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Century 1797 GL Final Computations 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 1797. PROJECT #:21-8234 BY: R.B. / MJT DATE: 7/14/2021 PAGE G1 OF 64 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 1797 A/B/C GARAGE LEFT BASIS FOR DESIGN: CODE: INTERNATIONAL BUILDING CODE (2018 EDITION) WIND: 100 MPH, EXPOSURE “B” Kzt = 1.2 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 HOUSE LATERAL _____________________________________ L1 – L15 3RD CAR GARAGE LATERAL _________________________ LL1 – LL13 BEAM ___________________________________________ B1 – B26 FOOTING ___________________________________________ F1 – F7 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 TOTAL DEAD LOAD =13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load G2/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 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 X1X3Y1Y2Y3Y4Y5X4X5X2X6X7SHEARWALL KEY PLANL1/ L2/ L3/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral CalculationsPage: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch:5:12(23°)Wind Speed:100 mph Wind Exposure: B λ =1.0 ASCE 7-16 p.316 A:19.9 C:14.4 Minimum Pressure:16 psf (wall) 28.5.4 B:3.2 D:3.3 Minimum Pressure:8 psf (roof) 28.5.4 Kzt:1.20 (ASCE 7-16) Using Allowable Stress Design, 2.4.5 Basic Combinations option 7: 0.6 D + 0.6 W X – X Direction Σ Fw Roof =(19.9x(8.5x5+8.5x4) + 14.4x(26x4) + 3.2x(3x2+7.25x5+9.5x6.5) + 3.3x(3.5x5+22.5x6.5)) / 1000 3.74 x 1.2 Kzt x 0.6 =2.69 kip Σ Fw Upper =(19.9x(6.25x9.5+2.25x5.5+8.5x9.5) + 14.4x(26x9.5) /1000 = 6.62 x 1.2 Kzt x 0.6 =4.77 kip Roof Min =(16x(68+104) + 8x(104+163.75) / 1000) x 1.2 Kzt x 0.6 =3.52 kip Upper Min =(16x(152.5+247) + 8x(0+0) / 1000) x 1.2 Kzt x 0.6 =4.60 kip Y – Y Direction Σ Fw Roof =(19.9x(6/2(4.5+7)+6/2(4.5+7)) + 14.4x(18x7+(18x3.75/2)) /1000 = 3.69 x 1.2 Kzt x 0.6 =2.66 kip Σ Fw Upper =(19.9x(6x9.5+6x9.5) + 14.4x(18x9.5) /1000 = 4.75 x 1.2 Kzt x 0.6 =3.42 kip Roof Min =(16x(69+159.75) + 8x(0+0) / 1000) x 1.2 Kzt x 0.6 =2.64 kip Upper Min =(16x(114+171) + 8x(0+0) / 1000) x 1.2 Kzt x 0.6 =3.28 kip L4/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 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 = 1.6 - Critical Values per Latest SEAOC website; S1 = 0.57 - Critical Values per Latest SEAOC website; Fa = 1.0 per Table 11.4-1 Fv = 1.8 per Table 11.4-2 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 (1.6) = 1.07 (11.4-3), Seismic Design Category "D", Table 11.6-1 Sd1 = 2/3 * Sm1 = 2/3 (1.03) = .69 (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) = 0.13 SEC Section 11.4.6 Ts = Sd1 /Sds = 0.64 SEC Section 11.4.6 Tstruc = Ct * (Hn)^3/4 = 0.020 (25.3)^3/4 = 0.23 SEC (12.8-7); Ct=.02, Table 12.8-2 Where To ≤ Tstruc ≤ Ts; Sa = Sds = 1.07 Section 11.4.6, item 2 R = 6.5 for Wood Shear Walls per ASCE 7-16 Table 12.2-1, item 15 Ie=1.0 Section 11.5.1, Table 1.5-1 and 1.5-2) Cs = Sds /(R/I) = 1.07 / (6.5/1) = 0.165 (12.8-2) Cs = 0.16 L5/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1297 feet 2 Roof Dead Load:13 Upper Area:1272 feet 2 Floor Dead Load:13 Wall Dead Load:8 ASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7Ev ASCE 7-16 Table 12.2-1: Overstrength factor, Ω = 2.5 ASCE 7-16 Table 12.3-1: Reentrant Corner Irregularity - Design forces increased by 25% DEAD LOAD OF STRUCTURE Roof Weight =1297 x (13+8) = =27.24 kip Upper Weight =1272 x (13+8) = =26.71 kip 53.95 kip Vbase = Cs x Σ Weight = 0.16 x 53.95 =8.63 kip Vasd =Vbase x 0.7 x ρ x 1.25 = =9.82 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:27.24 kip 19.5 Feet 531.12 Upper:26.71 kip 9.5 Feet 253.76 784.89 Fq Roof:9.82 x (531.12/784.89) = = 6.64 kip Fq Upper:9.82 x (253.76/784.89) = = 3.17 kip Therefore, wind governs in the X-X direction at the Upper floor, quake governs Roof floor. L6/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:3.52 kips 3.52 k / 43 ft =81.9 #/Ft V @ X 1 =(3.52/43)x(19/2)=0.78 = 32 # SW-4 20'+4'Ft V @ X 2 =(3.52/43)x(19/2+11/2)=1.68 = 168 # SW-4 10'Ft V @ X 3 =(3.52/43)x(22/2+2)=1.06 = 89 # SW-4 4'+4'+4'Ft Fw X – X @ Upper:4.77 kips 4.77 k / 41 ft =116.3 #/Ft V @ X 4 =(4.77/41)x(19/2)1.88 = 105 # SW-4 +0.78=8'+6'+4'Ft V @ X 5 =(4.77/41)x(19/2+11/2)3.42 = 274 # SW-4 +1.68=12.5'Ft V @ X 6 =(4.77/41)x(11/2+11/2)=1.28 = 427 # SW-3 3'Ft V @ X 7 =(4.77/41)x(11/2) 1.70 < 3.35 k LRP capcity SW-3 +1.06 = LRP 