection 0.307 in 626Ratio =>=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.466 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 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 = 16.0 ft 1 0.206 0.102 0.90 1.000 1.001.00 1.00 3.12 445.7 2,160.0 0.68 238.51.00 24.41.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.543 0.269 1.00 1.000 1.001.00 1.00 9.12 1,302.9 2,400.0 2.00 265.01.00 71.31.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.363 0.180 1.25 1.000 1.001.00 1.00 7.62 1,088.6 3,000.0 1.67 331.31.00 59.61.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.070 0.035 1.60 1.000 1.001.00 1.00 1.87 267.4 3,840.0 0.41 424.01.00 14.61.00 . B17/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 5 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:13PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.4659 8.058 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 0.1594 8.058 0.0000 0.000in ftinft +D+L 1 0.4659 8.058 0.0000 0.000in ftinft +D+0.750L 1 0.3893 8.058 0.0000 0.000in ftinft +0.60D 1 0.0956 8.058 0.0000 0.000in ftinft L Only 1 0.3065 8.058 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 2.280 2.280 Max Upward from Load Combinations 2.280 2.280 Max Upward from Load Cases 1.500 1.500 D Only 0.780 0.780 +D+L 2.280 2.280 +D+0.750L 1.905 1.905 +0.60D 0.468 0.468 L Only 1.500 1.500 . B18/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 5 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:13PM Project Descr: B19/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 6 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:16PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 5.250 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.857: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 10.000 ft 107.61 psi= = 2,294.45 psi 6.75x15Section 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 6.75x15 Maximum Shear Stress Ratio 0.406 : 1 0.000 ft= = 1,965.63 psi Maximum Deflection 0 <360 273 Ratio =0 <240 Max Downward Transient Deflection 0.607 in 395Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.879 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 = 20.0 ft 1 0.295 0.140 0.90 0.956 1.001.00 1.00 12.84 608.6 2,065.0 2.25 238.51.00 33.31.00 1.00+D+L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.0 ft 1 0.857 0.406 1.00 0.956 1.001.00 1.00 41.46 1,965.6 2,294.4 7.26 265.01.00 107.61.00 1.00+D+0.750L 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.0 ft 1 0.567 0.269 1.25 0.956 1.001.00 1.00 34.31 1,626.4 2,868.1 6.01 331.31.00 89.01.00 1.00+0.60D 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 20.0 ft 1 0.099 0.047 1.60 0.956 1.001.00 1.00 7.70 365.2 3,671.1 1.35 424.01.00 20.01.00 . B20/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 6 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:16PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.8787 10.073 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 0.2721 10.073 0.0000 0.000in ftinft +D+L 1 0.8787 10.073 0.0000 0.000in ftinft +D+0.750L 1 0.7271 10.073 0.0000 0.000in ftinft +0.60D 1 0.1632 10.073 0.0000 0.000in ftinft L Only 1 0.6066 10.073 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 8.293 8.293 Max Upward from Load Combinations 8.293 8.293 Max Upward from Load Cases 5.725 5.725 D Only 2.568 2.568 +D+L 8.293 8.293 +D+0.750L 6.861 6.861 +0.60D 1.541 1.541 L Only 5.725 5.725 . B21/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 6 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:16PM Project Descr: B22/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 7 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:17PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 8.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.464: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 104.72 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 0.395 : 1 0.000 ft= = 1,114.29 psi Maximum Deflection 0 <360 963 Ratio =0 <240 Max Downward Transient Deflection 0.052 in 1376Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.075 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 0.155 0.132 0.90 1.000 1.001.00 1.00 1.32 334.3 2,160.0 0.66 238.51.00 31.41.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.464 0.395 1.00 1.000 1.001.00 1.00 4.39 1,114.3 2,400.0 2.20 265.01.00 104.71.