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Century 2386 GL Final 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 2386 PROJECT #: 21-8448 BY: R.B. / MJT DATE: 12/08/2021 PAGE G1 OF 50 STRUCTURAL COMPUTATIONS FOR CENTURY 2386 A&B&C GARAGE LEFT YELM, WA 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 LATERAL ___________________________________________ L1 – L15 BEAM ___________________________________________ B1 – B25 FOOTING ___________________________________________ F1 – F7 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. RB Engineers, Inc.Project:Century 2386 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design WorksDate:12/2/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 Sprinkler (Only If A>4000 sqft)2 TOTAL DEAD LOAD =13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load G2/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design Works Date:12/2/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR Item Material Load PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures 1.0 Framing TJI's 3.0 Misc 1.5 Sprinkler (Only If A>4000 sqft)2 TOTAL DEAD LOAD =13 PSF LIVE LOADS -Residential - 40 psf (reducible) -Office - 50 psf (reducible) -Assembly - 100 psf (non-reducible) -Corridors and Exits - 100 psf (reducible) -Storage - 125 psf (non-reducible) G3/3 Y5 Y4 L1/ L2/ L3/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design WorksDate:12/2/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch:5:12 (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:1.2 (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(2x5+(5+8.5)x4+.5x(9+5.5)x8.25) + 14.4x(.5x(8.5+14)x12.5+(14+9)x6) + 3.2x(2x3.5+.5x(5.75+2.25)x9.5) + 3.3x(.5x5.5x2.25) = 6.67 6.67 x 1.2 Kzt x 0.6 =4.80 kip Σ Fw Upper =19.9x(8.25x9.5+2x4.75+8.25x9.5) + 14.4x(24.5x9.5) = 5.11 5.11 x 1.2 Kzt x 0.6 =3.68 kip Roof Min =[(125.5+278.75)x16+(44.5+6.25)x8)]x1.2x0.6 =4.95 kip Upper Min =[(166.25+232.75)x16+(0+0)x8)]x1.2x0.6 =4.60 kip Y – Y Direction Σ Fw Roof =19.9x(7x5+7x5) + 14.4x(21x5) + 3.2x(8x8.75+8x8.75) + 3.3x(21x8.75) = 3.96 4.79 x 1.2 Kzt x 0.6 =2.85 kip Σ Fw Upper =19.9x(7x9.5+7x9.5) + 14.4x(21x9.5) = 5.52 5.52 x 1.2 Kzt x 0.6 =3.97 kip Roof Min =[(70+105)x16+(140+183.75)x8)]x1.2x0.6 =3.88 kip Upper Min =[(133+199.5)x16+(0+0)x8)]x1.2x0.6 =3.83 kip L4/ RB Engineers, Inc.Project:By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:6/1/2021 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 L5/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design WorksDate:12/2/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1621 feet 2 Roof Dead Load:13 psf Upper Area:1665 feet 2 Floor Dead Load:13 psf Wall Dead Load:8 psf ASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7Ev ASCE 7-16 Table 12.2-1: Overstrength factor, Ω = 2.5 DEAD LOAD OF STRUCTURE Roof Weight =1621 x (13+8) = =34.04 kip Upper Weight =1665 x (13+8) ==34.97 kip 69.01 kip Vbase = Cs x Σ Weight = 0.16 x 69.01 =11.04 kip Vasd =Vbase x 0.7 x ρ =10.05 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:34.04 kip 19.25 Feet 655.29 Upper:34.97 kip 9.5 Feet 332.17 987.46 Fq Roof:10.05 x (655.29/987.46) = = 6.67 kip Fq Upper:10.05 x (332.17/987.46) = = 3.38 kip Therefore quake governs all. L6/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design WorksDate:12/2/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:4.95 kips 4.95 k / 43 ft =115.1 #/Ft V @ X 1 =(4.95/43)x(40/2) =2.30 = 82 # SW-4 9'+19'Ft V @ X 2 =(4.95/43)x(40/2+3) =2.65 = 115 # SW-4 4'+4'+5.5'+4.75'+4.75'Ft Fw X – X @ Upper:4.60 kips 4.60 k / 41 ft =112.1 #/Ft V @ X 3 =(4.60/41)x(19/2) =3.37 = 177 # SW-4 + 2.30 =5'+5'+3'+6'Ft V @ X 4 =(4.60/41)x(19/2+21/2) =2.24 = 121 # SW-4 18.5'Ft V @ X 5 =(4.60/41)x(21/2+1)1.21 = 201 # SW-4 + 2.65-2.73=3'+3'Ft LRP 2x8x21 = 2x1365 = 2730 lb capacity L7/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design WorksDate:12/2/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:3.88 kips 3.88 k / 35 ft =110.9 #/Ft V @ Y 1 =(3.88/35)x(35/2) =1.94 = 49 # SW-4 24.5'+15.5'Ft V @ Y 2 =(3.88/35)x(35/2) =1.94 = 55 # SW-4 15.25'+19.75'Ft Fw Y – Y @ Roof:3.97 kips 3.97 k / 35 ft =113.5 #/Ft V @ Y 3 =(3.97/35)x(19/2)3.02 = 87 # SW-4 + 1.94 =4.5'+30.25'Ft V @ Y 4 =(3.97/35)x(19/2+16/2)=1.99 = 107 # SW-4 18.5'Ft V @ Y 5 =(3.97/35)x(16/2)2.85 = 71 # SW-4 + 1.94 =40'Ft L8/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design WorksDate:12/2/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:6.67 kips 6.67 k / 43 ft =155.1 #/Ft V @ X 1 =(6.67/43)x(40/2) =3.10 = 111 # SW-4 9'+19'Ft V @ X 2 =(6.67/43)x(40/2+3) =3.57 = 155 # SW-4 