2x24"x8' = 2x1675 = 3350 lb L7/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:2.66 kips 2.66 k / 30 ft =88.7 #/Ft V @ Y 1 =(2.66/30)x(30/2)=1.33 = 36 # SW-4 13.5'+5.5'+18'Ft V @ Y 2 =(2.66/30)x(30/2)=1.33 = 44 # SW-4 30'Ft Fw Y – Y @ Upper:3.42 kips 3.42 k / 30 ft =114.0 #/Ft V @ Y 3 =(3.42/30)x(20/2)2.47 = 65 # SW-4 +1.33=22'+16'Ft V @ Y 4 =(3.42/30)x(20/2+10/2) = 1.71 = 155 # SW-3 11'Ft V @ Y 5 =(3.42/30)x(10/2) = 1.90 = 115 # SW-4 +1.33 =4.5'+8'+4'Ft L8/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:6.64 kips 6.64 k / 43 ft =154.5 #/Ft V @ X 1 =(6.64/43)x(19/2)=1.47 = 61 # SW-4 20'+4'Ft (1.25-0.125x(8.1/4))x350 #/Ft =349 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 2 =(6.64/43)x(19/2+11/2)=3.17 = 317 # SW-4 10'Ft V @ X 3 =(6.64/43)x(22/2+2)=2.01 = 167 # SW-4 4'+4'+4'Ft (1.25-0.125x(8.1/4))x350 #/Ft =349 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS Fw X – X @ Upper:3.17 kips 3.17 k / 41 ft =77.4 #/Ft V @ X 4 =(3.17/41)x(19/2)2.20 = 122 # SW-4 +1.47=8'+6'+4'Ft V @ X 5 =(3.17/41)x(19/2+11/2)4.33 = 346 # SW-4 +3.17=12.5'Ft V @ X 6 =(3.17/41)x(11/2+11/2)=0.85 = 284 # SW-3 3'Ft V @ X 7 =(2.54/41)x(11/2) 2.43 < 3.35 k LRP capcity SW-3 +2.01 = LRP 2x24"x8' = 2x1675 = 3350 lb L9/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 602-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:6.64 kips 6.64 k / 30 ft =221.5 #/Ft V @ Y 1 =(6.64/30)x(30/2)=3.32 = 90 # SW-4 13.5'+5.5'+18'Ft V @ Y 2 =(6.64/30)x(30/2)=3.32 = 111 # SW-4 30'Ft Fw Y – Y @ Upper:3.17 kips 3.17 k / 30 ft =105.8 #/Ft V @ Y 3 =(3.17/30)x(20/2)4.38 = 115 # SW-4 +3.32=22'+16'Ft V @ Y 4 =(3.17/30)x(20/2+10/2) = 1.59 = 144 # SW-3 11'Ft V @ Y 5 =(3.17/30)x(10/2) = 3.85 = 233 # SW-4 +3.32 =4.5'+8'+4'Ft (1.25-0.125x(8.1/4))x350 #/Ft =349 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS L10/ RB Engineers, Inc.Project:Century 1797 By:RB/MJT Client:Date: Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 2 (Quake) L =10 ft TLRF =5 ft (conservative) P =317 lb/ft P x L =10x317 =3.17 kip D 0.7Ev (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =3.17x8.0=25.36 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 0.65 0.10 0.29 MR =[(0.29+0.29)x0.5x10+0.14x10] = 4.25 kip - ft H=8 T = C = MoT - MR =2.11 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 0.64 0.10 0.29 MoT L = 10 feet Therefore use (2)CS16 hold downs at each end L11/ RB Engineers, Inc.Project:Century 1797 By:RB/MJT Client:Date: Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 3 (Quake) L =4 ft TLRF =5 ft (conservative) P =167 lb/ft P x L =4x167 =0.67 kip D 0.7Ev (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.67x8.0=5.34 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 0.26 0.04 0.12 MR =[(0.12+0.12)x0.5x4+0.14x4] = 1.00 kip - ft H=8 T = C = MoT - MR =1.08 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 0.26 0.04 0.12 MoT L = 4 feet Therefore use (1)CS16 hold downs at each end L12/ RB Engineers, Inc.Project:Century 1797 By:RB/MJT Client:Date: Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 5 (Quake) L =12.5 ft TLRF =5 ft (conservative) P =346 lb/ft P x L =12.5x346 =4.33 kip D 0.7Ev (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =4.33x8.0=34.60 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 0.81 0.12 0.37 MR =[(0.37+0.36)x0.5x12.5+0.27x12.5] = 7.91 kip - ft H=8 T = C = MoT - MR =2.13 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 0.80 0.12 0.36 MoT L = 12.5 feet Therefore use STHD14 hold downs at each end L13/ RB Engineers, Inc.Project:Century 1797 By:RB/MJT Client:Date: Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 2 (Quake) L =30 ft TLRF =5 ft (conservative) P =111 lb/ft P x L =30x111 =3.33 kip D 0.7Ev (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =3.33x8.0=26.64 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 1.95 0.29 0.88 MR =[(0.88+0.86)x0.5x30+0.14x30] = 30.19 kip - ft H=8 T = C = MoT - MR =-0.12 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 1.92 0.29 0.86 MoT L = 8 feet Therefore NO hold downs needed. L14/ RB Engineers, Inc.Project:Century 1797 By:RB/MJT Client:Date: Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 5 (Quake) L =4.5 ft TLRF =5 ft (conservative) P =233 lb/ft P x L =4.5x233 =1.05 kip D 0.7Ev (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =1.05x8.0=8.39 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 0.29 0.04 0.13 MR =[(0.13+0.13)x0.5x4.5+0.29x4.5] = 