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Plan 2448 GL (2018) 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 PLAN 2448 PROJECT#: 21-8111 BY: R.B. / MJT DATE: 03/02/2021 PAGE G1 OF 58 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 2448 GARAGE LEFT BASIS FOR DESIGN: CODE: INTERNATIONAL BUILDING CODE (2018 EDITION) WIND: 110 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 – L17 BEAM ___________________________________________ B1 – B28 FOOTING ___________________________________________ F1 – F10 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 TOTAL DEAD LOAD =13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load G2/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 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 X1X2Y1Y2X3X4X5Y3Y4L1/SHEAWALL KEY PLAN L2/ L3/ L4/ L5/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 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:4:12 (20°)Wind Speed:110 mph Wind Exposure: B λ =1.0 ASCE 7-16 p.316 A:24.1 C:17.4 Minimum Pressure:16 psf (wall) 28.5.4 B:3.9 D:4.0 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 =(24.1x(8x4x2) + 17.4x(24x4) + 3.9x(8x9+5x9+3x4) + 4.0x(24x9)) / 1000 = 4.58 x 1.2 Kzt x 0.6 =3.30 kip Σ Fw Upper =(24.1x(8x9.5x2) + 17.4x(24x9.5)) / 1000 = 7.63 x 1.2 Kzt x 0.6 =5.49 kip Roof Min =((16x(64+96) + 8x(129+216)) / 1000) x 1.2 Kzt x 0.6 =3.83 kip Upper Min =((16x(152+228)) / 1000) x 1.2 Kzt x 0.6 =4.38 kip Y – Y Direction Σ Fw Roof =(24.1x(8x4x2+6x2.5x0.5x2) + 17.4x(12x5x2+2x5x2+3.5x4x2+6.5x5.5x2) + 3.9x(7.5x1.5x2) + 4.0x(4.5x1.5x2)) / 1000 = 6.21 x 1.2 Kzt x 0.6 =4.47 kip Σ Fw Upper =(24.1x(8x4x2+8x3.5x2) + 17.4x(17x9.5+3.5x4x2+3.5x3.5x2) + 3.9x(9x2x2) + 4.0x(3.5x2x2)) / 1000 = 6.81 x 1.2 Kzt x 0.6 =4.90 kip Roof Min =((16x(79+240) + 8x(23+14)) / 1000) x 1.2 Kzt x 0.6 =3.89 kip Upper Min =((16x(120+214) + 8x(36+14)) / 1000) x 1.2 Kzt x 0.6 =4.14 kip L6/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 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 L7/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1691 feet 2 Roof Dead Load:13 Upper Area:1531 feet 2 Floor Dead Load:13 Wall Dead Load:8 ASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7Ev ASCE 7-16 Table 12.2-1: Overstrength factor, Ω = 2.5 DEAD LOAD OF STRUCTURE Roof Weight =1691 x (13+8) = =35.51 kip Upper Weight =1531 x (13+8) = =32.15 kip 67.66 kip Vbase = Cs x Σ Weight = 0.16 x 67.66 =10.83 kip Vasd =Vbase x 0.7 x ρ =9.85 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:35.51 kip 19.5 Feet 692.46 Upper:32.15 kip 9.6 Feet 308.65 1001.11 Fq Roof:9.85 x (692.46/1001.11) = = 6.81 kip Fq Upper:9.85 x (308.65/1001.11) = = 3.04 kip Therefore quake governs all. L8/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 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:3.83 kips 3.83 k / 40 ft =95.8 #/Ft V @ X 1 =(3.83/40)x(37/2)=1.77 = 53 # SW-4 28'+5.5'Ft V @ X 2 =(3.83/40)x(37/2+3)=2.06 = 111 # SW-4 5.5'+5.5'+3.5'+4'Ft Fw X – X @ Upper:5.49 kips 5.49 k / 40 ft =137.3 #/Ft V @ X 3 =(5.49/40)x(7.5+6.5/2)+3.25 = 108 # SW-4 1.77=13'+5.5'+7'+4.5'Ft V @ X 4 =(5.49/40)x(6.5/2+21/2)=1.89 = 236 # SW-4 8'Ft V @ X 5 =(5.49/40)x(21/2+5)+0.84 = 139 # SW-4 2.06-3.35=3'+3'Ft 2x(24"x8' LRP) = 2x1675 lb = 3.35 kip LRP capacity L9/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 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:4.47 kips 4.47 k / 40 ft =111.8 #/Ft V @ Y 1 =(4.47/40)x(40/2)=2.24 = 68 # SW-4 19'+14'Ft V @ Y 2 =(4.47/40)x(40/2)=2.24 = 73 # SW-4 23.5'+7'Ft Fw Y – Y @ Upper:4.90 kips 4.90 k / 40 ft =122.5 #/Ft V @ Y 3 =(4.90/40)x(40/2)+4.69 = 211 # SW-6 2.24=22.25 Ft V @ Y 4 =(4.90/40)x(40/2)+4.69 = 170 # SW-6 2.24=12'+15.5'Ft L10/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 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:6.81 kips 6.81 k / 40 ft =170.4 #/Ft V @ X 1 =(6.81/40)x(37/2)=3.15 = 94 # SW-4 28'+5.5'Ft V @ X 2 =(6.81/40)x(37/2+3)=3.66 = 198 # SW-4 5.5'+5.5'+3.5'+4'Ft (1.25-0.125x(8.1/3.5))x350 #/Ft = 336 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS Fw X – X @ Upper:3.04 kips 3.04 k / 40 ft =75.9 #/Ft V @ X 3 =(3.04/40)x(7.5+6.5/2)+3.97 = 132 # SW-4 3.15=13'+5.5'+7'+4.5'Ft V @ X 4 =(3.04/40)x(6.5/2+21/2)=1.04 = 131 # SW-4 8'Ft V @ X 5 =(3.04/40)x(21/2+5)+1.49 = 248 # SW-4 3.66-3.35=3'+3'Ft (1.25-0.125x(8.1/3))x350 #/Ft = 319 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS 2x(24"x8' LRP) = 2x1675 lb = 3.35 kip LRP capacity L11/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:6.81 kips 6.81 k / 40 ft =170.4 #/Ft V @ Y 1 =(6.81/40)x(40/2)=3.41 = 103 # SW-4 19'+14'Ft V @ Y 2 =(6.81/40)x(40/2)=3.41 = 112 # SW-4 23.5'+7'Ft Fw Y – Y @ Upper:3.04 kips 3.04 k / 40 ft =75.9 #/Ft V @ Y 3 =(3.04/40)x(40/2)+4.93 = 221 # SW-6 3.41=22.25'Ft V @ Y 4 =(3.04/40)x(40/2)+4.93 = 179 # SW-6 3.41=12'+15.5'Ft L12/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT Client:Century Date:9/9/2019 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 2 (Quake) L =3.5 ft TLRF =5 ft (conservative) P =198 lb/ft P x L =198 x 3.5 =0.69 kip Padj =0.3 MoT =0.69 x 8.1 =5.61 kip - ft DLf =0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10)PL WDL Roof:0.228 MR =[(0.228+0.227)x0.5x3.5+0.3x3.5]x0.45 = 0.83 kip - ft H=8.1 T = C = MoT - MR =1.37 kip L WDL Wall:0.227 MoT L = 3.5 feet Therefore use (1)CS16 hold downs at each end. L13/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT Client:Century Date:9/9/2019 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 5 (Quake) L =3 ft TLRF =5 ft (conservative) P =248 lb/ft P x L =248 x 3 =0.74 kip Padj =0.6 MoT =0.74 x 8.1 =6.03 kip - ft DLf =0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10)PL WDL Roof:0.195 MR =[(0.195+0.194)x0.5x3+0.6x3]x0.45 = 1.07 kip - ft H=8.1 T = C = MoT - MR =1.65 kip L WDL Wall:0.194 MoT L = 3 feet Therefore use (1)STHD14 hold downs at each end. L14/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT Client:Century Date:9/9/2019 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 2 (Quake) L =7 ft TLRF =5 ft (conservative) P =112 lb/ft P x L =112 x 7 =0.78 kip Padj =0.3 MoT =0.78 x 8.1 =6.35 kip - ft DLf =0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10)PL WDL Roof:0.455 MR =[(0.455+0.454)x0.5x7+0.3x7]x0.45 = 2.38 kip - ft H=8.1 T = C = MoT - MR =0.57 kip L WDL Wall:0.454 MoT L = 7 feet Therefore use (1)CS16 hold downs at each end. L15/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT Client:Century Date:9/9/2019 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 3 (Quake) L =22.25 ft TLRF =5 ft (conservative) P =221 lb/ft P x L =221 x 22.25 =4.92 kip Padj =0.3 MoT =0.66 x 8.1 =39.83 kip - ft DLf =0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10)PL WDL Roof:1.446 MR =[(0.195+0.194)x0.5x3+0.3x22.25]x0.45 = 17.46 kip - ft H=8.1 T = C = MoT - MR =1.01 kip L WDL Wall:1.442 MoT L = 22.25 feet Therefore use (1)STHD14 hold downs at each end. L16/ RB Engineers, Inc.Project:Century Plan 2448 By:RB/MJT 1312 2nd St Kirkland, WA Client:Century Date:9/9/2019 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 L17/17 B1/28BM #1BEAM KEY PLAN B2/28BM #7BEAM KEY PLAN B3/28BM #5BEAM KEY PLAN B4/28BM #2BM #6BM #4BM #8BM #3BEAM 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 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:07PM 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 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 = 22.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.372: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 48.06 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 0.267 : 1 3.241 ft= = 401.99 psi Maximum Deflection 0 <240 3660 Ratio =0 <180 Max Downward Transient Deflection 0.009 in 5563Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.013 in Ratio =>=180 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 0.141 0.101 0.90 1.200 1.00 1.00 1.00 0.57 137.52 972.00 0.35 162.001.00 16.44 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 0.372 0.267 1.00 1.200 1.00 1.00 1.00 1.67 401.99 1080.00 1.04 180.001.00 48.06 