4'+4'+5.5'+4.75'+4.75'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:3.38 kips 3.38 k / 41 ft =82.4 #/Ft V @ X 3 =(3.38/41)x(19/2) =3.88 = 204 # SW-4 + 3.10 =5'+5'+3'+6'Ft (1.25-0.125x(8.1/3))x350 #/Ft = 319 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 4 =(3.38/41)x(19/2+21/2) =1.65 = 89 # SW-4 18.5'Ft V @ X 5 =(3.38/41)x(21/2+1)1.78 = 297 # SW-4 + 3.57 -2.73=3'+3'Ft (1.25-0.125x(8.1/3))x350 #/Ft = 319 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS LRP 2x8x21 = 2x1365 = 2730 lb L9/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst Design WorksDate:12/2/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:6.67 kips 6.67 k / 35 ft =190.5 #/Ft V @ Y 1 =(6.67/35)x(35/2) =3.33 = 83 # SW-4 24.5'+15.5'Ft V @ Y 2 =(6.67/35)x(35/2) =3.33 = 95 # SW-4 15.25'+19.75'Ft Fw Y – Y @ Roof:3.38 kips 3.38 k / 35 ft =96.6 #/Ft V @ Y 3 =(3.38/35)x(19/2)4.25 = 122 # SW-4 + 3.33 =4.5'+30.25'Ft V @ Y 4 =(3.38/35)x(19/2+16/2)=1.69 = 91 # SW-4 18.5'Ft V @ Y 5 =(3.38/35)x(16/2)4.11 = 103 # SW-4 + 3.33 =40'Ft L10/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT Client:Brobst Design Works Date:12/2/2021 Subject:Lateral Page: CHECK OVERTURNING FOR:X 2 (Quake) L =4 ft TLRF =5 ft (conservative) P =155 lb/ft P x L =4 x 155 0.62 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.62 x 8.1 5.02 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.26 0.04 0.12 MR =[(0.12+0.12)x0.5x4+0.14x4] = 1.01 kip - ft H=8.1 F = MoT - MR / L =1.00 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.26 0.04 0.12 MoT L L = 4' Therefore use (1)CS16 hold downs at each end L11/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT Client:Brobst Design Works Date:12/2/2021 Subject:Lateral Page: CHECK OVERTURNING FOR:X 5 (Quake) L =3 ft TLRF =5 ft (conservative) P =297 lb/ft P x L =3 x 297 0.89 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =0.89 x 8.1 7.22 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.20 0.03 0.09 MR =[(0.09+0.09)x0.5x3+0.27x3] = 1.07 kip - ft H=8.1 F = MoT - MR / L =2.05 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.19 0.03 0.09 MoT L L = 3' Therefore use (1)STHD14 hold downs at each end L12/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT Client:Brobst Design Works Date:12/2/2021 Subject:Lateral Page: CHECK OVERTURNING FOR:Y 2 (Quake) L =15.25 ft TLRF =5 ft (conservative) P =95 lb/ft P x L =15.25 x 95 1.45 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =1.45 x 8.1 11.73 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.99 0.15 0.45 MR =[(0.45+0.45)x0.5x15.25+0.14x15.25] = 8.86 kip - ft H=8.1 F = MoT - MR / L =0.19 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.99 0.15 0.45 MoT L L = 15.25' Therefore NO Hold dwons needed. L13/ RB Engineers, Inc.Project:Century 2386 By:RB/MJT Client:Brobst Design Works Date:12/2/2021 Subject:Lateral Page: CHECK OVERTURNING FOR:Y 3 (Quake) L =4.5 ft TLRF =5 ft (conservative) P =122 lb/ft P x L =4.5 x 122 0.55 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =0.65 x 8.1 4.45 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.29 0.04 0.13 MR =[(0.13+0.13)x0.5x4.5+0.27x4.5] = 1.81 kip - ft H=8.1 F = MoT - MR / L =0.59 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.29 0.04 0.13 MoT L = 4.5' Therefore NO Hold dwons needed. L14/ RB Engineers, Inc.Project:By:RB/MJT 1312 2nd St Kirkland, WA Client:Date: Phone: (425) 822-3009 Subject:Lateral 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 L15/15 B1/25BM #1BEAM KEY PLAN B2/25BM #2BEAM KEY PLAN B3/25BM #3BEAM KEY PLAN B4/25BM #4BM #5BM #6BM #7BEAM KEY PLAN Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 1:54PM 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 = 0.0250 ksf, Tributary Width = 21.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.799: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 82.58 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 0.459 : 1 0.000 ft= = 863.37 psi Maximum Deflection 0 <360 1136 Ratio =0 <240 Max Downward Transient Deflection 0.042 in 1726Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.063 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 0.304 0.174 0.90 1.200 1.00 1.00 1.00 1.23 295.36 972.00 0.61 162.001.00 28.25 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 0.799 0.459 1.00 1.200 1.00 1.00 1.00 3.59 863.37 1080.00 1.78 180.001.00 82.58 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 0.534 0.307 1.25 1.200 1.00 1.00 1.00 3.00 721.37 1350.00 1.49 225.001.00 69.00 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 0.103 0.059 1.60 1.200 1.00 1.00 1.00 0.74 177.22 1728.00 0.37 288.001.00 16.95 