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MVM60 Century Plan 1959 GR (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 1959 PROJECT#: 21-8112 BY: R.B. / MJT DATE: 03/02/2021 PAGE G1 OF 65 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 1959 GARAGE RIGHT 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 – L18 BEAM ___________________________________________ B1 – B31 FOOTING ___________________________________________ F1 – F13 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: Century 1959 By: RB/MJT Client: Date: 8/14/2019 Subject: Lateral Calculations Page: 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 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR Project: Century 1959 IBY7 RB/MJT Client: Date: 8/14/2019 Subject: Lateral Calculations Page: Rem 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) X1X2X3Y2Y1Y3Y4X4X5X6SHEARWALL KEY PLAN L2/ L3/ L4/ L5/ Wind Exposure: B λ =1.0 ASCE 7-16 p.316 A:24.1 C:16 Minimum Pressure:16 psf (wall) 28.5.4 B:0.0 D:0.0 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 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 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 RB Engineers, Inc. Project: Century 1959 By: RB/MJT 1312 2nd St Kirkland, WA Client: Date: 8/14/2019 Phone: (425) 822-3009 Subject: Lateral Calculations IPage, Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X—X Direction Fw X — X @ Roof: 4.24 kips V @ X 1 = (4.24/46)x(37/2)= SW -4 V @ X 2 = (4.24/46)x(37/2+7/2)= SW -3 V @ X 3 = (4.24/46)x(7/2+2)= SW -4 Fw X — X @ Upper: 6.61 kips V @ X 4= (6.61/44)x(21/2) SW -4 +1.71= V @ X 5 = (6.61/44)x(23/2+21/2)= SW -4 +2.03x(7/22) 0.51 = 39 # 3.33'+3.33'+3.33'+3' Ft 4.24 k / 46 ft = 92.2 #/Ft 1.71 = 74 # 19'+4' Ft 2.03 = 253 # 8' Ft 0.51 = 39 # 3.33'+3.33'+3.33'+3' Ft V @ X 6 = (6.61/44)x(23/2) 3.62 <4.69 LRP Capacity SW -3 +0.51 +2.03x(15/22)= 2x24"x8' LRP=2x2345=4690 Ib (Wind 1.4 factor for LRP) 6.61 k / 44 ft = 150.2 #/Ft 3.28 = 193 # 4'+5'+8' Ft 3.95 = 198 # 20' Ft V @ X 6 = (6.61/44)x(23/2) 3.62 <4.69 LRP Capacity SW -3 +0.51 +2.03x(15/22)= 2x24"x8' LRP=2x2345=4690 Ib (Wind 1.4 factor for LRP) RB Engineers, Inc. Project: Century 1959 IBY7 RB/MJT 1312 2nd St Kirkland, WA Client: Date: 811 412 01 9 Phone: (425) 822-3009 ISubject Lateral Calculations Page: t Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y — Y Direction Fw Y — Y @ Roof: 3.10 kips 3.10k / 29 ft = 106.9 #/Ft V @ Y 1 = (3.10/29)x(29/2)= 1.55 = 39 # SW -6 21'+19' Ft V @ Y 2 = (3.10/29)x(29/2)= 1.55 = 47 # SW -6 17.5'+15.5' Ft Fw Y — Y @ Upper: 4.25 kips V @ Y 3 = (4.25/29)x(29/2) 3.68 SW 6 +1.55= 29.5'+11.5' 2.58k / 24 ft = 177.1 #/Ft 90 # Ft V @ Y 4 = (4.25/29)x(29/2) 3.68 = 141 # SW -6 +1.55= 26' Ft RB Engineers. Inc. IProject7 Century 1959 By: RB/MJT 1312 2nd St Kirkland, WA Client: Date: 8/14/2019 Phone: (425) 822-3009 Subject: Lateral Calculations Page: I Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X—X Direction Fw X — X @ Roof: 5.96 kips 5.96 k / 46 ft = 129.6 #/Ft V @ X 1 = (5.96/46)x(37/2)= 2.40 = 104 # SW 4 19'+4' Ft V @ X 2 = (5.96/46)x(37/2+7/2)= 2.85 = 357 # SW -3 8' Ft (1.25-0.125x(8/3))x450 #/Ft = 413 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 3 = (5.96/46)x(7/2+2)= 0.71 = 55 # SW -4-4 3.33'+3.33'+3.33'+3' Ft (1.25-0.125x(8/3))x350 #/Ft = 321 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPW S Fw X — X @ Upper: 2.97 kips V @ X 4= (2.97/44)x(21/2) SW -4 +2.40= V @ X 5 = (2.97/44)x(23/2+21/2)= SW -4 +2.85x(7/22) V @ X 6 = (2.97/44)x(23/2) 3.43 <3.35+5% LRP Capacity SW -3-3 +0.71 +2.85x(15/22)= 2x24"x8' LRP=2x1675=3350 Ib (Within 5% allowance) 2.97 k / 44 ft = 67.4 #/Ft 3.11 = 183 # 4'+5'+8' Ft 2.39 = 120 # 20' Ft V @ X 6 = (2.97/44)x(23/2) 3.43 <3.35+5% LRP Capacity SW -3-3 +0.71 +2.85x(15/22)= 2x24"x8' LRP=2x1675=3350 Ib (Within 5% allowance) RB Engineers, Inc. Project: Century 1959 1312 2nd St Kirkland, WA iClient7 Phone: (425) 822-6409 Subject: Lateral Calculations Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y — Y Direction By: jDate7 Page: RB/MJT 8/14/2019 Fw Y — Y @ Roof: 5.96 kips 5.96 k / 29 ft = 205.6 #/Ft V @ Y 1 = (5.96/29)x(29/2)= 2.98 = 75 # SW -6 21'+19' Ft V @ Y 2 = (5.96/29)x(29/2)= 2.98 = 90 # SW -6 17.5'+15.5' Ft Fw Y — Y @ Upper: 2.97 kips 2.97 k / 29 ft = 102.3 #/Ft V @ Y 3 = (2.97/29)x(29/2) 4.47 = 109 # SW -6 +2.98= 29.5'+11.5' Ft V @ Y 4 = (2.97/29)x(29/2) 4.47 = 172 # SW -6 +2.98= 26' Ft RB Engineers, Inc. CHECK OVERTURNING FOR: X 1 L = 4 ft P = 104 Ib/ft Project: Century 1959 By: RB/MJT Client: lDate7 8/14/2019 Subject: Lateral Calculations I Page: P x L = 4104 0.42 kip MoT = 0.42x8 3.33 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10 MR = [(0.260+0.256)x0.5x4+0.3x4]x0.45 = 1.00 kip - ft H- T = C = MoT - MR =T=C=MoT-MR= 0.58 kip l L Therefore use (1)CS16 hold downs at each end TLRF = 5 ft (conservative) L = 4 feet RB Engineers, Inc. Project: Century 1959 By: RB/MJT Client: Date: 8/14/2019 Subject: Lateral Calculations Page: CHECK OVERTURNING FOR: X 2 (Quake) L = 8 ft TLRF = 5 ft (conservative) P = 357 Ib/ft P x L = 8x357 2.86 kip MoT = 2.86x8 22.85 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10 MR= [(0.520+0.512)x0.5x8+0.3x8]x0.45 = 2.94 kip - ft H- T = C = MoT - MR =T=C=MoT-MR= 2.49 kip 11 L Therefore use (2)CS16 hold downs at each end L = 8 feet RB Engineers, Inc. Project: Century 1959 By: RB/MJT Client: jDate7 8/14/2019 Subject: Lateral Calculations Page: CHECK OVERTURNING FOR: X 5 (Wind) L = 20 ft TLRF = 5 ft (conservative) P = 198 Ib/ft P x L = 20x198 3.96 kip MoT = 3.96x8 31.68 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10 MR= [(1.300+1.280)x0.5x20+0.6x20]x0.45 = 17.01 kip - ft H— T = C = MoT - MR =T=C=MoT-MR= 0.73 kip 1 L Therefore use STHD14 hold downs at each end L = 20 feet RB Engineers, Inc. Project: Century 1959 By: RB/MJT Client: jDate7 8/14/2019 Subject: Lateral Calculations IPage7 CHECK OVERTURNING FOR: Y 2 (Quake L = 15.5 ft P = 90 Ib/ft P x L = 15.5x90 1.40 kip MoT = 1.40x8 11.16 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10) MR = [(1.008+0.992)x0.5x15.5+0.3x15.5]x0.45 = 9.07 kip - ft H= 8 T=C= MoT -MR= 0.14 kip 1 L MoT Therefore use (1)CS16 hold downs at each end TLRF = 5 ft (conservative) Padj = 0.3 PL DL Roof: 1.008 WDL Wall 1 0.992 L = 15.5 feet RB Engineers, Inc. Project: Century 1959 By: RB/MJT Client: jDate7 8/14/2019 Subject: Lateral Calculations jPage7 CHECK OVERTURNING FOR: Y 4 (Quake) L = 26 ft TLRF = 5 ft (conservative) P = 172 Ib/ft P x L = 26x172 4.47 kip MoT = 4.47x8 35.78 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10 MR = [(1.690+1.664)x0.5x26+0.6x26]x0.45 = 26.64 kip - ft H- T = C = MoT - MR =T=C=MoT-MR= 0.35 kip i L Therefore use STHD14 hold downs at each end L = 26 feet RB Engineers, Inc. Project: Century 1959 By: RB/MJT 1312 2nd St Kirkland, WA Client: JDate7 8/14/2019 Phone: (425) 822-3009 Subject: Lateral Calculations Page: Email: rbe1992@gmail.com SHEARWALL SCHEDULE T p. 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 plateto 'oist or blocking above per details on S1 & S2. Capaci .2401b/ft Shearwall Schedule Indicates shearwall w/ Plywood one side SW -4 J 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. 22 3) Nail bottom plate to framing below w/ 16d @ 3" O.C. 4) Fasten double plateto 'oist or blocking above per details on S1 & S2. Capacity: 350 Ib/ft 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) 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 receivin en. From abutting panels Ca aci :9001b/ft -- -- -- -- -- -- -- -- 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.) 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.) Capacity: 4501b/ft 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. / J \ 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Provide 3x stud framin at all members receiving edge nailing from abutting panels Ca acit : 5851b/ft BM #1BEAM KEY PLAN BM #2BEAM KEY PLAN BM #4BEAM KEY PLAN BM #9BM #5BM #8BM #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 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 = 15.