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Plan 2155 GL New Code CalcsRB 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: PROJECT #: BY: R.B. / MJT DATE: 02//2021 PAGE G1 OF STRUCTURAL COMPUTATIONS FOR 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: 2 00 PSF PER SOILS REPORT INDEX TO COMPUTATIONS: GENERAL ___________________________________________ G1 – G3 LATERAL ___________________________________________ L1 – L BEAM ___________________________________________ B1 – B FOOTING ___________________________________________ F1 – F RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. 17 41 13 CENTURY PLAN 2155 A/B/C 74 18 CENTURY 2155 00 21-8097 RB Engineers, Inc. Project: Century 2155 By: RB/MJT 1312 2nd St Kirkland, WA Client: Date: 8/20/2019 Phone: (425) 822-3009 Subject: Lateral Calculations Page: (j Email: rbe1992@gmail.com 2.8 LOADING CRITERIA FOR ROOF AND/OR CEILING 5/8 GWB - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 COX 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 2155 By: RB/MJT Client: Date: 8/20/2019 Subject: Lateral Calculations jPage: (� Item Material Load PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2"GWB 2.2 Fixtures 1.0 Framing TJI's 3.0 Misc 1.5 TOTAL DEAD LOAD; 13 PSF LIVE LOADS - Residential - 40 psf (reducible) - Office - 50 psf (reducible) - Assembly - 100 psf (non-reducible) - Corridors and Exits - 100 psf (reducible) - Storage - 125 psf (non-reducible) X1X2X3Y1Y2Y3Y4Y5Y6X4X5X6SHEARWALL KEY PLANL1/ 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 LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressu 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 2155 By: RB/MJT 1312 2nd St Kirkland, WA Client: Date: 8/20/2019 Phone: (425) 822-3009 Subject: Lateral Calculations IPage7 Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X — X Direction Fw X — X @ Roof: 3.42 kips 3.42 k / 35 ft = 97.7 #/Ft V @ X 1 = (3.42/35)x(26.5/2)= 1.29 = 78 # SW -4 8'+8.5' Ft V @ X 2 = (3.42/35)x(26.5/2+8.5/2)= 1.71 = 107 # SW -4 16' Ft V @ X 3 = (3.42/35)x(8.5/2)= 0.42 = 44 # SW -4 5.5'+4' Ft Fw X — X @ Upper: 5.08 kips 5.08 k / 38.5 ft = 131.9 #/Ft V @ X 4= (5.08/38.5)x(16/2) 2.35 = 109 # SW -4 +1.29= 6.5'+7'+4'+4' Ft V @ X 5 = (5.08/38.5)x(16/2+19/2) 3.12 = 195 # SW -4 +1.71x(9/19)= 16' Ft V @ X 6 = (5.08/38.5)x(19/2+3.5) 3.03 < 3.35 LRP Capacity SW -4 +0.42 +1.71x(10/19)= 2x24"x8'LRP=2x1675=3350 lb RB Enuineers, Inc. Project: Century 2155 By: RB/MJT 1312 2nd St Kirkland, WA lGlient Date: 8/20/2019 Phone: (425) 822-3009 Subject: Lateral Calculations Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y — Y Direction Fw Y — Y @ Roof: 3.90 kips 3.90k / 39 ft = 100.0 #/Ft V @ Y 1 = (3.90/39)x(20/2)= 1.00 = 38 # SW -6 26.5' Ft V @ Y 2 = (3.90/39)x(20/2+19/2)= 1.95 = 229 # SW -4 8.5' Ft V Y 3 = (3.90/39)x(19/2)= 0.95 = 27 # SW -6 35' Ft Fw Y — Y @ Upper: 5.66 kips 5.66k / 39 ft = 145.1 #/Ft V Y 4 = (5.66/39)x(20/2) 2.45 = 64 # SW -6 +1.00= 38.5' Ft V @ Y 5= (5.66/39)x(20/2+19/2) 4.78 = 199 # SW -6-6 +1.95= 24' Ft V @ Y 6 = (5.66/39)x(19/2) 2.33 = 67 # SW -6-6 +0.95= 35' Ft RB Engineers, Inc. Project: Century 2155 ey: RB/MJT 1312 2nd St Kirkland, WA iClient7 jDate7 8/20/2019 Phone: (425) 822-3009 ISubject Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X — X Di Fw X — X @ Roof: 5.92 kips V @ X 1 = (5.92/35)x(26.5/2)= 2.24 SW -4 8'+8.5' V @ X 2 = (5.92/35)x(26.5/2+8.5/2)= 2.96 SW -4 16' V @ X 3 = (5.92/35)x(8.5/2)= 0.72 SW -4 5.5'+4' Fw X — X @ Upper: 3.61 kips V @ X 4= (3.61/38.5)x(16/2) 2.99 SW -4 +2.24= 6.5'+7'+4'+4' V @ X 5 = (3.61/38.5)x(16/2+19/2) 3.04 SW -4 +2.96x(9/19)= 16' 5.92 k / 35 ft = 169.2 #/Ft = 136 # Ft 185 # Ft 76 # Ft 3.61 k / 38.5 ft = 93.8 #/Ft 139 # Ft 190 # Ft V @ X 6 = (3.61/38.5)x(19/2+3.5) 0.15 = 13 # SW -4 +0.72 4.5'+3'+4' Ft +2.96x(10/19)-3.35= 2x24"x8'LRP=2x1675=3350 lb (1.25-0.125x(8/3))x350 #/Ft = 321 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS RB Engineers, Inc. Project: Century 2155 By: RB/MJT 1312 2nd St Kirkland, WA lGlient Date: 8/20/2019 Phone: (425) 822-6409 Subject: Lateral Calculations IPage7 LIzl Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y—Y Direction Fw Y — Y @ Roof: 5.92 kips 5.92 k / 39 ft = 151.9 #/Ft V @ Y 1 = (5.92/39)x(20/2)= 1.52 = 57 # SW -6 26.5' Ft V @ Y 2 = (5.92/39)x(20/2+19/2)= 2.96 = 348 # SW -4 8.5' Ft V @ Y 3 = (5.92/39)x(19/2)= 1.44 = 41 # SW -6 35' Ft Fw Y — Y @ Upper: 3.61 kips 3.61 k / 39 ft = 92.6 #/Ft V@ Y 4 = (3.61/39)x(20/2) 2.44 = 63 # SW -6-6 +1.52= 38.5' Ft V Y 5= (3.61/39)x(20/2+19/2) SW -6 +2.96= V @ Y 6 = (3.61/39)x(19/2) SW -6-6 +1.44= 4.77 24' = 199 # Ft 66 # Ft RB Engineers, Inc. CHECK OVERTURNING FOR: X L = 16 ft P = 185 Ib/ft Project: Century 2155 By: RB/MJT Client: jDate: 8/20/2019 Subject: Lateral Calculations IPage7 P x L = 16x185 2.96 kip MoT = 2.96x8 23.68 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10 MR = [(1.040+1.024)x0.5x16+0.3x16]x0.45 = 9.59 kip - ft H= T=C=MoT-MR= 0.88 kip 11 L Therefore use CS16 hold downs at each end TLRF = 5 ft (conservative) L = 16 feet RB Engineers. Inc. Project: Century2155 By: RB/MJT Client: JDate7 8/20/2019 Subject: Lateral Calculations Page: CHECK OVERTURNING FOR: X 5 (Wind) L = 16 ft TLRF = 5 ft (conservative) P = 195 Ib/ft P x L = 16x195 3.12 kip MoT = 3.12x8 24.96 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-1C MR= [(1.040+1.024)x0.5x16+0.6x16]x0.45 = 11.75 kip - ft IH= T=C=MoT-MR= 0.83 kip 1 L Therefore use STHD14 hold downs at each end L = 16 feet RB Engineers, Inc. Project: Century 2155 JIBY7 RB/MJT Client: jDate7 8/20/2019 Subject: Lateral Calculations Page: CHECK OVERTURNING FOR: Y 2 (Quake) L = 8.5 ft TLRF = 5 ft (conservative) P = 348 Ib/ft PxL= 348x8.5= 2.96 kip MoT = 2.96 x 8 = 23.66 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-1C MR= [(0.553+0.544)x0.5x8.5+0.3x8.5]x0.45 = 3.24 kip - ft T=C=MoT-MR= L H= 2.40 kip 1 i Therefore use (2)CS16 hold downs at each end L = 8.5 feet RB Engineers. Inc. Project: Century2155 By: RB/MJT Client: jDate7 8/20/2019 Subject: Lateral Calculations Page: CHECK OVERTURNING FOR: Y 5 (Quake) L = 24 ft TLRF = 5 ft (conservative) P = 199 Ib/ft PxL= 199x24= 4.78 kip MoT = 4.78 x 8 = 38.21 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-1C MR= [(1.560+1.536)x0.5x24+0.6x24]x0.45 = 23.20 kip - ft H= T=C=MoT-MR= 0.63 kip 1 L Therefore use STHD14 hold downs at each end L = 24 feet RB Engineers, Inc. lProject7 Century 2155 By: RB/MJT 1312 2nd St Kirkland, WA IGIieft 1Date7 8/20/2019 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 plate to 'oist or blockin above per details on S1 & S2. Capacit : 2401b/ft Shearwall Schedule Indicates shearwall w/ Plywood one side SW -4 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 4" O.C. all edges and 12" O.C. field. A2) Bolt sill plate to concrete w/ 5/8" DIA. X 10" A.B.'s @ 32" O.C. 3) Nail bottom plate to framing below w/ 16d @ 3" O.C. 4) Fasten double plate to 'oist or blockin 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 A2) 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 receiving