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0634 3.022 0.0000 0.000 B5/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 1:54PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0217 3.022 0.0000 0.000in ftinft +D+L 1 0.0634 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0529 3.022 0.0000 0.000in ftinft +0.60D 1 0.0130 3.022 0.0000 0.000in ftinft L Only 1 0.0417 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 2.394 2.394 Overall MINimum 1.575 1.575 D Only 0.819 0.819 +D+L 2.394 2.394 +D+0.750L 2.000 2.000 +0.60D 0.491 0.491 L Only 1.575 1.575 . B6/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 1:54PM Project Descr: B7/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:01PM 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 = 19.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.272: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 38.32 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 0.213 : 1 0.000 ft= = 317.89 psi Maximum Deflection 0 <360 4837 Ratio =0 <240 Max Downward Transient Deflection 0.005 in 7352Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.007 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 = 3.0 ft 1 0.103 0.081 0.90 1.300 1.00 1.00 1.00 0.28 108.75 1053.00 0.22 162.001.00 13.11 1.00+D+L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.272 0.213 1.00 1.300 1.00 1.00 1.00 0.81 317.89 1170.00 0.65 180.001.00 38.32 1.00+D+0.750L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.182 0.142 1.25 1.300 1.00 1.00 1.00 0.68 265.61 1462.50 0.54 225.001.00 32.02 1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.035 0.027 1.60 1.300 1.00 1.00 1.00 0.17 65.25 1872.00 0.13 288.001.00 7.87 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0074 1.511 0.0000 0.000 B8/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:01PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0025 1.511 0.0000 0.000in ftinft +D+L 1 0.0074 1.511 0.0000 0.000in ftinft +D+0.750L 1 0.0062 1.511 0.0000 0.000in ftinft +0.60D 1 0.0015 1.511 0.0000 0.000in ftinft L Only 1 0.0049 1.511 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.083 1.083 Overall MINimum 0.713 0.713 D Only 0.371 0.371 +D+L 1.083 1.083 +D+0.750L 0.905 0.905 +0.60D 0.222 0.222 L Only 0.713 0.713 . B9/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:01PM Project Descr: B10/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:01PM 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 = 5.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.428: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 32.96 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 0.183 : 1 8.245 ft= = 462.52 psi Maximum Deflection 0 <360 1413 Ratio =0 <240 Max Downward Transient Deflection 0.050 in 2149Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.076 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 = 9.0 ft 1 0.163 0.070 0.90 1.200 1.00 1.00 1.00 0.66 158.23 972.00 0.24 162.001.00 11.28 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.428 0.183 1.00 1.200 1.00 1.00 1.00 1.92 462.52 1080.00 0.71 180.001.00 32.96 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.286 0.122 1.25 1.200 1.00 1.00 1.00 1.61 386.45 1350.00 0.59 225.001.00 27.54 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.055 0.023 1.60 1.200 1.00 1.00 1.00 0.39 94.94 1728.00 0.15 288.001.00 6.77 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0764 4.533 0.0000 0.000 B11/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:01PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0261 4.533 0.0000 0.000in ftinft +D+L 1 0.0764 4.533 0.0000 0.000in ftinft +D+0.750L 1 0.0638 4.533 0.0000 0.000in ftinft +0.60D 1 0.0157 4.533 0.0000 0.000in ftinft L Only 1 0.0503 4.533 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.855 0.855 Overall MINimum 0.563 0.563 D Only 0.293 0.293 +D+L 0.855 0.855 +D+0.750L 0.714 0.714 +0.60D 0.176 0.176 L Only 0.563 0.563 . B12/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:01PM Project Descr: B13/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:07PM 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 = 0.0250 ksf, Tributary Width = 21.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 7.