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.306 0.261 1.25 1.000 1.001.00 1.00 3.62 919.3 3,000.0 1.81 331.31.00 86.41.00 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 0.052 0.044 1.60 1.000 1.001.00 1.00 0.79 200.6 3,840.0 0.40 424.01.00 18.81.00 . B23/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 7 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:17PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0747 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 0.0224 3.022 0.0000 0.000in ftinft +D+L 1 0.0747 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0616 3.022 0.0000 0.000in ftinft +0.60D 1 0.0134 3.022 0.0000 0.000in ftinft L Only 1 0.0523 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 2.925 2.925 Max Upward from Load Combinations 2.925 2.925 Max Upward from Load Cases 2.048 2.048 D Only 0.878 0.878 +D+L 2.925 2.925 +D+0.750L 2.413 2.413 +0.60D 0.527 0.527 L Only 2.048 2.048 . B24/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 7 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:17PM Project Descr: B25/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 8 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:20PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 8.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.578: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.500 ft 53.70 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 0.298 : 1 6.234 ft= = 624.39 psi Maximum Deflection 0 <360 1346 Ratio =0 <240 Max Downward Transient Deflection 0.047 in 1784Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.062 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 = 7.0 ft 1 0.158 0.081 0.90 1.200 1.001.00 1.00 0.64 153.2 972.0 0.28 162.01.00 13.21.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.0 ft 1 0.578 0.298 1.00 1.200 1.001.00 1.00 2.60 624.4 1,080.0 1.16 180.01.00 53.71.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.0 ft 1 0.375 0.194 1.25 1.200 1.001.00 1.00 2.11 506.6 1,350.0 0.94 225.01.00 43.61.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.0 ft 1 0.053 0.027 1.60 1.200 1.001.00 1.00 0.38 91.9 1,728.0 0.17 288.01.00 7.91.00 . B26/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 8 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:20PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0624 3.526 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 0.0153 3.526 0.0000 0.000in ftinft +D+L 1 0.0624 3.526 0.0000 0.000in ftinft +D+0.750L 1 0.0506 3.526 0.0000 0.000in ftinft +0.60D 1 0.0092 3.526 0.0000 0.000in ftinft L Only 1 0.0471 3.526 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 1.484 1.484 Max Upward from Load Combinations 1.484 1.484 Max Upward from Load Cases 1.120 1.120 D Only 0.364 0.364 +D+L 1.484 1.484 +D+0.750L 1.204 1.204 +0.60D 0.218 0.218 L Only 1.120 1.120 . B27/28 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:BM # 8 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:20PM Project Descr: B28/28 F1/10 F #3 FOOTING KEY PLAN F #1 F #2 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:23PM Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 Bars parallel to Z-Z Axis 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 Applied Loads 1.90 5.80 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F2/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:23PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.6645 Soil Bearing 1.329 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 0.3170 Z Flexure (+X)1.445 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.3170 Z Flexure (-X)1.445 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.3170 X Flexure (+Z)1.445 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.3170 X Flexure (-Z)1.445 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.3391 1-way Shear (+X)25.432 psi 75.0 psi +1.20D+1.60L PASS 0.3391 1-way Shear (-X)25.432 psi 75.0 psi +1.20D+1.60L PASS 0.3391 1-way Shear (+Z)25.432 psi 75.0 psi +1.20D+1.60L PASS 0.3391 1-way Shear (-Z)25.432 psi 75.0 psi +1.20D+1.60L PASS 0.7509 2-way Punching 112.641 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.4007 0.4007 n/a 0.2000.0n/a X-X, +D+L 2.0 n/a1.329 1.329 n/a 0.6650.0n/a X-X, +D+0.750L 2.0 n/a1.097 1.097 n/a 0.5490.0n/a X-X, +0.60D 2.0 n/a0.2404 0.2404 n/a 0.1200.0n/a Z-Z, D Only 2.0 0.4007n/a n/a 0.4007 0.200n/a0.0 Z-Z, +D+L 2.0 1.329n/a n/a 1.329 0.665n/a0.0 Z-Z, +D+0.750L 2.0 1.097n/a n/a 1.097 0.549n/a0.0 Z-Z, +0.60D 2.0 0.2404n/a n/a 0.2404 0.120n/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 0.3325 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.40D 