en. From abutting panels Ca acit : 9001bfft Indicates shearwall w/ Plywood one side SW -3 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 3" O.C. all edges and 12" O.C. field �2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 24" O.C. (U.N.O.) 4 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Use (2) 2x studs @ 16" O.C. at detail D / S1 (U.N.O.) 5) Provide 3x stud framing at all members receiving edge nailing from abutting panels (U.N.O.) Capacity: 450 Ib/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 //^C\\ 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 16" O.C. / y � 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Provide 3x stud framing at all members receiving edge nailing from abutting panels Ca acity:585lb/ft B1/41BM #1BM #4BEAM KEY PLAN B2/41BM #2BM #3BEAM KEY PLAN B3/41BM #6BM #7BEAM KEY PLAN B4/41BM #9BM #8BM #10BM #11BEAM KEY PLAN B5/41BM #12 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D= 0.0460->0.0850, L= 0.0880->0.1630 k/ft, Extent = 0.0 -->> 6.0 ft, Trib Width = 1.0 ft Point Load : D = 0.8450, L = 1.625 k @ 4.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.431: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.985 ft 99.87 psi= = 2,400.00 psi 3.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 3.5x9 Maximum Shear Stress Ratio 0.377 : 1 5.255 ft= = 1,034.45 psi Maximum Deflection 0 <240 1242 Ratio =0 <180 Max Downward Transient Deflection 0.038 in 1889Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.058 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 = 6.0 ft 1 0.164 0.143 0.90 1.000 1.00 1.00 1.00 1.39 354.05 2160.00 0.72 238.501.00 34.18 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 0.431 0.377 1.00 1.000 1.00 1.00 1.00 4.07 1,034.45 2400.00 2.10 265.001.00 99.87 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 0.118 0.103 1.25 1.000 1.00 1.00 1.00 1.39 354.05 3000.00 0.72 331.251.00 34.18 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 0.128 0.112 1.15 1.000 1.00 1.00 1.00 1.39 354.05 2760.00 0.72 304.751.00 34.18 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 0.288 0.252 1.25 1.000 1.00 1.00 1.00 3.40 864.35 3000.00 1.75 331.251.00 83.45 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 B6/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 0.313 0.274 1.15 1.000 1.00 1.00 1.00 3.40 864.35 2760.00 1.75 304.751.00 83.45 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.092 0.081 1.60 1.000 1.00 1.00 1.00 1.39 354.05 3840.00 0.72 424.001.00 34.18 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 0.092 0.081 1.60 1.000 1.00 1.00 1.00 1.39 354.05 3840.00 0.72 424.001.00 34.18 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 0.092 0.081 1.60 1.000 1.00 1.00 1.00 1.39 354.05 3840.00 0.72 424.001.00 34.18 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 0.055 0.048 1.60 1.000 1.00 1.00 1.00 0.84 212.43 3840.00 0.43 424.001.00 20.51 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 0.092 0.081 1.60 1.000 1.00 1.00 1.00 1.39 354.05 3840.00 0.72 424.001.00 34.18 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 0.225 0.197 1.60 1.000 1.00 1.00 1.00 3.40 864.35 3840.00 1.75 424.001.00 83.45 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 0.055 0.048 1.60 1.000 1.00 1.00 1.00 0.84 212.43 3840.00 0.43 424.001.00 20.51 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0579 3.219 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0198 3.219 0.0000 0.000in ftinft +D+L+H 1 0.0579 3.219 0.0000 0.000in ftinft +D+Lr+H 1 0.0198 3.219 0.0000 0.000in ftinft +D+S+H 1 0.0198 3.219 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0484 3.219 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0484 3.219 0.0000 0.000in ftinft +D+0.60W+H 1 0.0198 3.219 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0198 3.219 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0198 3.219 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0119 3.219 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0198 3.219 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0484 3.219 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0119 3.219 0.0000 0.000in ftinft D Only 1 0.0198 3.219 0.0000 0.000in ftinft L Only 1 0.0381 3.219 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.339 2.277 Overall MINimum 0.881 1.497 +D+H 0.459 0.779 +D+L+H 1.339 2.277 +D+Lr+H 0.459 0.779 +D+S+H 0.459 0.779 +D+0.750Lr+0.750L+H 1.119 1.902 +D+0.750L+0.750S+H 1.119 1.902 +D+0.60W+H 0.459 0.779 +D+0.750Lr+0.450W+H 0.459 0.779 +D+0.750S+0.450W+H 0.459 0.779 +0.60D+0.60W+0.60H 0.275 0.468 +D+0.70E+0.60H 0.459 0.779 +D+0.750L+0.750S+0.5250E+H 1.119 1.902 +0.60D+0.70E+H 0.275 0.468 D Only 0.459 0.779 L Only 0.881 1.497 H Only . B7/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: B8/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.369: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 45.65 psi= = 1,170.00 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.254 : 1 3.401 ft= = 431.29 psi Maximum Deflection 0 <240 2673 Ratio =0 <180 Max Downward Transient Deflection 0.012 in 4064Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.018 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 0.140 0.096 0.90 1.300 1.00 1.00 1.00 0.38 147.55 1053.00 0.26 162.001.00 15.62 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 0.369 0.254 1.00 1.300 1.00 1.00 1.00 1.10 431.29 1170.00 0.77 180.001.00 45.65 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 0.101 0.069 1.25 1.300 1.00 1.00 1.00 0.38 147.55 1462.50 0.26 225.001.00 15.62 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 0.110 0.075 1.15 1.300 1.00 1.00 1.00 0.38 147.55 1345.50 0.26 207.001.00 15.62 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 0.246 0.170 1.25 1.300 1.00 1.00 1.00 0.92 360.35 1462.50 0.65 225.001.00 38.14 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 0.268 0.184 1.15 1.300 1.00 1.00 1.00 0.92 360.35 1345.50 0.65 207.001.00 38.14 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 0.079 0.054 1.60 1.300 1.00 1.00 1.00 0.38 147.55 1872.00 0.26 288.001.00 15.62 B9/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 0.079 0.054 1.60 1.300 1.00 1.00 1.00 0.38 147.55 1872.00 0.26 288.001.00 15.62 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 0.079 0.054 1.60 1.300 1.00 1.00 1.00 0.38 147.55 1872.00 0.26 288.001.00 15.62 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 0.047 0.033 1.60 1.300 1.00 1.00 1.00 0.23 88.53 1872.00 0.16 288.001.00 9.37 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 0.079 0.054 1.60 1.300 1.00 1.00 1.00 0.38 147.55 1872.00 0.26 288.001.00 15.62 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 0.192 0.132 1.60 1.300 1.00 1.00 1.00 0.92 360.35 1872.00 0.65 288.001.00 38.14 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 0.047 0.033 1.60 1.300 1.00 1.00 1.00 0.23 88.53 1872.00 0.16 288.001.00 9.37 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0180 2.015 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0061 2.015 0.0000 0.000in ftinft +D+L+H 1 