1.80 kip - ft H=8 T = C = MoT - MR =1.46 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 0.29 0.04 0.13 MoT L = 4.5 feet Therefore use STHD14 hold downs at each end L15/ X1Y1X2LL1/ LL2/ LL3/ RB Engineers, Inc.Project:Plan 1797 Garage By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral CalculationsPage: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch:5:12(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:1.20 (ASCE 7-16) Using Allowable Stress Design, 2.4.5 Basic Combinations option 7: 0.6 D + 0.6 W X – X Direction Σ Fw Upper =(19.9x(4.5/2(4.5+6.5)+4.5/2(4.5+6.5)) + 14.4x(12.5x6.5+(12.5x2.75/2)) /1000 = 2.42 x 1.2 Kzt x 0.6 =1.74 kip Upper Min =((16x(49.5+98.4375) + 8x(0+0)) / 1000) x 1.2 Kzt x 0.6 =1.70 kip Y – Y Direction Σ Fw Upper =(19.9x(4x2+4x2) + 14.4x(6x4) + 3.2x(2x5.5+2x5.5) + 3.3x(6x5.5)) / 1000 = 0.85 x 1.2 Kzt x 0.6 =0.61 kip Upper Min =((16x(16+24) + 8x(22+33)) / 1000) x 1.2 Kzt x 0.6 =0.78 kip LL4/ RB Engineers, Inc.Project:Plan 1797 Garage By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 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 = 1.6 - Critical Values per Latest SEAOC website; S1 = 0.57 - Critical Values per Latest SEAOC website; Fa = 1.0 per Table 11.4-1 Fv = 1.8 per Table 11.4-2 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 (1.6) = 1.07 (11.4-3), Seismic Design Category "D", Table 11.6-1 Sd1 = 2/3 * Sm1 = 2/3 (1.03) = .69 (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) = 0.13 SEC Section 11.4.6 Ts = Sd1 /Sds = 0.64 SEC Section 11.4.6 Tstruc = Ct * (Hn)^3/4 = 0.020 (25.3)^3/4 = 0.23 SEC (12.8-7); Ct=.02, Table 12.8-2 Where To ≤ Tstruc ≤ Ts; Sa = Sds = 1.07 Section 11.4.6, item 2 R = 6.5 for Wood Shear Walls per ASCE 7-16 Table 12.2-1, item 15 Ie=1.0 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 LL5/ RB Engineers, Inc.Project:Plan 1797 Garage By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Upper Area:276.5 feet 2 Roof Dead Load:13 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 Upper Weight =276.5 x (13+8) = =5.81 kip 5.81 kip Vbase = Cs x Σ Weight = 0.16 x 5.81 =0.93 kip Vasd =Vbase x 0.7 x ρ =0.85 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Upper:5.81 kip 9.5 Feet 55.16 55.16 Fq Upper:5.81 x (55.16/55.16) = = 0.85 kip Therefore, wind governs in theX-X direction at the Upper floor. LL6/ RB Engineers, Inc.Project:Plan 1797 Garage By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 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 @ Upper:1.74 kips 1.74 k / 22 ft =79.1 #/Ft V @ X 1 =(1.74/22)x(22/2) =0.87 = 129 # SW-4 6.75'Ft V @ X 2 =(1.74/22)x(22/2) =0.87 < 1.675 k LRP capcity SW-3 LRP 1x24"x8' = 1675 lb LL7/ RB Engineers, Inc.Project:Plan 1797 Garage By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 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 @ Upper:0.78 kips 0.78 k / 10 ft =77.8 #/Ft V @ Y 1 =(0.78/10)x(10) =0.78 = 35 # SW-6 22'Ft LL8/ RB Engineers, Inc.Project:Plan 1797 Garage By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 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 @ Upper:0.85 kips 0.85 k / 22 ft =38.4 #/Ft V @ X 1 =(0.85/22)x(22/2) =0.42 = 63 # SW-4 6.75'Ft V @ X 2 =(0.85/22)x(22/2) =0.42 < 1.675 k LRP capcity SW-3 LRP 1x24"x8' = 1675 lb LL9/ RB Engineers, Inc.Project:Plan 1797 Garage By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 602-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Upper:0.85 kips 0.85 k / 10 ft =84.5 #/Ft V @ Y 1 =(0.85/10)x(10) =0.85 = 38 # SW-6 22'Ft LL10/ RB Engineers, Inc.Project:Century 1797 By:RB/MJT Client:Date: Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 1 (Wind) L =6.75 ft TLRF =5 ft (conservative) P =129 lb/ft P x L =6.75x129 =0.87 kip D 0.7Ev (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.87x8.0=6.97 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 0.44 0.07 0.20 MR =[(0.20+0.19)x0.5x6.75+0.14x6.75] = 2.23 kip - ft H=8 T = C = MoT - MR =0.70 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 0.43 0.06 0.19 MoT L = 6.75 feet Therefore use STHD14 hold downs at each end LL11/ RB Engineers, Inc.Project:Century 1797 By:RB/MJT Client:Date: Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 1 (Quake) L =22 ft TLRF =5 ft (conservative) P =38 lb/ft P x L =22x38 =0.84 kip D 0.7Ev (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.84x8.0=6.69 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 