0.3325 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 1.445 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 1.445 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 1.010 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 1.010 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.2850 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.2850 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.2138 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.2138 -Z Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.3325 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.3325 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 1.445 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 1.445 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 1.010 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 1.010 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D 0.2850 -X Bottom 0.1728 AsMin 0.320 4.559 OK F3/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #1 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:23PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.2850 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.2138 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.2138 +X Bottom 0.1728 AsMin 0.320 4.559 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 5.85 5.85 5.85 5.85 5.85 75.00 0.08psipsipsipsipsipsi OK +1.20D+1.60L 25.43 25.43 25.43 25.43 25.43 75.00 0.34psipsipsipsipsipsi OK +1.20D+L 17.78 17.78 17.78 17.78 17.78 75.00 0.24psipsipsipsipsipsi OK +1.20D 5.02 5.02 5.02 5.02 5.02 75.00 0.07psipsipsipsipsipsi OK +0.90D 3.76 3.76 3.76 3.76 3.76 75.00 0.05psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 25.92 150.00 0.1728 OKpsipsi +1.20D+1.60L 112.64 150.00 0.7509 OKpsipsi +1.20D+L 78.73 150.00 0.5249 OKpsipsi +1.20D 22.22 150.00 0.1481 OKpsipsi +0.90D 16.66 150.00 0.1111 OKpsipsi F4/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:23PM Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.2340 0.450 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F5/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:23PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.1339 Soil Bearing 0.2677 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 0.02917 Z Flexure (+X)0.1251 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.02917 Z Flexure (-X)0.1251 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.02917 X Flexure (+Z)0.1251 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.02917 X Flexure (-Z)0.1251 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.03225 1-way Shear (+X)2.419 psi 75.0 psi +1.20D+1.60L PASS 0.03225 1-way Shear (-X)2.419 psi 75.0 psi +1.20D+1.60L PASS 0.03225 1-way Shear (+Z)2.419 psi 75.0 psi +1.20D+1.60L PASS 0.03225 1-way Shear (-Z)2.419 psi 75.0 psi +1.20D+1.60L PASS 0.06405 2-way Punching 9.608 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.1552 0.1552 n/a 0.0780.0n/a X-X, +D+L 2.0 n/a0.2677 0.2677 n/a 0.1340.0n/a X-X, +D+0.750L 2.0 n/a0.2395 0.2395 n/a 0.1200.0n/a X-X, +0.60D 2.0 n/a0.09310 0.09310 n/a 0.0470.0n/a Z-Z, D Only 2.0 0.1552n/a n/a 0.1552 0.078n/a0.0 Z-Z, +D+L 2.0 0.2677n/a n/a 0.2677 0.134n/a0.0 Z-Z, +D+0.750L 2.0 0.2395n/a n/a 0.2395 0.120n/a0.0 Z-Z, +0.60D 2.0 0.09310n/a n/a 0.09310 0.047n/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 0.04095 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.40D 0.04095 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.1251 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.1251 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.09135 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.09135 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.03510 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.03510 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.02633 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.02633 -Z Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.04095 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.04095 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.1251 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.1251 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.09135 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.09135 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D 0.03510 -X Bottom 0.1728 AsMin 0.30 4.288 OK F6/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #2 