0.0180 2.015 0.0000 0.000in ftinft +D+Lr+H 1 0.0061 2.015 0.0000 0.000in ftinft +D+S+H 1 0.0061 2.015 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0150 2.015 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0150 2.015 0.0000 0.000in ftinft +D+0.60W+H 1 0.0061 2.015 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0061 2.015 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0061 2.015 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0037 2.015 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0061 2.015 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0150 2.015 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0037 2.015 0.0000 0.000in ftinft D Only 1 0.0061 2.015 0.0000 0.000in ftinft L Only 1 0.0118 2.015 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.102 1.102 Overall MINimum 0.725 0.725 +D+H 0.377 0.377 +D+L+H 1.102 1.102 +D+Lr+H 0.377 0.377 +D+S+H 0.377 0.377 +D+0.750Lr+0.750L+H 0.921 0.921 +D+0.750L+0.750S+H 0.921 0.921 +D+0.60W+H 0.377 0.377 +D+0.750Lr+0.450W+H 0.377 0.377 +D+0.750S+0.450W+H 0.377 0.377 +0.60D+0.60W+0.60H 0.226 0.226 +D+0.70E+0.60H 0.377 0.377 +D+0.750L+0.750S+0.5250E+H 0.921 0.921 +0.60D+0.70E+H 0.226 0.226 D Only 0.377 0.377 L Only 0.725 0.725 H Only . B10/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: B11/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.552: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 57.02 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.317 : 1 0.000 ft= = 596.14 psi Maximum Deflection 0 <240 1645 Ratio =0 <180 Max Downward Transient Deflection 0.029 in 2501Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.044 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 = 6.0 ft 1 0.210 0.120 0.90 1.200 1.00 1.00 1.00 0.85 203.94 972.00 0.42 162.001.00 19.51 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 0.552 0.317 1.00 1.200 1.00 1.00 1.00 2.48 596.14 1080.00 1.23 180.001.00 57.02 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 0.151 0.087 1.25 1.200 1.00 1.00 1.00 0.85 203.94 1350.00 0.42 225.001.00 19.51 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 0.164 0.094 1.15 1.200 1.00 1.00 1.00 0.85 203.94 1242.00 0.42 207.001.00 19.51 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 0.369 0.212 1.25 1.200 1.00 1.00 1.00 2.07 498.09 1350.00 1.03 225.001.00 47.64 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 0.401 0.230 1.15 1.200 1.00 1.00 1.00 2.07 498.09 1242.00 1.03 207.001.00 47.64 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 0.118 0.068 1.60 1.200 1.00 1.00 1.00 0.85 203.94 1728.00 0.42 288.001.00 19.51 B12/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 0.118 0.068 1.60 1.200 1.00 1.00 1.00 0.85 203.94 1728.00 0.42 288.001.00 19.51 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 0.118 0.068 1.60 1.200 1.00 1.00 1.00 0.85 203.94 1728.00 0.42 288.001.00 19.51 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 0.071 0.041 1.60 1.200 1.00 1.00 1.00 0.51 122.36 1728.00 0.25 288.001.00 11.70 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 0.118 0.068 1.60 1.200 1.00 1.00 1.00 0.85 203.94 1728.00 0.42 288.001.00 19.51 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 0.288 0.165 1.60 1.200 1.00 1.00 1.00 2.07 498.09 1728.00 1.03 288.001.00 47.64 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 0.071 0.041 1.60 1.200 1.00 1.00 1.00 0.51 122.36 1728.00 0.25 288.001.00 11.70 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0438 3.022 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0150 3.022 0.0000 0.000in ftinft +D+L+H 1 0.0438 3.022 0.0000 0.000in ftinft +D+Lr+H 1 0.0150 3.022 0.0000 0.000in ftinft +D+S+H 1 0.0150 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0366 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0366 3.022 0.0000 0.000in ftinft +D+0.60W+H 1 0.0150 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0150 3.022 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0150 3.022 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0090 3.022 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0150 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0366 3.022 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0090 3.022 0.0000 0.000in ftinft D Only 1 0.0150 3.022 0.0000 0.000in ftinft L Only 1 0.0288 3.022 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.653 1.653 Overall MINimum 1.088 1.088 +D+H 0.566 0.566 +D+L+H 1.653 1.653 +D+Lr+H 0.566 0.566 +D+S+H 0.566 0.566 +D+0.750Lr+0.750L+H 1.381 1.381 +D+0.750L+0.750S+H 1.381 1.381 +D+0.60W+H 0.566 0.566 +D+0.750Lr+0.450W+H 0.566 0.566 +D+0.750S+0.450W+H 0.566 0.566 +0.60D+0.60W+0.60H 0.339 0.339 +D+0.70E+0.60H 0.566 0.566 +D+0.750L+0.750S+0.5250E+H 1.381 1.381 +0.60D+0.70E+H 0.339 0.339 D Only 0.566 0.566 L Only 1.088 1.088 H Only . B13/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: B14/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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= 0.0720->0.0460, L= 0.1380->0.0880 k/ft, Extent = 0.0 -->> 4.0 ft, Trib Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.247: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.927 ft 25.11 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 0.167 : 1 0.000 ft= = 273.29 psi Maximum Deflection 0 <240 2604 Ratio =0 <180 Max Downward Transient Deflection 0.012 in 3963Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.018 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 0.094 0.064 0.90 1.300 1.00 1.00 1.00 0.12 93.75 994.50 0.09 135.001.00 8.61 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 0.247 0.167 1.00 1.300 1.00 1.00 1.00 0.34 273.29 1105.00 0.28 150.001.00 25.11 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 0.068 0.046 1.25 1.300 1.00 1.00 1.00 0.12 93.75 1381.25 0.09 187.501.00 8.61 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 0.074 0.050 1.15 1.300 1.00 1.00 1.00 0.12 93.75 1270.75 0.09 172.501.00 8.61 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 0.165 0.112 1.25 1.300 1.00 1.00 1.00 0.29 228.41 1381.25 0.23 187.501.00 20.99 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 0.180 0.122 1.15 1.300 1.00 1.00 1.00 0.29 228.41 1270.75 0.23 172.501.00 20.99 B15/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 0.053 0.036 1.60 1.300 1.00 1.00 1.00 0.12 93.75 1768.00 0.09 240.001.00 8.61 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 0.053 0.036 1.60 1.300 1.00 1.00 1.00 0.12 93.75 1768.00 0.09 240.001.00 8.61 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 0.053 0.036 1.60 1.300 1.00 1.00 1.00 0.12 93.75 1768.00 0.09 240.001.00 8.61 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 0.032 0.022 1.60 1.300 1.00 1.00 1.00 0.07 56.25 1768.00 0.06 240.001.00 5.17 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 0.053 0.036 1.60 1.300 1.00 1.00 1.00 0.12 93.75 1768.00 0.09 240.001.00 8.61 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 0.129 0.087 1.60 1.300 1.00 1.00 1.00 0.29 228.41 1768.00 0.23 240.001.00 20.99 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 0.032 