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.394: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 48.80 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+H = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.271 : 1 3.401 ft= = 461.03 psi Maximum Deflection 0 <240 2501 Ratio =0 <180 Max Downward Transient Deflection 0.013 in 3802Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.019 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+H 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.150 0.103 0.90 1.300 1.00 1.00 1.00 0.40 157.72 1053.00 0.28 162.001.00 16.69 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.394 0.271 1.00 1.300 1.00 1.00 1.00 1.18 461.03 1170.00 0.83 180.001.00 48.80 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.108 0.074 1.25 1.300 1.00 1.00 1.00 0.40 157.72 1462.50 0.28 225.001.00 16.69 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.117 0.081 1.15 1.300 1.00 1.00 1.00 0.40 157.72 1345.50 0.28 207.001.00 16.69 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.263 0.181 1.25 1.300 1.00 1.00 1.00 0.98 385.21 1462.50 0.69 225.001.00 40.77 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.286 0.197 1.15 1.300 1.00 1.00 1.00 0.98 385.21 1345.50 0.69 207.001.00 40.77 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.084 0.058 1.60 1.300 1.00 1.00 1.00 0.40 157.72 1872.00 0.28 288.001.00 16.69 B5/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 1.00+D+0.750Lr+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.084 0.058 1.60 1.300 1.00 1.00 1.00 0.40 157.72 1872.00 0.28 288.001.00 16.69 1.00+D+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.084 0.058 1.60 1.300 1.00 1.00 1.00 0.40 157.72 1872.00 0.28 288.001.00 16.69 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.051 0.035 1.60 1.300 1.00 1.00 1.00 0.24 94.63 1872.00 0.17 288.001.00 10.02 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.084 0.058 1.60 1.300 1.00 1.00 1.00 0.40 157.72 1872.00 0.28 288.001.00 16.69 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.206 0.142 1.60 1.300 1.00 1.00 1.00 0.98 385.21 1872.00 0.69 288.001.00 40.77 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.051 0.035 1.60 1.300 1.00 1.00 1.00 0.24 94.63 1872.00 0.17 288.001.00 10.02 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0192 2.015 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0066 2.015 0.0000 0.000in ftinft +D+L+H 1 0.0192 2.015 0.0000 0.000in ftinft +D+Lr+H 1 0.0066 2.015 0.0000 0.000in ftinft +D+S+H 1 0.0066 2.015 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0160 2.015 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0160 2.015 0.0000 0.000in ftinft +D+0.60W+H 1 0.0066 2.015 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0066 2.015 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0066 2.015 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0039 2.015 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0066 2.015 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0160 2.015 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0039 2.015 0.0000 0.000in ftinft D Only 1 0.0066 2.015 0.0000 0.000in ftinft L Only 1 0.0126 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 1.178 1.178 Overall MINimum 0.775 0.775 +D+H 0.403 0.403 +D+L+H 1.178 1.178 +D+Lr+H 0.403 0.403 +D+S+H 0.403 0.403 +D+0.750Lr+0.750L+H 0.984 0.984 +D+0.750L+0.750S+H 0.984 0.984 +D+0.60W+H 0.403 0.403 +D+0.750Lr+0.450W+H 0.403 0.403 +D+0.750S+0.450W+H 0.403 0.403 +0.60D+0.60W+0.60H 0.242 0.242 +D+0.70E+0.60H 0.403 0.403 +D+0.750L+0.750S+0.5250E+H 0.984 0.984 +0.60D+0.70E+H 0.242 0.242 D Only 0.403 0.403 L Only 0.775 0.775 H Only . B6/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B7/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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. Load for Span Number 1 Varying Uniform Load : D= 0.0460->0.0650, L= 0.0880->0.1250 k/ft, Extent = 0.0 -->> 4.0 ft, Trib Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.233: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.058 ft 23.46 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+H = = = 150.00 psi== Section used for this span 2-2x6 Maximum Shear Stress Ratio 0.156 : 1 3.547 ft= = 257.27 psi Maximum Deflection 0 <240 2765 Ratio =0 <180 Max Downward Transient Deflection 0.011 in 4206Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.017 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+H 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.089 0.060 0.90 1.300 1.00 1.00 1.00 0.11 88.14 994.50 0.09 135.001.00 8.04 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.233 0.156 1.00 1.300 1.00 1.00 1.00 0.32 257.27 1105.00 0.26 150.001.00 23.46 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.064 0.043 1.25 1.300 1.00 1.00 1.00 0.11 88.14 1381.25 0.09 187.501.00 8.04 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.069 0.047 1.15 1.300 1.00 1.00 1.00 0.11 88.14 1270.75 0.09 172.501.00 8.04 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.156 0.105 1.25 1.300 1.00 1.00 1.00 0.27 214.99 1381.25 0.22 187.501.00 19.61 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.169 0.114 1.15 1.300 1.00 1.00 1.00 0.27 214.99 1270.75 0.22 172.501.00 19.61 B8/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.050 0.033 1.60 1.300 1.00 1.00 1.00 0.11 88.14 1768.00 0.09 240.001.00 8.04 1.00+D+0.750Lr+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.050 0.033 1.60 1.300 1.00 1.00 1.00 0.11 88.14 1768.00 0.09 240.001.00 8.04 1.00+D+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.050 0.033 1.60 1.300 1.00 1.00 1.00 0.11 88.14 1768.00 0.09 240.001.00 8.04 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.030 0.020 1.60 1.300 1.00 1.00 1.00 0.07 52.88 1768.00 0.05 240.001.00 4.82 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.050 0.033 1.60 1.300 1.00 1.00 1.00 0.11 88.14 1768.00 0.09 240.001.00 8.04 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.122 0.082 1.60 1.300 1.00 1.00 1.00 0.27 214.99 1768.00 0.22 240.001.00 19.61 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.030 0.020 1.60 1.300 1.00 1.00 1.00 0.07 52.88 1768.00 0.05 240.001.00 4.82 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0174 2.015 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0059 2.015 0.0000 0.000in ftinft +D+L+H 1 0.0174 2.015 0.0000 0.000in ftinft +D+Lr+H 1 0.0059 2.015 0.0000 0.000in ftinft +D+S+H 1 0.0059 2.015 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0145 2.015 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0145 2.015 0.0000 0.000in ftinft +D+0.60W+H 1 0.0059 2.015 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0059 2.015 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0059 2.015 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0036 2.015 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0059 2.015 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0145 2.015 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0036 2.015 0.0000 0.000in ftinft D Only 1 0.0059 2.015 0.0000 0.000in ftinft L Only 1 0.0114 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 0.305 0.343 Overall MINimum 0.201 0.225 +D+H 0.105 0.117 +D+L+H 0.305 0.343 +D+Lr+H 0.105 0.117 +D+S+H 0.105 0.117 +D+0.750Lr+0.750L+H 0.255 0.286 +D+0.750L+0.750S+H 0.255 0.286 +D+0.60W+H 0.105 0.117 +D+0.750Lr+0.450W+H 0.105 0.117 +D+0.750S+0.450W+H 0.105 0.117 +0.60D+0.60W+0.60H 0.063 0.070 +D+0.70E+0.60H 0.105 0.117 +D+0.750L+0.750S+0.5250E+H 0.255 0.286 +0.60D+0.70E+H 0.063 0.070 D Only 0.105 0.117 L Only 0.201 0.225 H Only . B9/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B10/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 0.259: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.500 ft 24.06 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+H = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.134 : 1 6.234 ft= = 279.80 psi Maximum Deflection 0 <240 3005 Ratio =0 <180 Max Downward Transient Deflection 0.018 in 4567Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.028 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+H 0.00 0.00 0.000.00 1.00Length = 7.0 ft 1 0.098 0.051 0.90 1.200 1.00 1.00 1.00 0.40 95.72 972.00 0.18 162.001.00 8.23 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.259 0.134 1.00 1.200 1.00 1.00 1.00 1.16 