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:23PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.03510 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.02633 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.02633 +X Bottom 0.1728 AsMin 0.30 4.288 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.79 0.79 0.79 0.79 0.79 75.00 0.01psipsipsipsipsipsi OK +1.20D+1.60L 2.42 2.42 2.42 2.42 2.42 75.00 0.03psipsipsipsipsipsi OK +1.20D+L 1.77 1.77 1.77 1.77 1.77 75.00 0.02psipsipsipsipsipsi OK +1.20D 0.68 0.68 0.68 0.68 0.68 75.00 0.01psipsipsipsipsipsi OK +0.90D 0.51 0.51 0.51 0.51 0.51 75.00 0.01psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 3.15 150.00 0.02097 OKpsipsi +1.20D+1.60L 9.61 150.00 0.06405 OKpsipsi +1.20D+L 7.02 150.00 0.04677 OKpsipsi +1.20D 2.70 150.00 0.01797 OKpsipsi +0.90D 2.02 150.00 0.01348 OKpsipsi F7/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:24PM Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 1.50 ft Length parallel to Z-Z Axis = 1.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.7280 2.240 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F8/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:24PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7080 Soil Bearing 1.416 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 0.09908 Z Flexure (+X)0.5572 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.09908 Z Flexure (-X)0.5572 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.09908 X Flexure (+Z)0.5572 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.09908 X Flexure (-Z)0.5572 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1453 1-way Shear (+X)10.896 psi 75.0 psi +1.20D+1.60L PASS 0.1453 1-way Shear (-X)10.896 psi 75.0 psi +1.20D+1.60L PASS 0.1453 1-way Shear (+Z)10.896 psi 75.0 psi +1.20D+1.60L PASS 0.1453 1-way Shear (-Z)10.896 psi 75.0 psi +1.20D+1.60L PASS 0.2739 2-way Punching 41.081 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.4202 0.4202 n/a 0.2100.0n/a X-X, +D+L 2.0 n/a1.416 1.416 n/a 0.7080.0n/a X-X, +D+0.750L 2.0 n/a1.167 1.167 n/a 0.5840.0n/a X-X, +0.60D 2.0 n/a0.2521 0.2521 n/a 0.1260.0n/a Z-Z, D Only 2.0 0.4202n/a n/a 0.4202 0.210n/a0.0 Z-Z, +D+L 2.0 1.416n/a n/a 1.416 0.708n/a0.0 Z-Z, +D+0.750L 2.0 1.167n/a n/a 1.167 0.584n/a0.0 Z-Z, +0.60D 2.0 0.2521n/a n/a 0.2521 0.126n/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 0.1274 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.40D 0.1274 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+1.60L 0.5572 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+1.60L 0.5572 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+L 0.3892 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D+L 0.3892 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D 0.1092 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +1.20D 0.1092 -Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +0.90D 0.08190 +Z Bottom 0.1728 AsMin 0.40 5.624 OK X-X, +0.90D 0.08190 -Z Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.40D 0.1274 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.40D 0.1274 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+1.60L 0.5572 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+1.60L 0.5572 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+L 0.3892 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D+L 0.3892 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +1.20D 0.1092 -X Bottom 0.1728 AsMin 0.40 5.624 OK F9/10 General Footing LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:F #3 Kirkland, WA 98034 Project File: Century 2155_backup_1.ec6 Project Title: Engineer: Project ID: Printed: 3 JUL 2024, 1:24PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.1092 +X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +0.90D 0.08190 -X Bottom 0.1728 AsMin 0.40 5.624 OK Z-Z, +0.90D 0.08190 +X Bottom 0.1728 AsMin 0.40 5.624 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.49 2.49 2.49 2.49 2.49 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60L 10.90 10.90 10.90 10.90 10.90 75.00 0.15psipsipsipsipsipsi OK +1.20D+L 7.61 7.61 7.61 7.61 7.61 75.00 0.10psipsipsipsipsipsi OK +1.20D 2.14 2.14 2.14 2.14 2.14 75.00 0.03psipsipsipsipsipsi OK +0.90D 1.60 1.60 1.60 1.60 1.60 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 9.39 150.00 0.06262 OKpsipsi +1.20D+1.60L 41.08 150.00 0.2739 OKpsipsi +1.20D+L 28.70 150.00 0.1913 OKpsipsi +1.20D 8.05 150.00 0.05367 OKpsipsi +0.90D 6.04 150.00 0.04026 OKpsipsi F10/10