0.022 1.60 1.300 1.00 1.00 1.00 0.07 56.25 1768.00 0.06 240.001.00 5.17 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0184 1.985 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 0.0063 1.985 0.0000 0.000in ftinft +D+L+H 1 0.0184 1.985 0.0000 0.000in ftinft +D+Lr+H 1 0.0063 1.985 0.0000 0.000in ftinft +D+S+H 1 0.0063 1.985 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0154 1.985 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0154 1.985 0.0000 0.000in ftinft +D+0.60W+H 1 0.0063 1.985 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0063 1.985 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0063 1.985 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0038 1.985 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0063 1.985 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0154 1.985 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0038 1.985 0.0000 0.000in ftinft D Only 1 0.0063 1.985 0.0000 0.000in ftinft L Only 1 0.0121 1.985 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.369 0.319 Overall MINimum 0.243 0.209 +D+H 0.127 0.109 +D+L+H 0.369 0.319 +D+Lr+H 0.127 0.109 +D+S+H 0.127 0.109 +D+0.750Lr+0.750L+H 0.309 0.266 +D+0.750L+0.750S+H 0.309 0.266 +D+0.60W+H 0.127 0.109 +D+0.750Lr+0.450W+H 0.127 0.109 +D+0.750S+0.450W+H 0.127 0.109 +0.60D+0.60W+0.60H 0.076 0.066 +D+0.70E+0.60H 0.127 0.109 +D+0.750L+0.750S+0.5250E+H 0.309 0.266 +0.60D+0.70E+H 0.076 0.066 D Only 0.127 0.109 L Only 0.243 0.209 H Only . B16/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: B17/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 7.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.543: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 8.000 ft 71.32 psi= = 2,400.00 psi 3.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 3.5x12 Maximum Shear Stress Ratio 0.269 : 1 15.007 ft= = 1,302.86 psi Maximum Deflection 0 <240 412 Ratio =0 <180 Max Downward Transient Deflection 0.307 in 626Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.466 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 = 16.0 ft 1 0.206 0.102 0.90 1.000 1.00 1.00 1.00 3.12 445.71 2160.00 0.68 238.501.00 24.40 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.543 0.269 1.00 1.000 1.00 1.00 1.00 9.12 1,302.86 2400.00 2.00 265.001.00 71.32 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.149 0.074 1.25 1.000 1.00 1.00 1.00 3.12 445.71 3000.00 0.68 331.251.00 24.40 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.161 0.080 1.15 1.000 1.00 1.00 1.00 3.12 445.71 2760.00 0.68 304.751.00 24.40 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 = 16.0 ft 1 0.363 0.180 1.25 1.000 1.00 1.00 1.00 7.62 1,088.57 3000.00 1.67 331.251.00 59.59 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 = 16.0 ft 1 0.394 0.196 1.15 1.000 1.00 1.00 1.00 7.62 1,088.57 2760.00 1.67 304.751.00 59.59 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.116 0.058 1.60 1.000 1.00 1.00 1.00 3.12 445.71 3840.00 0.68 424.001.00 24.40 B18/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.116 0.058 1.60 1.000 1.00 1.00 1.00 3.12 445.71 3840.00 0.68 424.001.00 24.40 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 = 16.0 ft 1 0.116 0.058 1.60 1.000 1.00 1.00 1.00 3.12 445.71 3840.00 0.68 424.001.00 24.40 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 = 16.0 ft 1 0.070 0.035 1.60 1.000 1.00 1.00 1.00 1.87 267.43 3840.00 0.41 424.001.00 14.64 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 = 16.0 ft 1 0.116 0.058 1.60 1.000 1.00 1.00 1.00 3.12 445.71 3840.00 0.68 424.001.00 24.40 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 = 16.0 ft 1 0.283 0.141 1.60 1.000 1.00 1.00 1.00 7.62 1,088.57 3840.00 1.67 424.001.00 59.59 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 = 16.0 ft 1 0.070 0.035 1.60 1.000 1.00 1.00 1.00 1.87 267.43 3840.00 0.41 424.001.00 14.64 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.4659 8.058 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.1594 8.058 0.0000 0.000in ftinft +D+L+H 1 0.4659 8.058 0.0000 0.000in ftinft +D+Lr+H 1 0.1594 8.058 0.0000 0.000in ftinft +D+S+H 1 0.1594 8.058 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.3893 8.058 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.3893 8.058 0.0000 0.000in ftinft +D+0.60W+H 1 0.1594 8.058 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.1594 8.058 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.1594 8.058 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0956 8.058 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.1594 8.058 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.3893 8.058 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0956 8.058 0.0000 0.000in ftinft D Only 1 0.1594 8.058 0.0000 0.000in ftinft L Only 1 0.3065 8.058 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.280 2.280 Overall MINimum 1.500 1.500 +D+H 0.780 0.780 +D+L+H 2.280 2.280 +D+Lr+H 0.780 0.780 +D+S+H 0.780 0.780 +D+0.750Lr+0.750L+H 1.905 1.905 +D+0.750L+0.750S+H 1.905 1.905 +D+0.60W+H 0.780 0.780 +D+0.750Lr+0.450W+H 0.780 0.780 +D+0.750S+0.450W+H 0.780 0.780 +0.60D+0.60W+0.60H 0.468 0.468 +D+0.70E+0.60H 0.780 0.780 +D+0.750L+0.750S+0.5250E+H 1.905 1.905 +0.60D+0.70E+H 0.468 0.468 D Only 0.780 0.780 L Only 1.500 1.500 H Only . B19/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: B20/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 = 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 B21/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 . B22/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: B23/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 = 6.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.343: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 32.46 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 0.180 : 1 0.000 ft= = 401.55 psi Maximum Deflection 0 <240 1914 Ratio =0 <180 Max Downward Transient Deflection 0.025 in 2910Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.038 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 = 6.0 ft 1 0.130 0.069 0.90 1.300 1.00 1.00 1.00 0.35 137.37 1053.00 0.19 162.001.00 11.11 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.343 0.180 1.00 1.300 1.00 1.00 1.00 1.03 401.55 1170.00 0.55 180.001.00 32.46 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.094 0.049 1.25 1.300 1.00 1.00 1.00 0.35 137.37 1462.50 0.19 225.001.00 11.11 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.102 0.054 1.15 1.300 1.00 1.00 1.00 0.35 137.37 1345.50 0.19 207.001.00 11.11 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 = 6.0 ft 1 0.229 0.121 1.25 1.300 1.00 1.00 1.00 0.86 335.50 1462.50 0.46 225.001.00 27.13 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 = 6.0 ft 1 0.249 0.131 1.15 1.300 1.00 1.00 1.00 0.86 335.50 1345.50 0.46 207.001.00 27.13 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 = 6.0 ft 1 0.073 0.039 1.60 1.300 1.00 1.00 1.00 0.35 137.37 1872.00 0.19 288.001.00 11.11 B24/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM 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 = 6.0 ft 1 0.073 0.039 1.60 1.300 1.00 1.00 1.00 0.35 137.37 1872.00 0.19 288.001.00 11.11 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 = 6.0 ft 1 0.073 0.039 1.60 1.300 1.00 1.00 1.00 0.35 137.37 1872.00 0.19 288.001.00 11.11 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 = 6.0 ft 1 0.044 0.023 1.60 1.300 1.00 1.00 1.00 0.21 82.42 1872.00 0.11 288.001.00 6.66 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 = 6.0 ft 1 0.073 0.039 1.60 1.300 1.00 1.00 1.00 0.35 137.37 1872.00 0.19 288.001.00 11.11 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 = 6.0 ft 1 0.179 0.094 1.60 1.300 1.00 1.00 1.00 0.86 335.50 1872.00 0.46 288.001.00 27.13 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 = 6.0 ft 1 0.044 0.023 1.60 1.300 1.00 1.00 1.00 0.21 82.42 1872.00 0.11 288.001.00 6.66 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0376 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 0.0129 3.022 0.0000 0.000in ftinft +D+L+H 1 0.0376 3.022 0.0000 0.000in ftinft +D+Lr+H 1 0.0129 3.022 0.0000 0.000in ftinft +D+S+H 1 0.0129 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0314 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0314 3.022 0.0000 0.000in ftinft +D+0.60W+H 1 0.0129 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0129 3.022 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0129 3.022 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0077 3.022 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0129 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0314 3.022 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0077 3.022 0.0000 0.000in ftinft D Only 1 0.0129 3.022 0.0000 0.000in ftinft L Only 1 0.0247 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 0.684 0.684 Overall MINimum 0.450 0.450 +D+H 0.234 0.234 +D+L+H 0.684 0.684 +D+Lr+H 0.234 0.234 +D+S+H 0.234 0.234 +D+0.750Lr+0.750L+H 0.572 0.572 +D+0.750L+0.750S+H 0.572 0.572 +D+0.60W+H 0.234 0.234 +D+0.750Lr+0.450W+H 0.234 0.234 +D+0.750S+0.450W+H 0.234 0.234 +0.60D+0.60W+0.60H 0.140 0.140 +D+0.70E+0.60H 0.234 0.234 +D+0.750L+0.750S+0.5250E+H 0.572 0.572 +0.60D+0.70E+H 0.140 0.140 D Only 0.234 0.234 L Only 0.450 0.450 H Only . B25/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:33PM Project Descr: B26/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 = 5.250 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.857: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 10.000 ft 107.61 psi= = 2,294.45 psi 6.75x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 6.75x15 Maximum Shear Stress Ratio 0.406 : 1 0.000 ft= = 1,965.63 psi Maximum Deflection 0 <360 273 Ratio =0 <240 Max Downward Transient Deflection 0.607 in 395Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.879 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 = 20.0 ft 1 0.295 0.140 0.90 0.956 1.00 1.00 1.00 12.84 608.59 2065.00 2.25 238.501.00 33.32 1.00+D+L+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.857 0.406 1.00 0.956 1.00 1.00 1.00 41.46 1,965.63 2294.45 7.26 265.001.00 107.61 1.00+D+Lr+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.212 0.101 1.25 0.956 1.00 1.00 1.00 12.84 608.59 2868.06 2.25 331.251.00 33.32 1.00+D+S+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.231 0.109 1.15 0.956 1.00 1.00 1.00 12.84 608.59 2638.61 2.25 304.751.00 33.32 1.00+D+0.750Lr+0.750L+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.567 0.269 1.25 0.956 1.00 1.00 1.00 34.31 1,626.37 2868.06 6.01 331.251.00 89.03 1.00+D+0.750L+0.750S+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.616 0.292 1.15 0.956 1.00 1.00 1.00 34.31 1,626.37 2638.61 6.01 304.751.00 89.03 1.00+D+0.60W+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 B27/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 = 20.0 ft 1 0.166 0.079 1.60 0.956 1.00 1.00 1.00 12.84 608.59 3671.12 2.25 424.001.00 33.32 1.00+D+0.750Lr+0.450W+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.166 0.079 1.60 0.956 1.00 1.00 1.00 12.84 608.59 3671.12 2.25 424.001.00 33.32 1.00+D+0.750S+0.450W+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.166 0.079 1.60 0.956 1.00 1.00 1.00 12.84 608.59 3671.12 2.25 424.001.00 33.32 1.00+0.60D+0.60W+0.60H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.099 0.047 1.60 0.956 1.00 1.00 1.00 7.70 365.16 3671.12 1.35 424.001.00 19.99 1.00+D+0.70E+0.60H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.166 0.079 1.60 0.956 1.00 1.00 1.00 12.84 608.59 3671.12 2.25 424.001.00 33.32 1.00+D+0.750L+0.750S+0.5250E+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.443 0.210 1.60 0.956 1.00 1.00 1.00 34.31 1,626.37 3671.12 6.01 424.001.00 89.03 1.00+0.60D+0.70E+H 0.956 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.0 ft 1 0.099 0.047 1.60 0.956 1.00 1.00 1.00 7.70 365.16 3671.12 1.35 424.001.00 19.99 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.8787 10.073 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.2721 10.073 0.0000 0.000in ftinft +D+L+H 1 0.8787 10.073 0.0000 0.000in ftinft +D+Lr+H 1 0.2721 10.073 0.0000 0.000in ftinft +D+S+H 1 0.2721 10.073 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.7271 10.073 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.7271 10.073 0.0000 0.000in ftinft +D+0.60W+H 1 0.2721 10.073 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.2721 10.073 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.2721 10.073 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.1632 10.073 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.2721 10.073 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.7271 10.073 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.1632 10.073 0.0000 0.000in ftinft D Only 1 0.2721 10.073 0.0000 0.000in ftinft L Only 1 0.6066 10.073 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 8.293 8.293 Overall MINimum 5.725 5.725 +D+H 2.568 2.568 +D+L+H 8.293 8.293 +D+Lr+H 2.568 2.568 +D+S+H 2.568 2.568 +D+0.750Lr+0.750L+H 6.861 6.861 +D+0.750L+0.750S+H 6.861 6.861 +D+0.60W+H 2.568 2.568 +D+0.750Lr+0.450W+H 2.568 2.568 +D+0.750S+0.450W+H 2.568 2.568 +0.60D+0.60W+0.60H 1.541 1.541 +D+0.70E+0.60H 2.568 2.568 +D+0.750L+0.750S+0.5250E+H 6.861 6.861 +0.60D+0.70E+H 1.541 1.541 D Only 2.568 2.568 L Only 5.725 5.725 H Only . B28/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM Project Descr: B29/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 = 8.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.464: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 104.72 psi= = 2,400.00 psi 3.