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 0.249 0.178 1.25 1.200 1.00 1.00 1.00 1.40 335.87 1350.00 0.87 225.001.00 40.16 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 0.048 0.034 1.60 1.200 1.00 1.00 1.00 0.34 82.51 1728.00 0.21 288.001.00 9.87 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0131 2.015 0.0000 0.000 B5/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:07PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0045 2.015 0.0000 0.000in ftinft +D+L 1 0.0131 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0110 2.015 0.0000 0.000in ftinft +0.60D 1 0.0027 2.015 0.0000 0.000in ftinft L Only 1 0.0086 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 1.672 1.672 Overall MINimum 1.100 1.100 D Only 0.572 0.572 +D+L 1.672 1.672 +D+0.750L 1.397 1.397 +0.60D 0.343 0.343 L Only 1.100 1.100 . B6/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:07PM Project Descr: B7/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 = 6.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.395: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 40.77 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 0.227 : 1 0.000 ft= = 426.27 psi Maximum Deflection 0 <360 2301 Ratio =0 <240 Max Downward Transient Deflection 0.023 in 3126Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.031 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 0.116 0.066 0.90 1.200 1.00 1.00 1.00 0.47 112.52 972.00 0.23 162.001.00 10.76 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 0.395 0.227 1.00 1.200 1.00 1.00 1.00 1.77 426.27 1080.00 0.88 180.001.00 40.77 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 0.258 0.148 1.25 1.200 1.00 1.00 1.00 1.45 347.84 1350.00 0.72 225.001.00 33.27 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 0.039 0.022 1.60 1.200 1.00 1.00 1.00 0.28 67.51 1728.00 0.14 288.001.00 6.46 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0313 3.022 0.0000 0.000 B8/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0083 3.022 0.0000 0.000in ftinft +D+L 1 0.0313 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0255 3.022 0.0000 0.000in ftinft +0.60D 1 0.0050 3.022 0.0000 0.000in ftinft L Only 1 0.0230 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 1.182 1.182 Overall MINimum 0.870 0.870 D Only 0.312 0.312 +D+L 1.182 1.182 +D+0.750L 0.965 0.965 +0.60D 0.187 0.187 L Only 0.870 0.870 . B9/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: B10/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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. Load for Span Number 1 Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 11.0 -->> 19.50 ft, Tributary Width = 3.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 11.0 -->> 19.50 ft, Tributary Width = 3.0 ft Point Load : D = 0.40, L = 0.80 k @ 11.0 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 11.031 ft 50.45 psi= = 2,400.00 psi 5.50 X 12.0Section 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 12.0 Maximum Shear Stress Ratio 0.190 : 1 18.504 ft= = 1,028.33 psi Maximum Deflection 0 <360 494 Ratio =0 <240 Max Downward Transient Deflection 0.327 in 715Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.473 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 = 19.50 ft 1 0.148 0.064 0.90 1.000 1.00 1.00 1.00 3.50 318.63 2160.00 0.67 238.501.00 15.15 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.50 ft 1 0.428 0.190 1.00 1.000 1.00 1.00 1.00 11.31 1,028.33 2400.00 2.22 265.001.00 50.45 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.50 ft 1 0.284 0.126 1.25 1.000 1.00 1.00 1.00 9.36 850.91 3000.00 1.83 331.251.00 41.62 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.50 ft 1 0.050 0.021 1.60 1.000 1.00 1.00 1.00 2.10 191.18 3840.00 0.40 424.001.00 9.09 . B11/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.4728 10.462 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1456 10.462 0.0000 0.000in ftinft +D+L 1 0.4728 10.462 0.0000 0.000in ftinft +D+0.750L 1 0.3910 10.462 0.0000 0.000in ftinft +0.60D 1 0.0874 10.462 0.0000 0.000in ftinft L Only 1 0.3272 10.462 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.029 2.492 Overall MINimum 0.710 1.748 D Only 0.319 0.744 +D+L 1.029 2.492 +D+0.750L 0.851 2.055 +0.60D 0.191 0.446 L Only 0.710 1.748 . B12/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: B13/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 = 22.