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.557: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 125.55 psi= = 2,400.00 psi 3.50 X 9.0Section 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 3.50 X 9.0 Maximum Shear Stress Ratio 0.474 : 1 0.000 ft= = 1,336.00 psi Maximum Deflection 0 <480 803 Ratio =0 <240 Max Downward Transient Deflection 0.062 in 1167Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.090 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 0.193 0.164 0.90 1.000 1.00 1.00 1.00 1.64 416.00 2160.00 0.82 238.501.00 39.09 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.557 0.474 1.00 1.000 1.00 1.00 1.00 5.26 1,336.00 2400.00 2.64 265.001.00 125.55 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.369 0.314 1.25 1.000 1.00 1.00 1.00 4.35 1,106.00 3000.00 2.18 331.251.00 103.94 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.065 0.055 1.60 1.000 1.00 1.00 1.00 0.98 249.60 3840.00 0.49 424.001.00 23.46 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0896 3.022 0.0000 0.000 B14/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:07PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0279 3.022 0.0000 0.000in ftinft +D+L 1 0.0896 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0742 3.022 0.0000 0.000in ftinft +0.60D 1 0.0167 3.022 0.0000 0.000in ftinft L Only 1 0.0617 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 3.507 3.507 Overall MINimum 2.415 2.415 D Only 1.092 1.092 +D+L 3.507 3.507 +D+0.750L 2.903 2.903 +0.60D 0.655 0.655 L Only 2.415 2.415 . B15/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:07PM Project Descr: B16/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:09PM 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 = 21.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 9.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.568: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 73.30 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 0.407 : 1 3.241 ft= = 613.09 psi Maximum Deflection 0 <480 2399 Ratio =0 <240 Max Downward Transient Deflection 0.014 in 3457Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.020 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 0.193 0.138 0.90 1.200 1.00 1.00 1.00 0.78 187.53 972.00 0.48 162.001.00 22.42 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 0.568 0.407 1.00 1.200 1.00 1.00 1.00 2.55 613.09 1080.00 1.58 180.001.00 73.30 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 0.375 0.269 1.25 1.200 1.00 1.00 1.00 2.11 506.70 1350.00 1.31 225.001.00 60.58 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 0.065 0.047 1.60 1.200 1.00 1.00 1.00 0.47 112.52 1728.00 0.29 288.001.00 13.45 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0200 2.015 0.0000 0.000 B17/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:09PM Project Descr: 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 0.0200 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0165 2.015 0.0000 0.000in ftinft +0.60D 1 0.0037 2.015 0.0000 0.000in ftinft L Only 1 0.0139 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 2.550 2.550 Overall MINimum 1.770 1.770 D Only 0.780 0.780 +D+L 2.550 2.550 +D+0.750L 2.108 2.108 +0.60D 0.468 0.468 L Only 1.770 1.770 . B18/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:09PM Project Descr: B19/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:20PM 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 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. Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 2.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 13.0 ft Point Load : D = 0.50, L = 1.0 k @ 12.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.668: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.467 ft 114.67 psi= = 2,400.00 psi 5.50 X 15.0Section 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 15.0 Maximum Shear Stress Ratio 0.433 : 1 14.774 ft= = 1,604.17 psi Maximum Deflection 0 <480 415 Ratio =0 <240 Max Downward Transient Deflection 0.340 in 564Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.462 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 = 16.0 ft 1 0.196 0.129 0.90 1.000 1.00 1.00 1.00 7.28 423.57 2160.00 1.70 238.501.00 30.83 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.668 0.433 1.00 1.000 1.00 1.00 1.00 27.57 1,604.17 2400.00 6.31 265.001.00 114.67 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.436 0.283 1.25 1.000 1.00 1.00 1.00 22.50 1,308.99 3000.00 5.15 331.251.00 93.71 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.066 0.044 1.60 1.000 1.00 1.00 1.00 4.37 254.14 3840.00 1.02 424.001.00 18.50 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.4625 8.117 0.0000 0.000 B20/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:20PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1222 8.175 0.0000 0.000in ftinft +D+L 1 0.4625 8.117 0.0000 0.000in ftinft +D+0.750L 1 0.3774 8.117 0.0000 0.000in ftinft +0.60D 1 0.0733 8.175 0.0000 0.000in ftinft L Only 1 0.3403 8.117 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.495 7.245 Overall MINimum 4.810 5.310 D Only 1.685 1.935 +D+L 6.495 7.245 +D+0.750L 5.293 5.918 +0.60D 1.011 1.161 L Only 4.810 5.310 . B21/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:20PM Project Descr: B22/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:21PM 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 = 9.