1.43 0.21 0.64 MR =[(0.64+0.63)x0.5x22+0.14x22] = 17.03 kip - ft H=8 T = C = MoT - MR =-0.47 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 1.41 0.21 0.63 MoT L = 22 feet Therefore NO hold downs needed. LL12/ RB Engineers, Inc.Project:Plan 1797 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Date:12/3/2020 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com SHEARWALL SCHEDULE Typ. Ext. Wall Construction SW-6 1) Sheathing: 1/2" Plywood or 7/16" O.S.B Exterior Side, Blocked, Nail or w/ 8d @ 6" O.C. All edges and @ 12" O.C. Field 2) Bolt Sill Plate to Concrete w/ 5/8" DIA. X 10" A.B.'s @ 48" O.C. 1 3) Nail bottom plate to framing below w/ 16d @ 4" O.C. 4) Fasten double plate to joist or blocking above per details on S1 & S2. Shearwall Schedule -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-4 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 4" O.C. all edges and 12" O.C. field. 2) Bolt sill plate to concrete w/ 5/8" DIA. X 10" A.B.'s @ 32" O.C. 2 3) Nail bottom plate to framing below w/ 16d @ 3" O.C. 4) Fasten double plate to joist or blocking above per details on S1 & S2. -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood two sides -- -- -- -- -- -- -- -- (2)SW-3 1) Sheathing: 1/2" plywood or O.S.B. two sides, blocked, nail w/ 8d @ 3" O.C. or all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA. X 10" exp. Bolts @ 12" O.C. 3 3) Fasten double bottom plates to double joist or blocking below w/ 2 rows 2 layers 16d @ 6" O.C. or 2 rows A35 clips @ 16" O.C. 4) Fasten double top plates to double joist or blocking above w/ 2 rows A35 clips @ 16" O.C. or per details on S1 & S2 5) Use 3x all framing members receiving en. From abutting panels -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-3 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 3" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 24" O.C. (U.N.O.) 4 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Use (2) 2x studs @ 16" O.C. at detail D / S1 (U.N.O.) 5) Provide 3x stud framing at all members receiving edge nailing from abutting panels (U.N.O.) -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-2 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 2" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 16" O.C. 5 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Provide 3x stud framing at all members receiving edge nailing from abutting panels Capacity: 240 lb/ft Capacity: 350 lb/ft Capacity: 900 lb/ft Capacity: 450 lb/ft Capacity: 585 lb/ft LL13/13 B1/26BEAM KEY PLANBM #1A B2/26BEAM KEY PLANBM #1B B3/26BEAM KEY PLANBM #2 B4/26BEAM KEY PLANBM #3BM #4BM #5 B5/26BEAM KEY PLANBM #6 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 A Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, 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. Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 16.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.271: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 34.96 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.194 : 1 3.241 ft= = 292.36 psi Maximum Deflection 0 <360 5032 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 7649Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.010 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.103 0.074 0.90 1.200 1.00 1.00 1.00 0.42 100.02 972.00 0.26 162.001.00 11.96 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.271 0.194 1.00 1.200 1.00 1.00 1.00 1.22 292.36 1080.00 0.75 180.001.00 34.96 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.181 0.130 1.25 1.200 1.00 1.00 1.00 1.02 244.27 1350.00 0.63 225.001.00 29.21 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.035 0.025 1.60 1.200 1.00 1.00 1.00 0.25 60.01 1728.00 0.15 288.001.00 7.18 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0095 2.015 0.0000 0.000 B6/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 A Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0033 2.015 0.0000 0.000in ftinft +D+L 1 0.0095 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0080 2.015 0.0000 0.000in ftinft +0.60D 1 0.0020 2.015 0.0000 0.000in ftinft L Only 1 0.0063 2.015 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.216 1.216 Overall MINimum 0.800 0.800 D Only 0.416 0.416 +D+L 1.216 1.216 +D+0.750L 1.016 1.016 +0.60D 0.250 0.250 L Only 0.800 0.800 . B7/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 A Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: B8/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 B Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, 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. Load for Span Number 1 Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 1.0 -->> 4.0 ft, Tributary Width = 16.0 ft Point Load : D = 0.350, L = 0.650 k @ 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.354: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.708 ft 66.44 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.369 : 1 0.000 ft= = 382.01 psi Maximum Deflection 0 <360 3842 Ratio =0 <240 Max Downward Transient Deflection 0.008 in 5864Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.012 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.136 0.142 0.90 1.200 1.00 1.00 1.00 0.55 131.78 972.00 0.50 162.001.00 23.00 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.354 0.369 1.00 1.200 1.00 1.00 1.00 1.59 382.01 1080.00 1.43 180.001.00 66.44 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.237 0.247 1.25 1.200 1.00 1.00 1.00 1.33 319.45 1350.00 1.20 225.001.00 55.58 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.046 0.048 1.60 1.200 1.00 1.00 1.00 0.33 79.07 1728.00 0.30 288.001.00 13.80 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0125 1.956 0.0000 0.000 B9/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 B Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0043 1.956 0.0000 0.000in ftinft +D+L 1 0.0125 1.956 0.0000 0.000in ftinft +D+0.750L 1 0.0104 1.956 0.0000 0.000in ftinft +0.60D 1 0.0026 1.956 0.0000 0.000in ftinft L Only 1 0.0082 1.956 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.434 1.390 Overall MINimum 0.938 0.913 D Only 0.497 0.478 +D+L 1.434 1.390 +D+0.750L 1.200 1.162 +0.60D 0.298 0.287 L Only 0.938 0.913 . B10/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 B Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: B11/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, 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. Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 6.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.603: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.875 ft 43.60 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 0.242 : 1 9.003 ft= = 651.38 psi Maximum Deflection 0 <360 926 Ratio =0 <240 Max Downward Transient Deflection 0.083 in 1408Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.126 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 9.750 ft 1 0.229 0.092 0.90 1.200 1.00 1.00 1.00 0.93 222.84 972.00 0.32 162.001.00 14.92 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.603 0.242 1.00 1.200 1.00 1.00 1.00 2.71 651.38 1080.00 0.94 180.001.00 43.60 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.403 0.162 1.25 1.200 1.00 1.00 1.00 2.26 544.25 1350.00 0.79 225.001.00 36.43 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.077 0.031 1.60 1.200 1.00 1.00 1.00 0.56 133.70 1728.00 0.19 288.001.00 8.95 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1263 4.911 0.0000 0.000 B12/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0432 4.911 0.0000 0.000in ftinft +D+L 1 0.1263 4.911 0.0000 0.000in ftinft +D+0.750L 1 0.1055 4.911 0.0000 0.000in ftinft +0.60D 1 0.0259 4.911 0.0000 0.000in ftinft L Only 1 0.0831 4.911 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.112 1.112 Overall MINimum 0.731 0.731 D Only 0.380 0.380 +D+L 1.112 1.112 +D+0.750L 0.929 0.929 +0.60D 0.228 0.228 L Only 0.731 0.731 . B13/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: B14/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, 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. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 8.