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.315: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 44.37 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 0.246 : 1 0.000 ft= = 368.08 psi Maximum Deflection 0 <360 4177 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 6349Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.009 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 0.120 0.094 0.90 1.300 1.00 1.00 1.00 0.32 125.92 1053.00 0.26 162.001.00 15.18 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 0.315 0.246 1.00 1.300 1.00 1.00 1.00 0.94 368.08 1170.00 0.75 180.001.00 44.37 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 0.210 0.165 1.25 1.300 1.00 1.00 1.00 0.79 307.54 1462.50 0.63 225.001.00 37.07 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 0.040 0.032 1.60 1.300 1.00 1.00 1.00 0.19 75.55 1872.00 0.15 288.001.00 9.11 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0086 1.511 0.0000 0.000 B14/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0029 1.511 0.0000 0.000in ftinft +D+L 1 0.0086 1.511 0.0000 0.000in ftinft +D+0.750L 1 0.0072 1.511 0.0000 0.000in ftinft +0.60D 1 0.0018 1.511 0.0000 0.000in ftinft L Only 1 0.0057 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 1.254 1.254 Overall MINimum 0.825 0.825 D Only 0.429 0.429 +D+L 1.254 1.254 +D+0.750L 1.048 1.048 +0.60D 0.257 0.257 L Only 0.825 0.825 . B15/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: B16/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 Hem-Fir No.2 850 850 1300 405 1300 470 150 525 26.84 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .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 0.273: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 26.73 psi= = 1,105.00 psi 2-2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 150.00 psi== Section used for this span 2-2x6 Maximum Shear Stress Ratio 0.178 : 1 3.547 ft= = 301.49 psi Maximum Deflection 0 <360 2357 Ratio =0 <240 Max Downward Transient Deflection 0.013 in 3583Ratio =>=360 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 0.104 0.068 0.90 1.300 1.00 1.00 1.00 0.13 103.14 994.50 0.10 135.001.00 9.14 1.00+D+L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.273 0.178 1.00 1.300 1.00 1.00 1.00 0.38 301.49 1105.00 0.29 150.001.00 26.73 1.00+D+0.750L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.182 0.119 1.25 1.300 1.00 1.00 1.00 0.32 251.90 1381.25 0.25 187.501.00 22.33 1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.035 0.023 1.60 1.300 1.00 1.00 1.00 0.08 61.88 1768.00 0.06 240.001.00 5.49 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0204 2.015 0.0000 0.000 B17/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0070 2.015 0.0000 0.000in ftinft +D+L 1 0.0204 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0170 2.015 0.0000 0.000in ftinft +0.60D 1 0.0042 2.015 0.0000 0.000in ftinft L Only 1 0.0134 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 0.380 0.380 Overall MINimum 0.250 0.250 D Only 0.130 0.130 +D+L 0.380 0.380 +D+0.750L 0.318 0.318 +0.60D 0.078 0.078 L Only 0.250 0.250 . B18/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: B19/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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. Load for Span Number 1 Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 0.0 -->> 10.0 ft, Tributary Width = 12.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 10.0 -->> 16.250 ft, Tributary Width = 13.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 0.0 -->> 10.0 ft, Tributary Width = 5.0 ft Point Load : D = 0.6240, L = 1.20 k @ 10.