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.366: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.625 ft 41.08 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 0.228 : 1 0.000 ft= = 395.12 psi Maximum Deflection 0 <480 2837 Ratio =0 <240 Max Downward Transient Deflection 0.017 in 3759Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.022 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 = 5.250 ft 1 0.100 0.062 0.90 1.200 1.00 1.00 1.00 0.40 96.92 972.00 0.22 162.001.00 10.08 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.366 0.228 1.00 1.200 1.00 1.00 1.00 1.64 395.12 1080.00 0.89 180.001.00 41.08 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.237 0.148 1.25 1.200 1.00 1.00 1.00 1.33 320.57 1350.00 0.72 225.001.00 33.33 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.250 ft 1 0.034 0.021 1.60 1.200 1.00 1.00 1.00 0.24 58.15 1728.00 0.13 288.001.00 6.05 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0222 2.644 0.0000 0.000 B23/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:21PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0054 2.644 0.0000 0.000in ftinft +D+L 1 0.0222 2.644 0.0000 0.000in ftinft +D+0.750L 1 0.0180 2.644 0.0000 0.000in ftinft +0.60D 1 0.0033 2.644 0.0000 0.000in ftinft L Only 1 0.0168 2.644 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.252 1.252 Overall MINimum 0.945 0.945 D Only 0.307 0.307 +D+L 1.252 1.252 +D+0.750L 1.016 1.016 +0.60D 0.184 0.184 L Only 0.945 0.945 . B24/25 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:21PM Project Descr: B25/25 F1/7F #1F #2FOOTING 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 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:25PM 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 2.0 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 = 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 0.60 1.90 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 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 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:25PM 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 0.6040 Soil Bearing 1.208 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 0.08358 Z Flexure (+X)0.470 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.08358 Z Flexure (-X)0.470 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.08358 X Flexure (+Z)0.470 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.08358 X Flexure (-Z)0.470 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1225 1-way Shear (+X)9.191 psi 75.0 psi +1.20D+1.60L PASS 0.1225 1-way Shear (-X)9.191 psi 75.0 psi +1.20D+1.60L PASS 0.1225 1-way Shear (+Z)9.191 psi 75.0 psi +1.20D+1.60L PASS 0.1225 1-way Shear (-Z)9.191 psi 75.0 psi +1.20D+1.60L PASS 0.2310 2-way Punching 34.652 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/a0.3633 0.3633 n/a 0.1820.0n/a X-X, +D+L 2.0 n/a1.208 1.208 n/a 0.6040.0n/a X-X, +D+0.750L 2.0 n/a0.9967 0.9967 n/a 0.4980.0n/a X-X, +0.60D 2.0 n/a0.2180 0.2180 n/a 0.1090.0n/a Z-Z, D Only 2.0 0.3633n/a n/a 0.3633 0.182n/a0.0 Z-Z, +D+L 2.0 1.208n/a n/a 1.208 0.604n/a0.0 Z-Z, +D+0.750L 2.0 0.9967n/a n/a 0.9967 0.498n/a0.0 Z-Z, +0.60D 2.0 0.2180n/a n/a 0.2180 0.109n/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 0.1050 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.40D 0.1050 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60L 0.470 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60L 0.470 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L 0.3275 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L 0.3275 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D 0.090 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D 0.090 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D 0.06750 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D 0.06750 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.40D 0.1050 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.40D 0.1050 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60L 0.470 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60L 0.470 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L 0.3275 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L 0.3275 +X Bottom 0.1728 Min Temp %0.40 