279.80 1080.00 0.52 180.001.00 24.06 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.071 0.037 1.25 1.200 1.00 1.00 1.00 0.40 95.72 1350.00 0.18 225.001.00 8.23 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.077 0.040 1.15 1.200 1.00 1.00 1.00 0.40 95.72 1242.00 0.18 207.001.00 8.23 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.173 0.089 1.25 1.200 1.00 1.00 1.00 0.97 233.78 1350.00 0.43 225.001.00 20.11 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.188 0.097 1.15 1.200 1.00 1.00 1.00 0.97 233.78 1242.00 0.43 207.001.00 20.11 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.055 0.029 1.60 1.200 1.00 1.00 1.00 0.40 95.72 1728.00 0.18 288.001.00 8.23 B11/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 1.00+D+0.750Lr+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.055 0.029 1.60 1.200 1.00 1.00 1.00 0.40 95.72 1728.00 0.18 288.001.00 8.23 1.00+D+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.055 0.029 1.60 1.200 1.00 1.00 1.00 0.40 95.72 1728.00 0.18 288.001.00 8.23 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.033 0.017 1.60 1.200 1.00 1.00 1.00 0.24 57.43 1728.00 0.11 288.001.00 4.94 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.055 0.029 1.60 1.200 1.00 1.00 1.00 0.40 95.72 1728.00 0.18 288.001.00 8.23 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.135 0.070 1.60 1.200 1.00 1.00 1.00 0.97 233.78 1728.00 0.43 288.001.00 20.11 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.033 0.017 1.60 1.200 1.00 1.00 1.00 0.24 57.43 1728.00 0.11 288.001.00 4.94 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0280 3.526 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0096 3.526 0.0000 0.000in ftinft +D+L+H 1 0.0280 3.526 0.0000 0.000in ftinft +D+Lr+H 1 0.0096 3.526 0.0000 0.000in ftinft +D+S+H 1 0.0096 3.526 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0234 3.526 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0234 3.526 0.0000 0.000in ftinft +D+0.60W+H 1 0.0096 3.526 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0096 3.526 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0096 3.526 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0057 3.526 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0096 3.526 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0234 3.526 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0057 3.526 0.0000 0.000in ftinft D Only 1 0.0096 3.526 0.0000 0.000in ftinft L Only 1 0.0184 3.526 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.665 0.665 Overall MINimum 0.438 0.438 +D+H 0.228 0.228 +D+L+H 0.665 0.665 +D+Lr+H 0.228 0.228 +D+S+H 0.228 0.228 +D+0.750Lr+0.750L+H 0.556 0.556 +D+0.750L+0.750S+H 0.556 0.556 +D+0.60W+H 0.228 0.228 +D+0.750Lr+0.450W+H 0.228 0.228 +D+0.750S+0.450W+H 0.228 0.228 +0.60D+0.60W+0.60H 0.137 0.137 +D+0.70E+0.60H 0.228 0.228 +D+0.750L+0.750S+0.5250E+H 0.556 0.556 +0.60D+0.70E+H 0.137 0.137 D Only 0.228 0.228 L Only 0.438 0.438 H Only . B12/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B13/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 6.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.687: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 5.000 ft 48.45 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.269 : 1 0.000 ft= = 742.31 psi Maximum Deflection 0 <240 792 Ratio =0 <180 Max Downward Transient Deflection 0.100 in 1205Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.151 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+H 0.00 0.00 0.000.00 1.00Length = 10.0 ft 1 0.261 0.102 0.90 1.200 1.00 1.00 1.00 1.06 253.95 972.00 0.36 162.001.00 16.57 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.687 0.269 1.00 1.200 1.00 1.00 1.00 3.09 742.31 1080.00 1.05 180.001.00 48.45 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.188 0.074 1.25 1.200 1.00 1.00 1.00 1.06 253.95 1350.00 0.36 225.001.00 16.57 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.204 0.080 1.15 1.200 1.00 1.00 1.00 1.06 253.95 1242.00 0.36 207.001.00 16.57 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.459 0.180 1.25 1.200 1.00 1.00 1.00 2.58 620.22 1350.00 0.87 225.001.00 40.48 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.499 0.196 1.15 1.200 1.00 1.00 1.00 2.58 620.22 1242.00 0.87 207.001.00 40.48 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.147 0.058 1.60 1.200 1.00 1.00 1.00 1.06 253.95 1728.00 0.36 288.001.00 16.57 B14/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 1.00+D+0.750Lr+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.147 0.058 1.60 1.200 1.00 1.00 1.00 1.06 253.95 1728.00 0.36 288.001.00 16.57 1.00+D+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.147 0.058 1.60 1.200 1.00 1.00 1.00 1.06 253.95 1728.00 0.36 288.001.00 16.57 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.088 0.035 1.60 1.200 1.00 1.00 1.00 0.63 152.37 1728.00 0.21 288.001.00 9.94 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.147 0.058 1.60 1.200 1.00 1.00 1.00 1.06 253.95 1728.00 0.36 288.001.00 16.57 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.359 0.141 1.60 1.200 1.00 1.00 1.00 2.58 620.22 1728.00 0.87 288.001.00 40.48 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.088 0.035 1.60 1.200 1.00 1.00 1.00 0.63 152.37 1728.00 0.21 288.001.00 9.94 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1513 5.036 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0518 5.036 0.0000 0.000in ftinft +D+L+H 1 0.1513 5.036 0.0000 0.000in ftinft +D+Lr+H 1 0.0518 5.036 0.0000 0.000in ftinft +D+S+H 1 0.0518 5.036 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.1265 5.036 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.1265 5.036 0.0000 0.000in ftinft +D+0.60W+H 1 0.0518 5.036 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0518 5.036 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0518 5.036 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0311 5.036 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0518 5.036 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.1265 5.036 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0311 5.036 0.0000 0.000in ftinft D Only 1 0.0518 5.036 0.0000 0.000in ftinft L Only 1 0.0996 5.036 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.235 1.235 Overall MINimum 0.813 0.813 +D+H 0.423 0.423 +D+L+H 1.235 1.235 +D+Lr+H 0.423 0.423 +D+S+H 0.423 0.423 +D+0.750Lr+0.750L+H 1.032 1.032 +D+0.750L+0.750S+H 1.032 1.032 +D+0.60W+H 0.423 0.423 +D+0.750Lr+0.450W+H 0.423 0.423 +D+0.750S+0.450W+H 0.423 0.423 +0.60D+0.60W+0.60H 0.254 0.254 +D+0.70E+0.60H 0.423 0.423 +D+0.750L+0.750S+0.5250E+H 1.032 1.032 +0.60D+0.70E+H 0.254 0.254 D Only 0.423 0.423 L Only 0.813 0.813 H Only . B15/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B16/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 10.50 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.301: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 67.93 psi= = 2,400.00 psi 3.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 3.5x9 Maximum Shear Stress Ratio 0.256 : 1 0.000 ft= = 722.86 psi Maximum Deflection 0 <360 1485 Ratio =0 <240 Max Downward Transient Deflection 0.036 in 1998Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.048 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+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.086 0.073 0.90 1.000 1.00 1.00 1.00 0.73 185.71 2160.00 0.37 238.501.00 17.45 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.301 0.256 1.00 1.000 1.00 1.00 1.00 2.85 722.86 2400.00 1.43 265.001.00 67.93 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.062 0.053 1.25 1.000 1.00 1.00 1.00 0.73 185.71 3000.00 0.37 331.251.00 17.45 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.067 0.057 1.15 1.000 1.00 1.00 1.00 0.73 185.71 2760.00 0.37 304.751.00 17.45 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.196 0.167 1.25 1.000 1.00 1.00 1.00 2.32 588.57 3000.00 1.16 331.251.00 55.31 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.213 0.182 1.15 1.000 1.00 1.00 1.00 2.32 588.57 2760.00 1.16 304.751.00 55.31 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 B17/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 = 6.0 ft 1 0.048 