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.774: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.777 ft 114.25 psi= = 2,391.06 psi 5.5x15Section 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 5.5x15 Maximum Shear Stress Ratio 0.431 : 1 15.005 ft= = 1,850.24 psi Maximum Deflection 0 <360 362 Ratio =0 <240 Max Downward Transient Deflection 0.389 in 500Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.538 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 0.238 0.130 0.90 0.996 1.00 1.00 1.00 8.81 512.47 2151.95 1.71 238.501.00 31.03 1.00+D+L 0.996 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.774 0.431 1.00 0.996 1.00 1.00 1.00 31.80 1,850.24 2391.06 6.28 265.001.00 114.25 1.00+D+0.750L 0.996 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.507 0.282 1.25 0.996 1.00 1.00 1.00 26.05 1,515.76 2988.82 5.14 331.251.00 93.45 1.00+0.60D 0.996 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.080 0.044 1.60 0.996 1.00 1.00 1.00 5.28 307.48 3825.69 1.02 424.001.00 18.62 . B20/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.5376 8.244 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1481 8.244 0.0000 0.000in ftinft +D+L 1 0.5376 8.244 0.0000 0.000in ftinft +D+0.750L 1 0.4402 8.244 0.0000 0.000in ftinft +0.60D 1 0.0888 8.244 0.0000 0.000in ftinft L Only 1 0.3895 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 7.248 7.142 Overall MINimum 5.275 5.225 D Only 1.973 1.917 +D+L 7.248 7.142 +D+0.750L 5.929 5.836 +0.60D 1.184 1.150 L Only 5.275 5.225 . B21/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: B22/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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. Load for Span Number 1 Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 0.0 -->> 12.0 ft, Tributary Width = 3.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 12.0 -->> 20.0 ft, Tributary Width = 3.50 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 12.0 -->> 20.0 ft, Tributary Width = 3.0 ft Load for Span Number 2 Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 3.50 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 3.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.362: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 20.000 ft 54.21 psi= = 1,845.97 psi 5.50 X 12.0Section 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 12.0 Maximum Shear Stress Ratio 0.205 : 1 19.106 ft= = 667.52 psi Maximum Deflection 7398 >=360 1077 Ratio =5017 >=240 Max Downward Transient Deflection 0.152 in 1579Ratio =>=360 Max Upward Transient Deflection -0.013 in Ratio = Max Downward Total Deflection 0.223 in Ratio =>=240 Max Upward Total Deflection -0.019 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 = 20.0 ft 1 0.123 0.068 0.90 0.998 1.00 1.00 1.00 2.25 204.69 1661.37 0.72 238.501.00 16.32 1.00Length = 8.0 ft 2 0.123 0.068 0.90 1.000 1.00 1.00 1.00 2.25 204.69 1665.00 0.54 238.501.00 16.32 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.362 0.205 1.00 0.998 1.00 1.00 1.00 7.34 667.52 1845.97 2.39 265.001.00 54.21 1.00Length = 8.0 ft 2 0.361 0.205 1.00 1.000 1.00 1.00 1.00 7.34 667.52 1850.00 1.80 265.001.00 54.21 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.239 0.135 1.25 0.998 1.00 1.00 1.00 6.07 551.81 2307.46 1.97 331.251.00 44.74 B23/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 8.0 ft 2 0.239 0.135 1.25 1.000 1.00 1.00 1.00 6.07 551.81 2312.50 1.48 331.251.00 44.74 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.042 0.023 1.60 0.998 1.00 1.00 1.00 1.35 122.81 2953.55 0.43 424.001.00 9.79 1.00Length = 8.0 ft 2 0.041 0.023 1.60 1.000 1.00 1.00 1.00 1.35 122.81 2960.00 0.32 424.001.00 9.79 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2227 9.497 0.0000 0.000 +D+L20.0000 9.497 -0.0191 2.771 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0708 9.385 0.0000 0.000in ftinft +D+L 1 0.2227 9.497 0.0000 0.000in ftinft +D+0.750L 1 0.1847 9.497 0.0000 0.000in ftinft +0.60D 1 0.0425 9.385 0.0000 0.000in ftinft L Only 1 0.1519 9.497 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.058 0.2504.732 