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.501: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 51.74 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.287 : 1 0.000 ft= = 540.96 psi Maximum Deflection 0 <360 1813 Ratio =0 <240 Max Downward Transient Deflection 0.029 in 2450Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.040 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.145 0.083 0.90 1.200 1.00 1.00 1.00 0.59 140.65 972.00 0.29 162.001.00 13.45 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.501 0.287 1.00 1.200 1.00 1.00 1.00 2.25 540.96 1080.00 1.12 180.001.00 51.74 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.327 0.187 1.25 1.200 1.00 1.00 1.00 1.83 440.88 1350.00 0.91 225.001.00 42.17 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.049 0.028 1.60 1.200 1.00 1.00 1.00 0.35 84.39 1728.00 0.17 288.001.00 8.07 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0397 3.022 0.0000 0.000 B15/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0103 3.022 0.0000 0.000in ftinft +D+L 1 0.0397 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0324 3.022 0.0000 0.000in ftinft +0.60D 1 0.0062 3.022 0.0000 0.000in ftinft L Only 1 0.0294 3.022 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.500 1.500 Overall MINimum 1.110 1.110 D Only 0.390 0.390 +D+L 1.500 1.500 +D+0.750L 1.223 1.223 +0.60D 0.234 0.234 L Only 1.110 1.110 . B16/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: B17/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, 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. 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 = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.651: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.125 ft 93.96 psi= = 2,400.00 psi 5.50 X 13.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.50 X 13.50 Maximum Shear Stress Ratio 0.355 : 1 0.000 ft= = 1,562.44 psi Maximum Deflection 0 <480 380 Ratio =0 <240 Max Downward Transient Deflection 0.381 in 511Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.512 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 16.250 ft 1 0.186 0.101 0.90 1.000 1.00 1.00 1.00 5.58 400.69 2160.00 1.19 238.501.00 24.10 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.651 0.355 1.00 1.000 1.00 1.00 1.00 21.75 1,562.44 2400.00 4.65 265.001.00 93.96 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.424 0.231 1.25 1.000 1.00 1.00 1.00 17.71 1,272.00 3000.00 3.79 331.251.00 76.49 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.063 0.034 1.60 1.000 1.00 1.00 1.00 3.35 240.41 3840.00 0.72 424.001.00 14.46 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.5123 8.184 0.0000 0.000 B18/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1314 8.184 0.0000 0.000in ftinft +D+L 1 0.5123 8.184 0.0000 0.000in ftinft +D+0.750L 1 0.4171 8.184 0.0000 0.000in ftinft +0.60D 1 0.0788 8.184 0.0000 0.000in ftinft L Only 1 0.3809 8.184 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.354 5.354 Overall MINimum 3.981 3.981 D Only 1.373 1.373 +D+L 5.354 5.354 +D+0.750L 4.359 4.359 +0.60D 0.824 0.824 L Only 3.981 3.981 . B19/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: B20/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 10.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.299: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.250 ft 36.70 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 0.204 : 1 3.745 ft= = 322.55 psi Maximum Deflection 0 <480 4054 Ratio =0 <240 Max Downward Transient Deflection 0.010 in 5372Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.013 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 4.50 ft 1 0.081 0.056 0.90 1.200 1.00 1.00 1.00 0.33 79.12 972.00 0.19 162.001.00 9.00 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.50 ft 1 0.299 0.204 1.00 1.200 1.00 1.00 1.00 1.34 322.55 1080.00 0.79 180.001.00 36.70 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.50 ft 1 0.194 0.132 1.25 1.200 1.00 1.00 1.00 1.09 261.69 1350.00 0.64 225.001.00 29.78 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.50 ft 1 0.027 0.019 1.60 1.200 1.00 1.00 1.00 0.20 47.47 1728.00 0.12 288.001.00 5.40 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0133 2.266 0.0000 0.000 B21/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0033 2.266 0.0000 0.000in ftinft +D+L 1 0.0133 2.266 0.0000 0.000in ftinft +D+0.750L 1 0.0108 2.266 0.0000 0.000in ftinft +0.60D 1 0.0020 2.266 0.0000 0.000in ftinft L Only 1 0.0101 2.266 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.193 1.193 Overall MINimum 0.900 0.900 D Only 0.293 0.293 +D+L 1.193 1.193 +D+0.750L 0.968 0.968 +0.60D 0.176 0.176 L Only 0.900 0.900 . B22/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: B23/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, 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. Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 12.