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 3.5x9 Maximum Shear Stress Ratio 0.395 : 1 0.000 ft= = 1,114.29 psi Maximum Deflection 0 <360 963 Ratio =0 <240 Max Downward Transient Deflection 0.052 in 1376Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.075 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 0.155 0.132 0.90 1.000 1.00 1.00 1.00 1.32 334.29 2160.00 0.66 238.501.00 31.42 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 0.464 0.395 1.00 1.000 1.00 1.00 1.00 4.39 1,114.29 2400.00 2.20 265.001.00 104.72 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 0.111 0.095 1.25 1.000 1.00 1.00 1.00 1.32 334.29 3000.00 0.66 331.251.00 31.42 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 0.121 0.103 1.15 1.000 1.00 1.00 1.00 1.32 334.29 2760.00 0.66 304.751.00 31.42 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 0.306 0.261 1.25 1.000 1.00 1.00 1.00 3.62 919.29 3000.00 1.81 331.251.00 86.39 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 0.333 0.283 1.15 1.000 1.00 1.00 1.00 3.62 919.29 2760.00 1.81 304.751.00 86.39 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 B30/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 0.087 0.074 1.60 1.000 1.00 1.00 1.00 1.32 334.29 3840.00 0.66 424.001.00 31.42 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 0.087 0.074 1.60 1.000 1.00 1.00 1.00 1.32 334.29 3840.00 0.66 424.001.00 31.42 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 0.087 0.074 1.60 1.000 1.00 1.00 1.00 1.32 334.29 3840.00 0.66 424.001.00 31.42 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 0.052 0.044 1.60 1.000 1.00 1.00 1.00 0.79 200.57 3840.00 0.40 424.001.00 18.85 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 0.087 0.074 1.60 1.000 1.00 1.00 1.00 1.32 334.29 3840.00 0.66 424.001.00 31.42 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 0.239 0.204 1.60 1.000 1.00 1.00 1.00 3.62 919.29 3840.00 1.81 424.001.00 86.39 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 0.052 0.044 1.60 1.000 1.00 1.00 1.00 0.79 200.57 3840.00 0.40 424.001.00 18.85 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0747 3.022 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0224 3.022 0.0000 0.000in ftinft +D+L+H 1 0.0747 3.022 0.0000 0.000in ftinft +D+Lr+H 1 0.0224 3.022 0.0000 0.000in ftinft +D+S+H 1 0.0224 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0616 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0616 3.022 0.0000 0.000in ftinft +D+0.60W+H 1 0.0224 3.022 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0224 3.022 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0224 3.022 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0134 3.022 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0224 3.022 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0616 3.022 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0134 3.022 0.0000 0.000in ftinft D Only 1 0.0224 3.022 0.0000 0.000in ftinft L Only 1 0.0523 3.022 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.925 2.925 Overall MINimum 2.048 2.048 +D+H 0.878 0.878 +D+L+H 2.925 2.925 +D+Lr+H 0.878 0.878 +D+S+H 0.878 0.878 +D+0.750Lr+0.750L+H 2.413 2.413 +D+0.750L+0.750S+H 2.413 2.413 +D+0.60W+H 0.878 0.878 +D+0.750Lr+0.450W+H 0.878 0.878 +D+0.750S+0.450W+H 0.878 0.878 +0.60D+0.60W+0.60H 0.527 0.527 +D+0.70E+0.60H 0.878 0.878 +D+0.750L+0.750S+0.5250E+H 2.413 2.413 +0.60D+0.70E+H 0.527 0.527 D Only 0.878 0.878 L Only 2.048 2.048 H Only . B31/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM Project Descr: B32/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 10 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 ksf, Tributary Width = 9.750 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.742: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 72.69 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 0.485 : 1 3.547 ft= = 819.97 psi Maximum Deflection 0 <360 866 Ratio =0 <240 Max Downward Transient Deflection 0.042 in 1148Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.055 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 = 4.0 ft 1 0.202 0.132 0.90 1.300 1.00 1.00 1.00 0.25 201.12 994.50 0.20 135.001.00 17.83 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 0.742 0.485 1.00 1.300 1.00 1.00 1.00 1.03 819.97 1105.00 0.80 150.001.00 72.69 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 0.146 0.095 1.25 1.300 1.00 1.00 1.00 0.25 201.12 1381.25 0.20 187.501.00 17.83 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 0.158 0.103 1.15 1.300 1.00 1.00 1.00 0.25 201.12 1270.75 0.20 172.501.00 17.83 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 0.482 0.315 1.25 1.300 1.00 1.00 1.00 0.84 665.26 1381.25 0.65 187.501.00 58.98 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 0.524 0.342 1.15 1.300 1.00 1.00 1.00 0.84 665.26 1270.75 0.65 172.501.00 58.98 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 0.114 0.074 1.60 1.300 1.00 1.00 1.00 0.25 201.12 1768.00 0.20 240.001.00 17.83 B33/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 10 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 0.114 0.074 1.60 1.300 1.00 1.00 1.00 0.25 201.12 1768.00 0.20 240.001.00 17.83 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 0.114 0.074 1.60 1.300 1.00 1.00 1.00 0.25 201.12 1768.00 0.20 240.001.00 17.83 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 0.068 0.045 1.60 1.300 1.00 1.00 1.00 0.15 120.67 1768.00 0.12 240.001.00 10.70 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 0.114 0.074 1.60 1.300 1.00 1.00 1.00 0.25 201.12 1768.00 0.20 240.001.00 17.83 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 0.376 0.246 1.60 1.300 1.00 1.00 1.00 0.84 665.26 1768.00 0.65 240.001.00 58.98 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 0.068 0.045 1.60 1.300 1.00 1.00 1.00 0.15 120.67 1768.00 0.12 240.001.00 10.70 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0554 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 0.0136 2.015 0.0000 0.000in ftinft +D+L+H 1 0.0554 2.015 0.0000 0.000in ftinft +D+Lr+H 1 0.0136 2.015 0.0000 0.000in ftinft +D+S+H 1 0.0136 2.015 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0449 2.015 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0449 2.015 0.0000 0.000in ftinft +D+0.60W+H 1 0.0136 2.015 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0136 2.015 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0136 2.015 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0081 2.015 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0136 2.015 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0449 2.015 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0081 2.015 0.0000 0.000in ftinft D Only 1 0.0136 2.015 0.0000 0.000in ftinft L Only 1 0.0418 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 1.034 1.034 Overall MINimum 0.780 0.780 +D+H 0.254 0.254 +D+L+H 1.034 1.034 +D+Lr+H 0.254 0.254 +D+S+H 0.254 0.254 +D+0.750Lr+0.750L+H 0.839 0.839 +D+0.750L+0.750S+H 0.839 0.839 +D+0.60W+H 0.254 0.254 +D+0.750Lr+0.450W+H 0.254 0.254 +D+0.750S+0.450W+H 0.254 0.254 +0.60D+0.60W+0.60H 0.152 0.152 +D+0.70E+0.60H 0.254 0.254 +D+0.750L+0.750S+0.5250E+H 0.839 0.839 +0.60D+0.70E+H 0.152 0.152 D Only 0.254 0.254 L Only 0.780 0.780 H Only . B34/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 10 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM Project Descr: B35/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 11 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.578: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.500 ft 53.70 