Overall MINimum 0.707 0.1943.319 D Only 0.350 0.0571.413 +D+L 1.058 0.2504.732 +D+0.750L 0.881 0.2023.902 +0.60D 0.210 0.0340.848 L Only 0.707 0.1943.319 . B24/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: B25/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 0.797: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.875 ft 68.76 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 0.382 : 1 6.986 ft= = 861.02 psi Maximum Deflection 0 <360 882 Ratio =0 <240 Max Downward Transient Deflection 0.080 in 1168Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.105 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 = 7.750 ft 1 0.217 0.104 0.90 1.200 1.00 1.00 1.00 0.88 211.19 972.00 0.36 162.001.00 16.87 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.750 ft 1 0.797 0.382 1.00 1.200 1.00 1.00 1.00 3.58 861.02 1080.00 1.48 180.001.00 68.76 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.750 ft 1 0.517 0.248 1.25 1.200 1.00 1.00 1.00 2.91 698.56 1350.00 1.20 225.001.00 55.79 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.750 ft 1 0.073 0.035 1.60 1.200 1.00 1.00 1.00 0.53 126.72 1728.00 0.22 288.001.00 10.12 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1054 3.903 0.0000 0.000 B26/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0259 3.903 0.0000 0.000in ftinft +D+L 1 0.1054 3.903 0.0000 0.000in ftinft +D+0.750L 1 0.0855 3.903 0.0000 0.000in ftinft +0.60D 1 0.0155 3.903 0.0000 0.000in ftinft L Only 1 0.0796 3.903 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.848 1.848 Overall MINimum 1.395 1.395 D Only 0.453 0.453 +D+L 1.848 1.848 +D+0.750L 1.500 1.500 +0.60D 0.272 0.272 L Only 1.395 1.395 . B27/28 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM Project Descr: B28/28 F1/10F #3F #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 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 1.0 2.80 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F2/10 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F#1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 0.8930 Soil Bearing 1.786 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 0.1263 Z Flexure (+X)0.710 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1263 Z Flexure (-X)0.710 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1263 X Flexure (+Z)0.710 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1263 X Flexure (-Z)0.710 k-ft/ft 5.624 k-ft/ft +1.20D+1.60L PASS 0.1851 1-way Shear (+X)13.884 psi 75.0 psi +1.20D+1.60L PASS 0.1851 1-way Shear (-X)13.884 psi 75.0 psi +1.20D+1.60L PASS 0.1851 1-way Shear (+Z)13.884 psi 75.0 psi +1.20D+1.60L PASS 0.1851 1-way Shear (-Z)13.884 psi 75.0 psi +1.20D+1.60L PASS 0.3490 2-way Punching 52.347 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/a0.5411 0.5411 n/a 0.2710.0n/a X-X, +D+L 2.0 n/a1.786 1.786 n/a 0.8930.0n/a X-X, +D+0.750L 2.0 n/a1.474 1.474 n/a 0.7370.0n/a X-X, +0.60D 2.0 n/a0.3247 0.3247 n/a 0.1620.0n/a Z-Z, D Only 2.0 0.5411n/a n/a 0.5411 0.271n/a0.0 Z-Z, +D+L 2.0 1.786n/a n/a 1.786 0.893n/a0.0 Z-Z, +D+0.750L 2.0 1.474n/a n/a 1.474 0.737n/a0.0 Z-Z, +0.60D 2.0 0.3247n/a n/a 0.3247 0.162n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1750 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.40D 0.1750 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60L 0.710 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60L 0.710 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L 0.50 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L 0.50 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D 0.150 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D 0.150 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D 0.1125 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D 0.1125 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.40D 0.1750 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.40D 0.1750 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60L 0.710 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60L 0.710 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L 