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.812: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.000 ft 68.47 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 0.380 : 1 7.241 ft= = 877.07 psi Maximum Deflection 0 <360 838 Ratio =0 <240 Max Downward Transient Deflection 0.075 in 1274Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.114 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 8.0 ft 1 0.309 0.145 0.90 1.200 1.00 1.00 1.00 1.25 300.05 972.00 0.51 162.001.00 23.42 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.812 0.380 1.00 1.200 1.00 1.00 1.00 3.65 877.07 1080.00 1.48 180.001.00 68.47 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.543 0.254 1.25 1.200 1.00 1.00 1.00 3.05 732.82 1350.00 1.23 225.001.00 57.21 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.104 0.049 1.60 1.200 1.00 1.00 1.00 0.75 180.03 1728.00 0.30 288.001.00 14.05 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1144 4.029 0.0000 0.000 B24/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0392 4.029 0.0000 0.000in ftinft +D+L 1 0.1144 4.029 0.0000 0.000in ftinft +D+0.750L 1 0.0956 4.029 0.0000 0.000in ftinft +0.60D 1 0.0235 4.029 0.0000 0.000in ftinft L Only 1 0.0753 4.029 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.824 1.824 Overall MINimum 1.200 1.200 D Only 0.624 0.624 +D+L 1.824 1.824 +D+0.750L 1.524 1.524 +0.60D 0.374 0.374 L Only 1.200 1.200 . B25/26 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: B26/26 F1/7BM #3BM #4F #2F #1FOOTING KEY PLAN General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30 Flexure =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. # Dimensions Width parallel to X-X Axis 2.5 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 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 1.050 3.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F2/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM 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 0.4965 Soil Bearing 0.7447 ksf 1.50 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 0.1662 Z Flexure (+X)0.7575 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1662 Z Flexure (-X)0.7575 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1662 X Flexure (+Z)0.7575 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1662 X Flexure (-Z)0.7575 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.1778 1-way Shear (+X)13.332 psi 75.0 psi +1.20D+1.60L PASS 0.1778 1-way Shear (-X)13.332 psi 75.0 psi +1.20D+1.60L PASS 0.1778 1-way Shear (+Z)13.332 psi 75.0 psi +1.20D+1.60L PASS 0.1778 1-way Shear (-Z)13.332 psi 75.0 psi +1.20D+1.60L PASS 0.3937 2-way Punching 59.049 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 1.50 n/a0.2647 0.2647 n/a 0.1770.0n/a X-X, +D+L 1.50 n/a0.7447 0.7447 n/a 0.4970.0n/a X-X, +D+0.750L 1.50 n/a0.6247 0.6247 n/a 0.4170.0n/a X-X, +0.60D 1.50 n/a0.1588 0.1588 n/a 0.1060.0n/a Z-Z, D Only 1.50 0.2647n/a n/a 0.2647 0.177n/a0.0 Z-Z, +D+L 1.50 0.7447n/a n/a 0.7447 0.497n/a0.0 Z-Z, +D+0.750L 1.50 0.6247n/a n/a 0.6247 0.417n/a0.0 Z-Z, +0.60D 1.50 0.1588n/a n/a 0.1588 0.106n/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 0.1838 +Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +1.40D 0.1838 -Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +1.20D+1.60L 0.7575 +Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +1.20D+1.60L 0.7575 -Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +1.20D+L 0.5325 +Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +1.20D+L 0.5325 -Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +1.20D 0.1575 +Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +1.20D 0.1575 -Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +0.90D 0.1181 +Z Bottom 0.1728 Min Temp %0.320 4.559 OK X-X, +0.90D 0.1181 -Z Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +1.40D 0.1838 -X Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +1.40D 0.1838 +X Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +1.20D+1.60L 0.7575 -X Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +1.20D+1.60L 0.7575 +X Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +1.20D+L 0.5325 -X Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +1.20D+L 0.5325 +X Bottom 0.1728 Min Temp %0.320 4.559 OK F3/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM 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 0.1575 -X Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +1.20D 0.1575 +X Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +0.90D 