0.041 1.60 1.000 1.00 1.00 1.00 0.73 185.71 3840.00 0.37 424.001.00 17.45 1.00+D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.048 0.041 1.60 1.000 1.00 1.00 1.00 0.73 185.71 3840.00 0.37 424.001.00 17.45 1.00+D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.048 0.041 1.60 1.000 1.00 1.00 1.00 0.73 185.71 3840.00 0.37 424.001.00 17.45 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.029 0.025 1.60 1.000 1.00 1.00 1.00 0.44 111.43 3840.00 0.22 424.001.00 10.47 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.048 0.041 1.60 1.000 1.00 1.00 1.00 0.73 185.71 3840.00 0.37 424.001.00 17.45 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.153 0.130 1.60 1.000 1.00 1.00 1.00 2.32 588.57 3840.00 1.16 424.001.00 55.31 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.029 0.025 1.60 1.000 1.00 1.00 1.00 0.44 111.43 3840.00 0.22 424.001.00 10.47 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0485 3.022 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0125 3.022 0.0000 0.000in ftinft +D+L+H 1 0.0485 3.022 0.0000 0.000in ftinft +D+Lr+H 1 0.0125 3.022 0.0000 0.000in ftinft +D+S+H 1 0.0125 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0395 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0395 3.022 0.0000 0.000in ftinft +D+0.60W+H 1 0.0125 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0125 3.022 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0125 3.022 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0075 3.022 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0125 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0395 3.022 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0075 3.022 0.0000 0.000in ftinft D Only 1 0.0125 3.022 0.0000 0.000in ftinft L Only 1 0.0360 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 1.898 1.898 Overall MINimum 1.410 1.410 +D+H 0.488 0.488 +D+L+H 1.898 1.898 +D+Lr+H 0.488 0.488 +D+S+H 0.488 0.488 +D+0.750Lr+0.750L+H 1.545 1.545 +D+0.750L+0.750S+H 1.545 1.545 +D+0.60W+H 0.488 0.488 +D+0.750Lr+0.450W+H 0.488 0.488 +D+0.750S+0.450W+H 0.488 0.488 +0.60D+0.60W+0.60H 0.293 0.293 +D+0.70E+0.60H 0.488 0.488 +D+0.750L+0.750S+0.5250E+H 1.545 1.545 +0.60D+0.70E+H 0.293 0.293 D Only 0.488 0.488 L Only 1.410 1.410 H Only . B18/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B19/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 8.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 4.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.149: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 20.22 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+H = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.112 : 1 0.000 ft= = 160.93 psi Maximum Deflection 0 <360 12190 Ratio =0 <240 Max Downward Transient Deflection 0.002 in 16770Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.003 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+H 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.045 0.034 0.90 1.200 1.00 1.00 1.00 0.18 43.95 972.00 0.12 162.001.00 5.52 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.149 0.112 1.00 1.200 1.00 1.00 1.00 0.67 160.93 1080.00 0.44 180.001.00 20.22 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.033 0.025 1.25 1.200 1.00 1.00 1.00 0.18 43.95 1350.00 0.12 225.001.00 5.52 1.00+D+S+H 1.200 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 1.15 1.200 1.00 1.00 1.00 0.18 43.95 1242.00 0.12 207.001.00 5.52 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.098 0.074 1.25 1.200 1.00 1.00 1.00 0.55 131.69 1350.00 0.36 225.001.00 16.55 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.106 0.080 1.15 1.200 1.00 1.00 1.00 0.55 131.69 1242.00 0.36 207.001.00 16.55 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 B20/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 = 3.0 ft 1 0.025 0.019 1.60 1.200 1.00 1.00 1.00 0.18 43.95 1728.00 0.12 288.001.00 5.52 1.00+D+0.750Lr+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.025 0.019 1.60 1.200 1.00 1.00 1.00 0.18 43.95 1728.00 0.12 288.001.00 5.52 1.00+D+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.025 0.019 1.60 1.200 1.00 1.00 1.00 0.18 43.95 1728.00 0.12 288.001.00 5.52 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.015 0.012 1.60 1.200 1.00 1.00 1.00 0.11 26.37 1728.00 0.07 288.001.00 3.31 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.025 0.019 1.60 1.200 1.00 1.00 1.00 0.18 43.95 1728.00 0.12 288.001.00 5.52 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.076 0.057 1.60 1.200 1.00 1.00 1.00 0.55 131.69 1728.00 0.36 288.001.00 16.55 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.015 0.012 1.60 1.200 1.00 1.00 1.00 0.11 26.37 1728.00 0.07 288.001.00 3.31 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0030 1.511 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0008 1.511 0.0000 0.000in ftinft +D+L+H 1 0.0030 1.511 0.0000 0.000in ftinft +D+Lr+H 1 0.0008 1.511 0.0000 0.000in ftinft +D+S+H 1 0.0008 1.511 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0024 1.511 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0024 1.511 0.0000 0.000in ftinft +D+0.60W+H 1 0.0008 1.511 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0008 1.511 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0008 1.511 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0005 1.511 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0008 1.511 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0024 1.511 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0005 1.511 0.0000 0.000in ftinft D Only 1 0.0008 1.511 0.0000 0.000in ftinft L Only 1 0.0021 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 0.893 0.893 Overall MINimum 0.649 0.649 +D+H 0.244 0.244 +D+L+H 0.893 0.893 +D+Lr+H 0.244 0.244 +D+S+H 0.244 0.244 +D+0.750Lr+0.750L+H 0.730 0.730 +D+0.750L+0.750S+H 0.730 0.730 +D+0.60W+H 0.244 0.244 +D+0.750Lr+0.450W+H 0.244 0.244 +D+0.750S+0.450W+H 0.244 0.244 +0.60D+0.60W+0.60H 0.146 0.146 +D+0.70E+0.60H 0.244 0.244 +D+0.750L+0.750S+0.5250E+H 0.730 0.730 +0.60D+0.70E+H 0.146 0.146 D Only 0.244 0.244 L Only 0.649 0.649 H Only . B21/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B22/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 = 0.040 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 11.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 8.0 -->> 16.0 ft, Tributary Width = 13.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 4.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 8.0 -->> 16.0 ft, Tributary Width = 3.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.598: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 8.175 ft 96.42 psi= = 2,394.77 psi 5.5x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 5.5x15 Maximum Shear Stress Ratio 0.364 : 1 14.774 ft= = 1,432.41 psi Maximum Deflection 0 <360 468 Ratio =0 <240 Max Downward Transient Deflection 0.302 in 635Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.410 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+H 0.00 0.00 0.000.00 1.00Length = 16.0 ft 1 0.174 0.105 0.90 0.998 1.00 1.00 1.00 6.45 375.25 2155.29 1.38 238.501.00 25.14 1.00+D+L+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.598 0.364 1.00 0.998 1.00 1.00 1.00 24.62 1,432.41 2394.77 5.30 265.001.00 96.42 1.00+D+Lr+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.125 0.076 1.25 0.998 1.00 1.00 1.00 6.45 375.25 2993.46 1.38 331.251.00 25.14 1.00+D+S+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.136 0.083 1.15 0.998 1.00 1.00 1.00 6.45 375.25 2753.98 1.38 304.751.00 25.14 1.00+D+0.750Lr+0.750L+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.390 0.237 1.25 0.998 1.00 1.00 1.00 20.08 1,168.11 2993.46 4.32 331.251.00 78.60 B23/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 1.00+D+0.750L+0.750S+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.424 0.258 1.15 0.998 1.00 1.00 1.00 20.08 1,168.11 2753.98 4.32 304.751.00 78.60 1.00+D+0.60W+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.098 0.059 1.60 0.998 1.00 1.00 1.00 6.45 375.25 3831.63 1.38 424.001.00 25.14 1.00+D+0.750Lr+0.450W+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.098 0.059 1.60 0.998 1.00 1.00 1.00 6.45 375.25 3831.63 