0.50 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L 0.50 +X Bottom 0.1728 Min Temp %0.40 5.624 OK F3/10 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F#1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 0.150 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D 0.150 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D 0.1125 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D 0.1125 +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 3.42 3.42 3.42 3.42 3.42 75.00 0.05psipsipsipsipsipsi OK +1.20D+1.60L 13.88 13.88 13.88 13.88 13.88 75.00 0.19psipsipsipsipsipsi OK +1.20D+L 9.78 9.78 9.78 9.78 9.78 75.00 0.13psipsipsipsipsipsi OK +1.20D 2.93 2.93 2.93 2.93 2.93 75.00 0.04psipsipsipsipsipsi OK +0.90D 2.20 2.20 2.20 2.20 2.20 75.00 0.03psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 12.90 150.00 0.08602 OKpsipsi +1.20D+1.60L 52.35 150.00 0.349 OKpsipsi +1.20D+L 36.86 150.00 0.2458 OKpsipsi +1.20D 11.06 150.00 0.07373 OKpsipsi +0.90D 8.29 150.00 0.0553 OKpsipsi F4/10 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F#2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 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 1.5 4.0 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 = F5/10 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F#2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 0.7360 Soil Bearing 1.472 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 0.2390 Z Flexure (+X)1.025 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2390 Z Flexure (-X)1.025 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2390 X Flexure (+Z)1.025 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2390 X Flexure (-Z)1.025 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2642 1-way Shear (+X)19.817 psi 75.0 psi +1.20D+1.60L PASS 0.2642 1-way Shear (-X)19.817 psi 75.0 psi +1.20D+1.60L PASS 0.2642 1-way Shear (+Z)19.817 psi 75.0 psi +1.20D+1.60L PASS 0.2642 1-way Shear (-Z)19.817 psi 75.0 psi +1.20D+1.60L PASS 0.5248 2-way Punching 78.720 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/a0.4717 0.4717 n/a 0.2360.0n/a X-X, +D+L 2.0 n/a1.472 1.472 n/a 0.7360.0n/a X-X, +D+0.750L 2.0 n/a1.222 1.222 n/a 0.6110.0n/a X-X, +0.60D 2.0 n/a0.2830 0.2830 n/a 0.1420.0n/a Z-Z, D Only 2.0 0.4717n/a n/a 0.4717 0.236n/a0.0 Z-Z, +D+L 2.0 1.472n/a n/a 1.472 0.736n/a0.0 Z-Z, +D+0.750L 2.0 1.222n/a n/a 1.222 0.611n/a0.0 Z-Z, +0.60D 2.0 0.2830n/a n/a 0.2830 0.142n/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 0.2625 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.40D 0.2625 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L 1.025 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L 1.025 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L 0.7250 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L 0.7250 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D 0.2250 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D 0.2250 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D 0.1688 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D 0.1688 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D 0.2625 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D 0.2625 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L 1.025 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L 1.025 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L 0.7250 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L 0.7250 +X Bottom 0.1728 Min Temp %0.30 4.288 OK F6/10 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F#2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 0.2250 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D 0.2250 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D 0.1688 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D 0.1688 +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 5.08 5.08 5.08 5.08 5.08 75.00 0.07psipsipsipsipsipsi OK +1.20D+1.60L 19.82 19.82 19.82 19.82 19.82 75.00 0.26psipsipsipsipsipsi OK +1.20D+L 14.02 14.02 14.02 14.02 14.02 75.00 0.19psipsipsipsipsipsi OK +1.20D 4.35 4.35 4.35 4.35 4.35 75.00 0.06psipsipsipsipsipsi OK +0.90D 3.26 3.26 3.26 3.26 3.26 75.00 0.04psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 20.16 150.00 0.1344 OKpsipsi +1.20D+1.60L 78.72 150.00 0.5248 OKpsipsi +1.20D+L 55.68 150.00 0.3712 OKpsipsi +1.20D 17.28 150.00 0.1152 OKpsipsi +0.90D 12.96 150.00 0.0864 OKpsipsi F7/10 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F#3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 3.0 ft Length parallel to Z-Z Axis = 3.