0.1181 -X Bottom 0.1728 Min Temp %0.320 4.559 OK Z-Z, +0.90D 0.1181 +X Bottom 0.1728 Min Temp %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 3.23 3.23 3.23 3.23 3.23 75.00 0.04psipsipsipsipsipsi OK +1.20D+1.60L 13.33 13.33 13.33 13.33 13.33 75.00 0.18psipsipsipsipsipsi OK +1.20D+L 9.37 9.37 9.37 9.37 9.37 75.00 0.13psipsipsipsipsipsi OK +1.20D 2.77 2.77 2.77 2.77 2.77 75.00 0.04psipsipsipsipsipsi OK +0.90D 2.08 2.08 2.08 2.08 2.08 75.00 0.03psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 14.32 150.00 0.09549 OKpsipsi +1.20D+1.60L 59.05 150.00 0.3937 OKpsipsi +1.20D+L 41.51 150.00 0.2767 OKpsipsi +1.20D 12.28 150.00 0.08185 OKpsipsi +0.90D 9.21 150.00 0.06139 OKpsipsi F4/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30 Flexure =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. # 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 = 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 1.060 1.80 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 = F5/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM 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 0.9120 Soil Bearing 1.368 ksf 1.50 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 0.07080 Z Flexure (+X)0.5190 k-ft/ft 7.331 k-ft/ft +1.20D+1.60L PASS 0.07080 Z Flexure (-X)0.5190 k-ft/ft 7.331 k-ft/ft +1.20D+1.60L PASS 0.07080 X Flexure (+Z)0.5190 k-ft/ft 7.331 k-ft/ft +1.20D+1.60L PASS 0.07080 X Flexure (-Z)0.5190 k-ft/ft 7.331 k-ft/ft +1.20D+1.60L PASS 0.1353 1-way Shear (+X)10.149 psi 75.0 psi +1.20D+1.60L PASS 0.1353 1-way Shear (-X)10.149 psi 75.0 psi +1.20D+1.60L PASS 0.1353 1-way Shear (+Z)10.149 psi 75.0 psi +1.20D+1.60L PASS 0.1353 1-way Shear (-Z)10.149 psi 75.0 psi +1.20D+1.60L PASS 0.2551 2-way Punching 38.265 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 1.50 n/a0.5678 0.5678 n/a 0.3790.0n/a X-X, +D+L 1.50 n/a1.368 1.368 n/a 0.9120.0n/a X-X, +D+0.750L 1.50 n/a1.168 1.168 n/a 0.7790.0n/a X-X, +0.60D 1.50 n/a0.3407 0.3407 n/a 0.2270.0n/a Z-Z, D Only 1.50 0.5678n/a n/a 0.5678 0.379n/a0.0 Z-Z, +D+L 1.50 1.368n/a n/a 1.368 0.912n/a0.0 Z-Z, +D+0.750L 1.50 1.168n/a n/a 1.168 0.779n/a0.0 Z-Z, +0.60D 1.50 0.3407n/a n/a 0.3407 0.227n/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 0.1855 +Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +1.40D 0.1855 -Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +1.20D+1.60L 0.5190 +Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +1.20D+1.60L 0.5190 -Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +1.20D+L 0.3840 +Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +1.20D+L 0.3840 -Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +1.20D 0.1590 +Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +1.20D 0.1590 -Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +0.90D 0.1193 +Z Bottom 0.1728 Min Temp %0.5333 7.331 OK X-X, +0.90D 0.1193 -Z Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +1.40D 0.1855 -X Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +1.40D 0.1855 +X Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +1.20D+1.60L 0.5190 -X Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +1.20D+1.60L 0.5190 +X Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +1.20D+L 0.3840 -X Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +1.20D+L 0.3840 +X Bottom 0.1728 Min Temp %0.5333 7.331 OK F6/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century Plan 1797.ec6 Project Title:1797 Engineer: Project ID: Printed: 13 JUL 2021, 3:53PM 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 0.1590 -X Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +1.20D 0.1590 +X Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +0.90D 0.1193 -X Bottom 0.1728 Min Temp %0.5333 7.331 OK Z-Z, +0.90D 0.1193 +X Bottom 0.1728 Min Temp %0.5333 7.331 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.63 3.63 3.63 3.63 3.63 75.00 0.05psipsipsipsipsipsi OK +1.20D+1.60L 10.15 10.15 10.15 10.15 10.15 75.00 0.14psipsipsipsipsipsi OK +1.20D+L 7.51 7.51 7.51 7.51 7.51 75.00 0.10psipsipsipsipsipsi OK +1.20D 3.11 3.11 3.11 3.11 3.11 75.00 0.04psipsipsipsipsipsi OK +0.90D 2.33 2.33 2.33 2.33 2.33 75.00 0.03psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 13.68 150.00 0.09118 OKpsipsi +1.20D+1.60L 38.27 150.00 0.2551 OKpsipsi +1.20D+L 28.31 150.00 0.1887 OKpsipsi +1.20D 11.72 150.00 0.07815 OKpsipsi +0.90D 8.79 150.00 0.05861 OKpsipsi F7/7