1.38 424.001.00 25.14 1.00+D+0.750S+0.450W+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.098 0.059 1.60 0.998 1.00 1.00 1.00 6.45 375.25 3831.63 1.38 424.001.00 25.14 1.00+0.60D+0.60W+0.60H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.059 0.036 1.60 0.998 1.00 1.00 1.00 3.87 225.15 3831.63 0.83 424.001.00 15.09 1.00+D+0.70E+0.60H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.098 0.059 1.60 0.998 1.00 1.00 1.00 6.45 375.25 3831.63 1.38 424.001.00 25.14 1.00+D+0.750L+0.750S+0.5250E+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.305 0.185 1.60 0.998 1.00 1.00 1.00 20.08 1,168.11 3831.63 4.32 424.001.00 78.60 1.00+0.60D+0.70E+H 0.998 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.059 0.036 1.60 0.998 1.00 1.00 1.00 3.87 225.15 3831.63 0.83 424.001.00 15.09 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.4096 8.058 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.1073 8.058 0.0000 0.000in ftinft +D+L+H 1 0.4096 8.058 0.0000 0.000in ftinft +D+Lr+H 1 0.1073 8.058 0.0000 0.000in ftinft +D+S+H 1 0.1073 8.058 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.3341 8.058 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.3341 8.058 0.0000 0.000in ftinft +D+0.60W+H 1 0.1073 8.058 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.1073 8.058 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.1073 8.058 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0644 8.058 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.1073 8.058 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.3341 8.058 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0644 8.058 0.0000 0.000in ftinft D Only 1 0.1073 8.058 0.0000 0.000in ftinft L Only 1 0.3023 8.058 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.016 6.288 Overall MINimum 4.430 4.650 +D+H 1.586 1.638 +D+L+H 6.016 6.288 +D+Lr+H 1.586 1.638 +D+S+H 1.586 1.638 +D+0.750Lr+0.750L+H 4.909 5.126 +D+0.750L+0.750S+H 4.909 5.126 +D+0.60W+H 1.586 1.638 +D+0.750Lr+0.450W+H 1.586 1.638 +D+0.750S+0.450W+H 1.586 1.638 +0.60D+0.60W+0.60H 0.952 0.983 +D+0.70E+0.60H 1.586 1.638 +D+0.750L+0.750S+0.5250E+H 4.909 5.126 +0.60D+0.70E+H 0.952 0.983 D Only 1.586 1.638 L Only 4.430 4.650 H Only . B24/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B25/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 = 0.040 , Tributary Width = 1.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 15.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.519: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 61.35 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+H = = = 150.00 psi== Section used for this span 2-2x6 Maximum Shear Stress Ratio 0.409 : 1 0.000 ft= = 573.02 psi Maximum Deflection 0 <240 1654 Ratio =0 <180 Max Downward Transient Deflection 0.014 in 2483Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.022 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+H 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.193 0.152 0.90 1.300 1.00 1.00 1.00 0.24 191.45 994.50 0.23 135.001.00 20.50 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.519 0.409 1.00 1.300 1.00 1.00 1.00 0.72 573.02 1105.00 0.67 150.001.00 61.35 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.139 0.109 1.25 1.300 1.00 1.00 1.00 0.24 191.45 1381.25 0.23 187.501.00 20.50 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.151 0.119 1.15 1.300 1.00 1.00 1.00 0.24 191.45 1270.75 0.23 172.501.00 20.50 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.346 0.273 1.25 1.300 1.00 1.00 1.00 0.60 477.63 1381.25 0.56 187.501.00 51.13 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.376 0.296 1.15 1.300 1.00 1.00 1.00 0.60 477.63 1270.75 0.56 172.501.00 51.13 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 B26/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 = 3.0 ft 1 0.108 0.085 1.60 1.300 1.00 1.00 1.00 0.24 191.45 1768.00 0.23 240.001.00 20.50 1.00+D+0.750Lr+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.108 0.085 1.60 1.300 1.00 1.00 1.00 0.24 191.45 1768.00 0.23 240.001.00 20.50 1.00+D+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.108 0.085 1.60 1.300 1.00 1.00 1.00 0.24 191.45 1768.00 0.23 240.001.00 20.50 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.065 0.051 1.60 1.300 1.00 1.00 1.00 0.14 114.87 1768.00 0.14 240.001.00 12.30 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.108 0.085 1.60 1.300 1.00 1.00 1.00 0.24 191.45 1768.00 0.23 240.001.00 20.50 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.270 0.213 1.60 1.300 1.00 1.00 1.00 0.60 477.63 1768.00 0.56 240.001.00 51.13 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.065 0.051 1.60 1.300 1.00 1.00 1.00 0.14 114.87 1768.00 0.14 240.001.00 12.30 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0218 1.511 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0073 1.511 0.0000 0.000in ftinft +D+L+H 1 0.0218 1.511 0.0000 0.000in ftinft +D+Lr+H 1 0.0073 1.511 0.0000 0.000in ftinft +D+S+H 1 0.0073 1.511 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0181 1.511 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0181 1.511 0.0000 0.000in ftinft +D+0.60W+H 1 0.0073 1.511 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0073 1.511 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0073 1.511 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0044 1.511 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0073 1.511 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0181 1.511 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0044 1.511 0.0000 0.000in ftinft D Only 1 0.0073 1.511 0.0000 0.000in ftinft L Only 1 0.0145 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 0.963 0.963 Overall MINimum 0.641 0.641 +D+H 0.322 0.322 +D+L+H 0.963 0.963 +D+Lr+H 0.322 0.322 +D+S+H 0.322 0.322 +D+0.750Lr+0.750L+H 0.803 0.803 +D+0.750L+0.750S+H 0.803 0.803 +D+0.60W+H 0.322 0.322 +D+0.750Lr+0.450W+H 0.322 0.322 +D+0.750S+0.450W+H 0.322 0.322 +0.60D+0.60W+0.60H 0.193 0.193 +D+0.70E+0.60H 0.322 0.322 +D+0.750L+0.750S+0.5250E+H 0.803 0.803 +0.60D+0.70E+H 0.193 0.193 D Only 0.322 0.322 L Only 0.641 0.641 H Only . B27/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B28/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 = 9.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.504: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 52.11 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+H = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.289 : 1 0.000 ft= = 544.74 psi Maximum Deflection 0 <360 1800 Ratio =0 <240 Max Downward Transient Deflection 0.030 in 2385Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.040 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.137 0.079 0.90 1.200 1.00 1.00 1.00 0.56 133.62 972.00 0.28 162.001.00 12.78 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.504 0.289 1.00 1.200 1.00 1.00 1.00 2.27 544.74 1080.00 1.12 180.001.00 52.11 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.099 0.057 1.25 1.200 1.00 1.00 1.00 0.56 133.62 1350.00 0.28 225.001.00 12.78 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.108 0.062 1.15 1.200 1.00 1.00 1.00 0.56 133.62 1242.00 0.28 207.001.00 12.78 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.327 0.188 1.25 1.200 1.00 1.00 1.00 1.84 441.96 1350.00 0.91 225.001.00 42.27 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.356 0.204 1.15 1.200 1.00 1.00 1.00 1.84 441.96 1242.00 0.91 207.001.00 42.27 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.077 0.044 1.60 1.200 1.00 1.00 1.00 0.56 133.62 1728.00 0.28 288.001.00 12.78 B29/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM 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 1.00+D+0.750Lr+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.077 0.044 1.60 1.200 1.00 1.00 1.00 0.56 133.62 1728.00 0.28 288.001.00 12.78 1.00+D+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.077 0.044 1.60 1.200 1.00 1.00 1.00 0.56 133.62 1728.00 0.28 288.001.00 12.78 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.046 0.027 1.60 1.200 1.00 1.00 1.00 0.33 80.17 1728.00 0.17 288.001.00 7.67 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.077 0.044 1.60 1.200 1.00 1.00 1.00 