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 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 1.850 5.60 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F8/10 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F#3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 0.4622 Soil Bearing 0.9244 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 0.3646 Z Flexure (+X)1.398 k-ft/ft 3.833 k-ft/ft +1.20D+1.60L PASS 0.3646 Z Flexure (-X)1.398 k-ft/ft 3.833 k-ft/ft +1.20D+1.60L PASS 0.3646 X Flexure (+Z)1.398 k-ft/ft 3.833 k-ft/ft +1.20D+1.60L PASS 0.3646 X Flexure (-Z)1.398 k-ft/ft 3.833 k-ft/ft +1.20D+1.60L PASS 0.2981 1-way Shear (+X)22.360 psi 75.0 psi +1.20D+1.60L PASS 0.2981 1-way Shear (-X)22.360 psi 75.0 psi +1.20D+1.60L PASS 0.2981 1-way Shear (+Z)22.360 psi 75.0 psi +1.20D+1.60L PASS 0.2981 1-way Shear (-Z)22.360 psi 75.0 psi +1.20D+1.60L PASS 0.7307 2-way Punching 109.609 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/a0.3022 0.3022 n/a 0.1510.0n/a X-X, +D+L 2.0 n/a0.9244 0.9244 n/a 0.4620.0n/a X-X, +D+0.750L 2.0 n/a0.7689 0.7689 n/a 0.3850.0n/a X-X, +0.60D 2.0 n/a0.1813 0.1813 n/a 0.0910.0n/a Z-Z, D Only 2.0 0.3022n/a n/a 0.3022 0.151n/a0.0 Z-Z, +D+L 2.0 0.9244n/a n/a 0.9244 0.462n/a0.0 Z-Z, +D+0.750L 2.0 0.7689n/a n/a 0.7689 0.385n/a0.0 Z-Z, +0.60D 2.0 0.1813n/a n/a 0.1813 0.091n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.3238 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.40D 0.3238 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D+1.60L 1.398 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D+1.60L 1.398 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D+L 0.9775 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D+L 0.9775 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D 0.2775 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D 0.2775 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +0.90D 0.2081 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +0.90D 0.2081 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.40D 0.3238 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.40D 0.3238 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D+1.60L 1.398 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D+1.60L 1.398 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D+L 0.9775 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D+L 0.9775 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK F9/10 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F#3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2448.ec6 Project Title:Century 2448 Engineer: Project ID: Printed: 2 MAR 2021, 12:08PM 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 0.2775 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D 0.2775 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +0.90D 0.2081 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +0.90D 0.2081 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 5.18 5.18 5.18 5.18 5.18 75.00 0.07psipsipsipsipsipsi OK +1.20D+1.60L 22.36 22.36 22.36 22.36 22.36 75.00 0.30psipsipsipsipsipsi OK +1.20D+L 15.64 15.64 15.64 15.64 15.64 75.00 0.21psipsipsipsipsipsi OK +1.20D 4.44 4.44 4.44 4.44 4.44 75.00 0.06psipsipsipsipsipsi OK +0.90D 3.33 3.33 3.33 3.33 3.33 75.00 0.04psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 25.39 150.00 0.1693 OKpsipsi +1.20D+1.60L 109.61 150.00 0.7307 OKpsipsi +1.20D+L 76.67 150.00 0.5111 OKpsipsi +1.20D 21.77 150.00 0.1451 OKpsipsi +0.90D 16.32 150.00 0.1088 OKpsipsi F10/10