5.624 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 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:25PM 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 0.090 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D 0.090 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D 0.06750 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D 0.06750 +X Bottom 0.1728 Min Temp %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 2.05 2.05 2.05 2.05 2.05 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60L 9.19 9.19 9.19 9.19 9.19 75.00 0.12psipsipsipsipsipsi OK +1.20D+L 6.40 6.40 6.40 6.40 6.40 75.00 0.09psipsipsipsipsipsi OK +1.20D 1.76 1.76 1.76 1.76 1.76 75.00 0.02psipsipsipsipsipsi OK +0.90D 1.32 1.32 1.32 1.32 1.32 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 7.74 150.00 0.05161 OKpsipsi +1.20D+1.60L 34.65 150.00 0.231 OKpsipsi +1.20D+L 24.15 150.00 0.161 OKpsipsi +1.20D 6.64 150.00 0.04424 OKpsipsi +0.90D 4.98 150.00 0.03318 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 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:25PM 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 2.0 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 2.0 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 2.0 5.40 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 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 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:25PM 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 0.9735 Soil Bearing 1.947 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 0.3218 Z Flexure (+X)1.380 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.3218 Z Flexure (-X)1.380 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.3218 X Flexure (+Z)1.380 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.3218 X Flexure (-Z)1.380 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.3557 1-way Shear (+X)26.680 psi 75.0 psi +1.20D+1.60L PASS 0.3557 1-way Shear (-X)26.680 psi 75.0 psi +1.20D+1.60L PASS 0.3557 1-way Shear (+Z)26.680 psi 75.0 psi +1.20D+1.60L PASS 0.3557 1-way Shear (-Z)26.680 psi 75.0 psi +1.20D+1.60L PASS 0.7066 2-way Punching 105.984 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/a0.5967 0.5967 n/a 0.2980.0n/a X-X, +D+L 2.0 n/a1.947 1.947 n/a 0.9740.0n/a X-X, +D+0.750L 2.0 n/a1.609 1.609 n/a 0.8050.0n/a X-X, +0.60D 2.0 n/a0.3580 0.3580 n/a 0.1790.0n/a Z-Z, D Only 2.0 0.5967n/a n/a 0.5967 0.298n/a0.0 Z-Z, +D+L 2.0 1.947n/a n/a 1.947 0.974n/a0.0 Z-Z, +D+0.750L 2.0 1.609n/a n/a 1.609 0.805n/a0.0 Z-Z, +0.60D 2.0 0.3580n/a n/a 0.3580 0.179n/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 0.350 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.40D 0.350 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L 1.380 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L 1.380 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L 0.9750 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L 0.9750 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D 0.30 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D 0.30 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D 0.2250 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D 0.2250 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D 0.350 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D 0.350 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L 1.380 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L 1.380 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L 0.9750 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L 0.9750 +X Bottom 0.1728 Min Temp %0.30 4.288 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 2386.ec6 Project Title:Century 2386 Engineer: Project ID: Printed: 2 DEC 2021, 2:25PM 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 0.30 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D 0.30 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D 0.2250 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D 0.2250 +X Bottom 0.1728 Min Temp %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 6.77 6.77 6.77 6.77 6.77 75.00 0.09psipsipsipsipsipsi OK +1.20D+1.60L 26.68 26.68 26.68 26.68 26.68 75.00 0.36psipsipsipsipsipsi OK +1.20D+L 18.85 18.85 18.85 18.85 18.85 75.00 0.25psipsipsipsipsipsi OK +1.20D 5.80 5.80 5.80 5.80 5.80 75.00 0.08psipsipsipsipsipsi OK +0.90D 4.35 4.35 4.35 4.35 4.35 75.00 0.06psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 26.88 150.00 0.1792 OKpsipsi +1.20D+1.60L 105.98 150.00 0.7066 OKpsipsi +1.20D+L 74.88 150.00 0.4992 OKpsipsi +1.20D 23.04 150.00 0.1536 OKpsipsi +0.90D 17.28 150.00 0.1152 OKpsipsi F7/7