0.56 133.62 1728.00 0.28 288.001.00 12.78 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.256 0.147 1.60 1.200 1.00 1.00 1.00 1.84 441.96 1728.00 0.91 288.001.00 42.27 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.046 0.027 1.60 1.200 1.00 1.00 1.00 0.33 80.17 1728.00 0.17 288.001.00 7.67 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0400 3.022 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0098 3.022 0.0000 0.000in ftinft +D+L+H 1 0.0400 3.022 0.0000 0.000in ftinft +D+Lr+H 1 0.0098 3.022 0.0000 0.000in ftinft +D+S+H 1 0.0098 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0324 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0324 3.022 0.0000 0.000in ftinft +D+0.60W+H 1 0.0098 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0098 3.022 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0098 3.022 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0059 3.022 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0098 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0324 3.022 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0059 3.022 0.0000 0.000in ftinft D Only 1 0.0098 3.022 0.0000 0.000in ftinft L Only 1 0.0302 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 1.511 1.511 Overall MINimum 1.140 1.140 +D+H 0.371 0.371 +D+L+H 1.511 1.511 +D+Lr+H 0.371 0.371 +D+S+H 0.371 0.371 +D+0.750Lr+0.750L+H 1.226 1.226 +D+0.750L+0.750S+H 1.226 1.226 +D+0.60W+H 0.371 0.371 +D+0.750Lr+0.450W+H 0.371 0.371 +D+0.750S+0.450W+H 0.371 0.371 +0.60D+0.60W+0.60H 0.222 0.222 +D+0.70E+0.60H 0.371 0.371 +D+0.750L+0.750S+0.5250E+H 1.226 1.226 +0.60D+0.70E+H 0.222 0.222 D Only 0.371 0.371 L Only 1.140 1.140 H Only . B30/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: B31/31 FOOTING KEY PLANF#1F #3F #2 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.2870 0.5510 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 = F2/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.2041 Soil Bearing 0.3062 ksf 1.50 ksf +D+L+H 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 0.03574 Z Flexure (+X)0.1533 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03574 Z Flexure (-X)0.1533 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03574 X Flexure (+Z)0.1533 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03574 X Flexure (-Z)0.1533 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03950 1-way Shear (+X)2.963 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03950 1-way Shear (-X)2.963 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03950 1-way Shear (+Z)2.963 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03950 1-way Shear (-Z)2.963 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07846 2-way Punching 11.770 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 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+H 1.50 n/a0.1684 0.1684 n/a 0.1120.0n/a X-X, +D+L+H 1.50 n/a0.3062 0.3062 n/a 0.2040.0n/a X-X, +D+Lr+H 1.50 n/a0.1684 0.1684 n/a 0.1120.0n/a X-X, +D+S+H 1.50 n/a0.1684 0.1684 n/a 0.1120.0n/a X-X, +D+0.750Lr+0.750L+H 1.50 n/a0.2717 0.2717 n/a 0.1810.0n/a X-X, +D+0.750L+0.750S+H 1.50 n/a0.2717 0.2717 n/a 0.1810.0n/a X-X, +D+0.60W+H 1.50 n/a0.1684 0.1684 n/a 0.1120.0n/a X-X, +D+0.750Lr+0.450W+H 1.50 n/a0.1684 0.1684 n/a 0.1120.0n/a X-X, +D+0.750S+0.450W+H 1.50 n/a0.1684 0.1684 n/a 0.1120.0n/a X-X, +0.60D+0.60W+0.60H 1.50 n/a0.1011 0.1011 n/a 0.0670.0n/a X-X, +D+0.70E+0.60H 1.50 n/a0.1684 0.1684 n/a 0.1120.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a0.2717 0.2717 n/a 0.1810.0n/a X-X, +0.60D+0.70E+H 1.50 n/a0.1011 0.1011 n/a 0.0670.0n/a Z-Z, +D+H 1.50 0.1684n/a n/a 0.1684 0.112n/a0.0 Z-Z, +D+L+H 1.50 0.3062n/a n/a 0.3062 0.204n/a0.0 Z-Z, +D+Lr+H 1.50 0.1684n/a n/a 0.1684 0.112n/a0.0 Z-Z, +D+S+H 1.50 0.1684n/a n/a 0.1684 0.112n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.2717n/a n/a 0.2717 0.181n/a0.0 Z-Z, +D+0.750L+0.750S+H 1.50 0.2717n/a n/a 0.2717 0.181n/a0.0 Z-Z, +D+0.60W+H 1.50 0.1684n/a n/a 0.1684 0.112n/a0.0 Z-Z, +D+0.750Lr+0.450W+H 1.50 0.1684n/a n/a 0.1684 0.112n/a0.0 Z-Z, +D+0.750S+0.450W+H 1.50 0.1684n/a n/a 0.1684 0.112n/a0.0 Z-Z, +0.60D+0.60W+0.60H 1.50 0.1011n/a n/a 0.1011 0.067n/a0.0 Z-Z, +D+0.70E+0.60H 1.50 0.1684n/a n/a 0.1684 0.112n/a0.0 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.2717n/a n/a 0.2717 0.181n/a0.0 Z-Z, +0.60D+0.70E+H 1.50 0.1011n/a n/a 0.1011 0.067n/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 F3/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D+1.60H 0.05023 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.40D+1.60H 0.05023 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.1533 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.1533 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.1533 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.1533 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+L+1.60H 0.1119 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+L+1.60H 0.1119 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.04305 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.04305 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+1.60S+1.60H 0.1119 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+1.60S+1.60H 0.1119 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.04305 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.04305 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.1119 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.1119 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.50S+W+1.60H 0.1119 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.50S+W+1.60H 0.1119 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+W+1.60H 0.03229 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+W+1.60H 0.03229 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.20S+E+1.90H 0.1119 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.20S+E+1.90H 0.1119 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+E+0.90H 0.03229 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+E+0.90H 0.03229 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D+1.60H 0.05023 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D+1.60H 0.05023 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.1533 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.1533 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.1533 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.1533 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.1119 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.1119 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.04305 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.04305 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+1.60S+1.60H 0.1119 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+1.60S+1.60H 0.1119 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.04305 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.04305 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.1119 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.1119 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.1119 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.1119 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+W+1.60H 0.03229 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+W+1.60H 0.03229 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.1119 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.1119 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+E+0.90H 0.03229 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+E+0.90H 0.03229 +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+1.60H 0.97 0.97 0.97 0.97 0.97 75.00 0.01psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L+1.60H 2.96 2.96 2.96 2.96 2.96 75.00 0.04psipsipsipsipsipsi OK +1.20D+1.60L+0.50S+1.60H 2.96 2.96 2.96 2.96 2.96 75.00 0.04psipsipsipsipsipsi OK +1.20D+1.60Lr+L+1.60H 2.16 2.16 2.16 2.16 2.16 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W+1.60H 0.83 0.83 0.83 0.83 0.83 75.00 0.01psipsipsipsipsipsi OK +1.20D+L+1.60S+1.60H 2.16 2.16 2.16 2.16 2.16 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60S+0.50W+1.60H 0.83 0.83 0.83 0.83 0.83 75.00 0.01psipsipsipsipsipsi OK +1.20D+0.50Lr+L+W+1.60H 