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.298 : 1 6.234 ft= = 624.39 psi Maximum Deflection 0 <360 1346 Ratio =0 <240 Max Downward Transient Deflection 0.047 in 1784Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.062 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 = 7.0 ft 1 0.158 0.081 0.90 1.200 1.00 1.00 1.00 0.64 153.15 972.00 0.28 162.001.00 13.17 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 0.578 0.298 1.00 1.200 1.00 1.00 1.00 2.60 624.39 1080.00 1.16 180.001.00 53.70 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 0.113 0.059 1.25 1.200 1.00 1.00 1.00 0.64 153.15 1350.00 0.28 225.001.00 13.17 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 0.123 0.064 1.15 1.200 1.00 1.00 1.00 0.64 153.15 1242.00 0.28 207.001.00 13.17 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 0.375 0.194 1.25 1.200 1.00 1.00 1.00 2.11 506.58 1350.00 0.94 225.001.00 43.57 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 0.408 0.210 1.15 1.200 1.00 1.00 1.00 2.11 506.58 1242.00 0.94 207.001.00 43.57 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 0.089 0.046 1.60 1.200 1.00 1.00 1.00 0.64 153.15 1728.00 0.28 288.001.00 13.17 B36/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 11 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 0.089 0.046 1.60 1.200 1.00 1.00 1.00 0.64 153.15 1728.00 0.28 288.001.00 13.17 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 0.089 0.046 1.60 1.200 1.00 1.00 1.00 0.64 153.15 1728.00 0.28 288.001.00 13.17 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 0.053 0.027 1.60 1.200 1.00 1.00 1.00 0.38 91.89 1728.00 0.17 288.001.00 7.90 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 0.089 0.046 1.60 1.200 1.00 1.00 1.00 0.64 153.15 1728.00 0.28 288.001.00 13.17 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 0.293 0.151 1.60 1.200 1.00 1.00 1.00 2.11 506.58 1728.00 0.94 288.001.00 43.57 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 0.053 0.027 1.60 1.200 1.00 1.00 1.00 0.38 91.89 1728.00 0.17 288.001.00 7.90 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0624 3.526 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +D+H 1 0.0153 3.526 0.0000 0.000in ftinft +D+L+H 1 0.0624 3.526 0.0000 0.000in ftinft +D+Lr+H 1 0.0153 3.526 0.0000 0.000in ftinft +D+S+H 1 0.0153 3.526 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0506 3.526 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0506 3.526 0.0000 0.000in ftinft +D+0.60W+H 1 0.0153 3.526 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0153 3.526 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0153 3.526 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0092 3.526 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0153 3.526 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0506 3.526 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0092 3.526 0.0000 0.000in ftinft D Only 1 0.0153 3.526 0.0000 0.000in ftinft L Only 1 0.0471 3.526 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.484 1.484 Overall MINimum 1.120 1.120 +D+H 0.364 0.364 +D+L+H 1.484 1.484 +D+Lr+H 0.364 0.364 +D+S+H 0.364 0.364 +D+0.750Lr+0.750L+H 1.204 1.204 +D+0.750L+0.750S+H 1.204 1.204 +D+0.60W+H 0.364 0.364 +D+0.750Lr+0.450W+H 0.364 0.364 +D+0.750S+0.450W+H 0.364 0.364 +0.60D+0.60W+0.60H 0.218 0.218 +D+0.70E+0.60H 0.364 0.364 +D+0.750L+0.750S+0.5250E+H 1.204 1.204 +0.60D+0.70E+H 0.218 0.218 D Only 0.364 0.364 L Only 1.120 1.120 H Only . B37/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 11 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM Project Descr: B38/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 12 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 1:08PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D= 0.0130->0.0520, L= 0.0250->0.10 k/ft, Extent = 0.0 -->> 6.0 ft, Trib Width = 1.0 ft Point Load : D = 0.60, L = 1.10 k @ 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.183: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.015 ft 55.05 psi= = 2,400.00 psi 3.50 X 12.0Section 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 3.50 X 12.0 Maximum Shear Stress Ratio 0.208 : 1 0.000 ft= = 438.91 psi Maximum Deflection 0 <360 2872 Ratio =0 <240 Max Downward Transient Deflection 0.022 in 4419Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.033 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 = 8.0 ft 1 0.071 0.081 0.90 1.000 1.00 1.00 1.00 1.08 154.09 2160.00 0.54 238.501.00 19.33 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.183 0.208 1.00 1.000 1.00 1.00 1.00 3.07 438.91 2400.00 1.54 265.001.00 55.05 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.051 0.058 1.25 1.000 1.00 1.00 1.00 1.08 154.09 3000.00 0.54 331.251.00 19.33 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.056 0.063 1.15 1.000 1.00 1.00 1.00 1.08 154.09 2760.00 0.54 304.751.00 19.33 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 = 8.0 ft 1 0.123 0.139 1.25 1.000 1.00 1.00 1.00 2.57 367.70 3000.00 1.29 331.251.00 46.12 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 B39/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 12 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 1:08PM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 8.0 ft 1 0.133 0.151 1.15 1.000 1.00 1.00 1.00 2.57 367.70 2760.00 1.29 304.751.00 46.12 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.040 0.046 1.60 1.000 1.00 1.00 1.00 1.08 154.09 3840.00 0.54 424.001.00 19.33 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 = 8.0 ft 1 0.040 0.046 1.60 1.000 1.00 1.00 1.00 1.08 154.09 3840.00 0.54 424.001.00 19.33 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 = 8.0 ft 1 0.040 0.046 1.60 1.000 1.00 1.00 1.00 1.08 154.09 3840.00 0.54 424.001.00 19.33 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 = 8.0 ft 1 0.024 0.027 1.60 1.000 1.00 1.00 1.00 0.65 92.45 3840.00 0.32 424.001.00 11.60 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 = 8.0 ft 1 0.040 0.046 1.60 1.000 1.00 1.00 1.00 1.08 154.09 3840.00 0.54 424.001.00 19.33 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 = 8.0 ft 1 0.096 0.109 1.60 1.000 1.00 1.00 1.00 2.57 367.70 3840.00 1.29 424.001.00 46.12 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 = 8.0 ft 1 0.024 0.027 1.60 1.000 1.00 1.00 1.00 0.65 92.45 3840.00 0.32 424.001.00 11.60 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0334 3.679 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 0.0117 3.679 0.0000 0.000in ftinft +D+L+H 1 0.0334 3.679 0.0000 0.000in ftinft +D+Lr+H 1 0.0117 3.679 0.0000 0.000in ftinft +D+S+H 1 0.0117 3.679 0.0000 0.000in ftinft +D+0.750Lr+0.750L+H 1 0.0280 3.679 0.0000 0.000in ftinft +D+0.750L+0.750S+H 1 0.0280 3.679 0.0000 0.000in ftinft +D+0.60W+H 1 0.0117 3.679 0.0000 0.000in ftinft +D+0.750Lr+0.450W+H 1 0.0117 3.679 0.0000 0.000in ftinft +D+0.750S+0.450W+H 1 0.0117 3.679 0.0000 0.000in ftinft +0.60D+0.60W+0.60H 1 0.0070 3.679 0.0000 0.000in ftinft +D+0.70E+0.60H 1 0.0117 3.679 0.0000 0.000in ftinft +D+0.750L+0.750S+0.5250E+H 1 0.0280 3.679 0.0000 0.000in ftinft +0.60D+0.70E+H 1 0.0070 3.679 0.0000 0.000in ftinft D Only 1 0.0117 3.679 0.0000 0.000in ftinft L Only 1 0.0217 3.679 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.589 0.682 Overall MINimum 1.031 0.444 +D+H 0.557 0.238 +D+L+H 1.589 0.682 +D+Lr+H 0.557 0.238 +D+S+H 0.557 0.238 +D+0.750Lr+0.750L+H 1.331 0.571 +D+0.750L+0.750S+H 1.331 0.571 +D+0.60W+H 0.557 0.238 +D+0.750Lr+0.450W+H 0.557 0.238 +D+0.750S+0.450W+H 0.557 0.238 +0.60D+0.60W+0.60H 0.334 0.143 +D+0.70E+0.60H 0.557 0.238 +D+0.750L+0.750S+0.5250E+H 1.331 0.571 +0.60D+0.70E+H 0.334 0.143 D Only 0.557 0.238 L Only 1.031 0.444 H Only . B40/41 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM # 12 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 1:08PM Project Descr: B41/41 F #1FOOTING KEY PLANF #2F #3F1/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2745.