2.16 2.16 2.16 2.16 2.16 75.00 0.03psipsipsipsipsipsi OK +1.20D+L+0.50S+W+1.60H 2.16 2.16 2.16 2.16 2.16 75.00 0.03psipsipsipsipsipsi OK +0.90D+W+1.60H 0.62 0.62 0.62 0.62 0.62 75.00 0.01psipsipsipsipsipsi OK +1.20D+L+0.20S+E+1.90H 2.16 2.16 2.16 2.16 2.16 75.00 0.03psipsipsipsipsipsi OK F4/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +0.90D+E+0.90H 0.62 0.62 0.62 0.62 0.62 75.00 0.01psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 3.86 150.00 0.02572 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 11.77 150.00 0.07846 OKpsipsi +1.20D+1.60L+0.50S+1.60H 11.77 150.00 0.07846 OKpsipsi +1.20D+1.60Lr+L+1.60H 8.60 150.00 0.05731 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 3.31 150.00 0.02204 OKpsipsi +1.20D+L+1.60S+1.60H 8.60 150.00 0.05731 OKpsipsi +1.20D+1.60S+0.50W+1.60H 3.31 150.00 0.02204 OKpsipsi +1.20D+0.50Lr+L+W+1.60H 8.60 150.00 0.05731 OKpsipsi +1.20D+L+0.50S+W+1.60H 8.60 150.00 0.05731 OKpsipsi +0.90D+W+1.60H 2.48 150.00 0.01653 OKpsipsi +1.20D+L+0.20S+E+1.90H 8.60 150.00 0.05731 OKpsipsi +0.90D+E+0.90H 2.48 150.00 0.01653 OKpsipsi F5/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 1.5 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 0.742 2.280 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 = F6/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.960 Soil Bearing 1.440 ksf 1.50 ksf +D+L+H 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 0.1009 Z Flexure (+X)0.5673 k-ft/ft 5.624 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1009 Z Flexure (-X)0.5673 k-ft/ft 5.624 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1009 X Flexure (+Z)0.5673 k-ft/ft 5.624 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1009 X Flexure (-Z)0.5673 k-ft/ft 5.624 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1479 1-way Shear (+X)11.094 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1479 1-way Shear (-X)11.094 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1479 1-way Shear (+Z)11.094 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1479 1-way Shear (-Z)11.094 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2788 2-way Punching 41.826 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 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+H 1.50 n/a0.4264 0.4264 n/a 0.2840.0n/a X-X, +D+L+H 1.50 n/a1.440 1.440 n/a 0.9600.0n/a X-X, +D+Lr+H 1.50 n/a0.4264 0.4264 n/a 0.2840.0n/a X-X, +D+S+H 1.50 n/a0.4264 0.4264 n/a 0.2840.0n/a X-X, +D+0.750Lr+0.750L+H 1.50 n/a1.186 1.186 n/a 0.7910.0n/a X-X, +D+0.750L+0.750S+H 1.50 n/a1.186 1.186 n/a 0.7910.0n/a X-X, +D+0.60W+H 1.50 n/a0.4264 0.4264 n/a 0.2840.0n/a X-X, +D+0.750Lr+0.450W+H 1.50 n/a0.4264 0.4264 n/a 0.2840.0n/a X-X, +D+0.750S+0.450W+H 1.50 n/a0.4264 0.4264 n/a 0.2840.0n/a X-X, +0.60D+0.60W+0.60H 1.50 n/a0.2559 0.2559 n/a 0.1710.0n/a X-X, +D+0.70E+0.60H 1.50 n/a0.4264 0.4264 n/a 0.2840.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a1.186 1.186 n/a 0.7910.0n/a X-X, +0.60D+0.70E+H 1.50 n/a0.2559 0.2559 n/a 0.1710.0n/a Z-Z, +D+H 1.50 0.4264n/a n/a 0.4264 0.284n/a0.0 Z-Z, +D+L+H 1.50 1.440n/a n/a 1.440 0.960n/a0.0 Z-Z, +D+Lr+H 1.50 0.4264n/a n/a 0.4264 0.284n/a0.0 Z-Z, +D+S+H 1.50 0.4264n/a n/a 0.4264 0.284n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 1.50 1.186n/a n/a 1.186 0.791n/a0.0 Z-Z, +D+0.750L+0.750S+H 1.50 1.186n/a n/a 1.186 0.791n/a0.0 Z-Z, +D+0.60W+H 1.50 0.4264n/a n/a 0.4264 0.284n/a0.0 Z-Z, +D+0.750Lr+0.450W+H 1.50 0.4264n/a n/a 0.4264 0.284n/a0.0 Z-Z, +D+0.750S+0.450W+H 1.50 0.4264n/a n/a 0.4264 0.284n/a0.0 Z-Z, +0.60D+0.60W+0.60H 1.50 0.2559n/a n/a 0.2559 0.171n/a0.0 Z-Z, +D+0.70E+0.60H 1.50 0.4264n/a n/a 0.4264 0.284n/a0.0 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 1.186n/a n/a 1.186 0.791n/a0.0 Z-Z, +0.60D+0.70E+H 1.50 0.2559n/a n/a 0.2559 0.171n/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 F7/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D+1.60H 0.1299 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.40D+1.60H 0.1299 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.5673 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.5673 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.5673 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.5673 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60Lr+L+1.60H 0.3963 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60Lr+L+1.60H 0.3963 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1113 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1113 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+1.60S+1.60H 0.3963 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+1.60S+1.60H 0.3963 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1113 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1113 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.3963 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.3963 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+0.50S+W+1.60H 0.3963 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+0.50S+W+1.60H 0.3963 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D+W+1.60H 0.08348 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D+W+1.60H 0.08348 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+0.20S+E+1.90H 0.3963 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+0.20S+E+1.90H 0.3963 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D+E+0.90H 0.08348 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D+E+0.90H 0.08348 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.40D+1.60H 0.1299 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.40D+1.60H 0.1299 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.5673 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.5673 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.5673 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.5673 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.3963 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.3963 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.1113 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.1113 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+1.60S+1.60H 0.3963 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+1.60S+1.60H 0.3963 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1113 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1113 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.3963 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.3963 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.3963 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.3963 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D+W+1.60H 0.08348 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D+W+1.60H 0.08348 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.3963 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.3963 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D+E+0.90H 0.08348 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D+E+0.90H 0.08348 +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+1.60H 2.54 2.54 2.54 2.54 2.54 75.00 0.03psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L+1.60H 11.09 11.09 11.09 11.09 11.09 75.00 0.15psipsipsipsipsipsi OK +1.20D+1.60L+0.50S+1.60H 11.09 11.09 11.09 11.09 11.09 75.00 0.15psipsipsipsipsipsi OK +1.20D+1.60Lr+L+1.60H 7.75 7.75 7.75 7.75 7.75 75.00 0.10psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W+1.60H 2.18 2.18 2.18 2.18 2.18 75.00 0.03psipsipsipsipsipsi OK +1.20D+L+1.60S+1.60H 7.75 7.75 7.75 7.75 7.75 75.00 0.10psipsipsipsipsipsi OK +1.20D+1.60S+0.50W+1.60H 2.18 2.18 2.18 2.18 2.18 75.00 0.03psipsipsipsipsipsi OK +1.20D+0.50Lr+L+W+1.60H 7.75 7.75 7.75 7.75 7.75 75.00 0.10psipsipsipsipsipsi OK +1.20D+L+0.50S+W+1.60H 7.75 7.75 7.75 7.75 7.75 75.00 0.10psipsipsipsipsipsi OK +0.90D+W+1.60H 1.63 1.63 1.63 1.63 1.63 75.00 0.02psipsipsipsipsipsi OK +1.20D+L+0.20S+E+1.90H 7.75 7.75 7.75 7.75 7.75 75.00 0.10psipsipsipsipsipsi OK F8/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +0.90D+E+0.90H 1.63 1.63 1.63 1.63 1.63 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 9.57 150.00 0.06382 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 41.83 150.00 0.2788 OKpsipsi +1.20D+1.60L+0.50S+1.60H 41.83 150.00 0.2788 OKpsipsi +1.20D+1.60Lr+L+1.60H 29.22 150.00 0.1948 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 8.21 150.00 0.05471 OKpsipsi +1.20D+L+1.60S+1.60H 29.22 150.00 0.1948 OKpsipsi +1.20D+1.60S+0.50W+1.60H 8.21 150.00 0.05471 OKpsipsi +1.20D+0.50Lr+L+W+1.60H 29.22 150.00 0.1948 OKpsipsi +1.20D+L+0.50S+W+1.60H 29.22 150.00 0.1948 OKpsipsi +0.90D+W+1.60H 6.15 150.00 0.04103 OKpsipsi +1.20D+L+0.20S+E+1.90H 29.22 150.00 0.1948 OKpsipsi +0.90D+E+0.90H 6.15 150.00 0.04103 OKpsipsi F9/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.488 0.9380 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 = F10/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.3021 Soil Bearing 0.4532 ksf 1.50 ksf +D+L+H 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 0.06082 Z Flexure (+X)0.2608 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06082 Z Flexure (-X)0.2608 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06082 X Flexure (+Z)0.2608 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06082 X Flexure (-Z)0.2608 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06723 1-way Shear (+X)5.042 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06723 1-way Shear (-X)5.042 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06723 1-way Shear (+Z)5.042 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06723 1-way Shear (-Z)5.042 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1335 2-way Punching 20.029 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 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+H 1.50 n/a0.2187 0.2187 n/a 0.1460.0n/a X-X, +D+L+H 1.50 n/a0.4532 0.4532 n/a 0.3020.0n/a X-X, +D+Lr+H 1.50 n/a0.2187 0.2187 n/a 0.1460.0n/a X-X, +D+S+H 1.50 n/a0.2187 0.2187 n/a 0.1460.0n/a X-X, +D+0.750Lr+0.750L+H 1.50 n/a0.3945 0.3945 n/a 0.2630.0n/a X-X, +D+0.750L+0.750S+H 1.50 n/a0.3945 0.3945 n/a 0.2630.0n/a X-X, +D+0.60W+H 1.50 n/a0.2187 0.2187 n/a 0.1460.0n/a X-X, +D+0.750Lr+0.450W+H 1.50 n/a0.2187 0.2187 n/a 0.1460.0n/a X-X, +D+0.750S+0.450W+H 1.50 n/a0.2187 0.2187 n/a 0.1460.0n/a X-X, +0.60D+0.60W+0.60H 1.50 n/a0.1312 0.1312 n/a 0.0870.0n/a X-X, +D+0.70E+0.60H 1.50 n/a0.2187 0.2187 n/a 0.1460.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a0.3945 0.3945 n/a 0.2630.0n/a X-X, +0.60D+0.70E+H 1.50 n/a0.1312 0.1312 n/a 0.0870.0n/a Z-Z, +D+H 1.50 0.2187n/a n/a 0.2187 0.146n/a0.0 Z-Z, +D+L+H 1.50 0.4532n/a n/a 0.4532 0.302n/a0.0 Z-Z, +D+Lr+H 1.50 0.2187n/a n/a 0.2187 0.146n/a0.0 Z-Z, +D+S+H 1.50 0.2187n/a n/a 0.2187 0.146n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.3945n/a n/a 0.3945 0.263n/a0.0 Z-Z, +D+0.750L+0.750S+H 1.50 0.3945n/a n/a 0.3945 0.263n/a0.0 Z-Z, +D+0.60W+H 1.50 0.2187n/a n/a 0.2187 0.146n/a0.0 Z-Z, +D+0.750Lr+0.450W+H 1.50 0.2187n/a n/a 0.2187 0.146n/a0.0 Z-Z, +D+0.750S+0.450W+H 1.50 0.2187n/a n/a 0.2187 0.146n/a0.0 Z-Z, +0.60D+0.60W+0.60H 1.50 0.1312n/a n/a 0.1312 0.087n/a0.0 Z-Z, +D+0.70E+0.60H 1.50 0.2187n/a n/a 0.2187 0.146n/a0.0 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.3945n/a n/a 0.3945 0.263n/a0.0 Z-Z, +0.60D+0.70E+H 1.50 0.1312n/a n/a 0.1312 0.087n/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 F11/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D+1.60H 0.08540 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.40D+1.60H 0.08540 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.2608 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.2608 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.2608 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.2608 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+L+1.60H 0.1905 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+L+1.60H 0.1905 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.07320 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.07320 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+1.60S+1.60H 0.1905 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+1.60S+1.60H 0.1905 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.07320 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.07320 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.1905 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.1905 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.50S+W+1.60H 0.1905 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.50S+W+1.60H 0.1905 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+W+1.60H 0.05490 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+W+1.60H 0.05490 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.20S+E+1.90H 0.1905 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.20S+E+1.90H 0.1905 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+E+0.90H 0.05490 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+E+0.90H 0.05490 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D+1.60H 0.08540 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D+1.60H 0.08540 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2608 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2608 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.2608 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.2608 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.1905 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.1905 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.07320 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.07320 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+1.60S+1.60H 0.1905 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+1.60S+1.60H 0.1905 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.07320 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.07320 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.1905 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.1905 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.1905 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.1905 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+W+1.60H 0.05490 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+W+1.60H 0.05490 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.1905 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.1905 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+E+0.90H 0.05490 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+E+0.90H 0.05490 +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+1.60H 1.65 1.65 1.65 1.65 1.65 75.00 0.02psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L+1.60H 5.04 5.04 5.04 5.04 5.04 75.00 0.07psipsipsipsipsipsi OK +1.20D+1.60L+0.50S+1.60H 5.04 5.04 5.04 5.04 5.04 75.00 0.07psipsipsipsipsipsi OK +1.20D+1.60Lr+L+1.60H 3.68 3.68 3.68 3.68 3.68 75.00 0.05psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W+1.60H 1.42 1.42 1.42 1.42 1.42 75.00 0.02psipsipsipsipsipsi OK +1.20D+L+1.60S+1.60H 3.68 3.68 3.68 3.68 3.68 75.00 0.05psipsipsipsipsipsi OK +1.20D+1.60S+0.50W+1.60H 1.42 1.42 1.42 1.42 1.42 75.00 0.02psipsipsipsipsipsi OK +1.20D+0.50Lr+L+W+1.60H 3.68 3.68 3.68 3.68 3.68 75.00 0.05psipsipsipsipsipsi OK +1.20D+L+0.50S+W+1.60H 3.68 3.68 3.68 3.68 3.68 75.00 0.05psipsipsipsipsipsi OK +0.90D+W+1.60H 1.06 1.06 1.06 1.06 1.06 75.00 0.01psipsipsipsipsipsi OK +1.20D+L+0.20S+E+1.90H 3.68 3.68 3.68 3.68 3.68 75.00 0.05psipsipsipsipsipsi OK F12/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1959.ec6 Project Title: Engineer: Project ID: Printed: 2 MAR 2021, 2:24PM Project Descr: One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +0.90D+E+0.90H 1.06 1.06 1.06 1.06 1.06 75.00 0.01psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 6.56 150.00 0.04373 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 20.03 150.00 0.1335 OKpsipsi +1.20D+1.60L+0.50S+1.60H 20.03 150.00 0.1335 OKpsipsi +1.20D+1.60Lr+L+1.60H 14.63 150.00 0.09751 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 5.62 150.00 0.03748 OKpsipsi +1.20D+L+1.60S+1.60H 14.63 150.00 0.09751 OKpsipsi +1.20D+1.60S+0.50W+1.60H 5.62 150.00 0.03748 OKpsipsi +1.20D+0.50Lr+L+W+1.60H 14.63 150.00 0.09751 OKpsipsi +1.20D+L+0.50S+W+1.60H 14.63 150.00 0.09751 OKpsipsi +0.90D+W+1.60H 4.22 150.00 0.02811 OKpsipsi +1.20D+L+0.20S+E+1.90H 14.63 150.00 0.09751 OKpsipsi +0.90D+E+0.90H 4.22 150.00 0.02811 OKpsipsi F13/13