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 23 FEB 2021, 3:17PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.0 5.90 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F2/13 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 2745.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 23 FEB 2021, 3:17PM 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 0.4872 Soil Bearing 0.9744 ksf 2.0 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 0.3123 Z Flexure (+X)1.480 k-ft/ft 4.739 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3123 Z Flexure (-X)1.480 k-ft/ft 4.739 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3123 X Flexure (+Z)1.480 k-ft/ft 4.739 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3123 X Flexure (-Z)1.480 k-ft/ft 4.739 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3157 1-way Shear (+X)23.680 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3157 1-way Shear (-X)23.680 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3157 1-way Shear (+Z)23.680 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3157 1-way Shear (-Z)23.680 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7739 2-way Punching 116.079 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 2.0 n/a0.3189 0.3189 n/a 0.1600.0n/a X-X, +D+L+H 2.0 n/a0.9744 0.9744 n/a 0.4870.0n/a X-X, +D+Lr+H 2.0 n/a0.3189 0.3189 n/a 0.1600.0n/a X-X, +D+S+H 2.0 n/a0.3189 0.3189 n/a 0.1600.0n/a X-X, +D+0.750Lr+0.750L+H 2.0 n/a0.8106 0.8106 n/a 0.4050.0n/a X-X, +D+0.750L+0.750S+H 2.0 n/a0.8106 0.8106 n/a 0.4050.0n/a X-X, +D+0.60W+H 2.0 n/a0.3189 0.3189 n/a 0.1600.0n/a X-X, +D+0.750Lr+0.450W+H 2.0 n/a0.3189 0.3189 n/a 0.1600.0n/a X-X, +D+0.750S+0.450W+H 2.0 n/a0.3189 0.3189 n/a 0.1600.0n/a X-X, +0.60D+0.60W+0.60H 2.0 n/a0.1913 0.1913 n/a 0.0960.0n/a X-X, +D+0.70E+0.60H 2.0 n/a0.3189 0.3189 n/a 0.1600.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a0.8106 0.8106 n/a 0.4050.0n/a X-X, +0.60D+0.70E+H 2.0 n/a0.1913 0.1913 n/a 0.0960.0n/a Z-Z, +D+H 2.0 0.3189n/a n/a 0.3189 0.160n/a0.0 Z-Z, +D+L+H 2.0 0.9744n/a n/a 0.9744 0.487n/a0.0 Z-Z, +D+Lr+H 2.0 0.3189n/a n/a 0.3189 0.160n/a0.0 Z-Z, +D+S+H 2.0 0.3189n/a n/a 0.3189 0.160n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.8106n/a n/a 0.8106 0.405n/a0.0 Z-Z, +D+0.750L+0.750S+H 2.0 0.8106n/a n/a 0.8106 0.405n/a0.0 Z-Z, +D+0.60W+H 2.0 0.3189n/a n/a 0.3189 0.160n/a0.0 Z-Z, +D+0.750Lr+0.450W+H 2.0 0.3189n/a n/a 0.3189 0.160n/a0.0 Z-Z, +D+0.750S+0.450W+H 2.0 0.3189n/a n/a 0.3189 0.160n/a0.0 Z-Z, +0.60D+0.60W+0.60H 2.0 0.1913n/a n/a 0.1913 0.096n/a0.0 Z-Z, +D+0.70E+0.60H 2.0 0.3189n/a n/a 0.3189 0.160n/a0.0 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.8106n/a n/a 0.8106 0.405n/a0.0 Z-Z, +0.60D+0.70E+H 2.0 0.1913n/a n/a 0.1913 0.096n/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 2745.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 23 FEB 2021, 3:17PM 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 0.350 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.40D+1.60H 0.350 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.480 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.480 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+1.60L+0.50S+1.60H 1.480 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+1.60L+0.50S+1.60H 1.480 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+1.60Lr+L+1.60H 1.038 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+1.60Lr+L+1.60H 1.038 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.30 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.30 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+L+1.60S+1.60H 1.038 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+L+1.60S+1.60H 1.038 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.30 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.30 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+0.50Lr+L+W+1.60H 1.038 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+0.50Lr+L+W+1.60H 1.038 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+L+0.50S+W+1.60H 1.038 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+L+0.50S+W+1.60H 1.038 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +0.90D+W+1.60H 0.2250 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +0.90D+W+1.60H 0.2250 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+L+0.20S+E+1.90H 1.038 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +1.20D+L+0.20S+E+1.90H 1.038 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +0.90D+E+0.90H 0.2250 +Z Bottom 0.1728 Min Temp %0.3333 4.739 OK X-X, +0.90D+E+0.90H 0.2250 -Z Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.40D+1.60H 0.350 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.40D+1.60H 0.350 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.480 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.480 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.480 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.480 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+1.60Lr+L+1.60H 1.038 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+1.60Lr+L+1.60H 1.038 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.30 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.30 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+L+1.60S+1.60H 1.038 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+L+1.60S+1.60H 1.038 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.30 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.30 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 1.038 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 1.038 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+L+0.50S+W+1.60H 1.038 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+L+0.50S+W+1.60H 1.038 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +0.90D+W+1.60H 0.2250 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +0.90D+W+1.60H 0.2250 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+L+0.20S+E+1.90H 1.038 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +1.20D+L+0.20S+E+1.90H 1.038 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +0.90D+E+0.90H 0.2250 -X Bottom 0.1728 Min Temp %0.3333 4.739 OK Z-Z, +0.90D+E+0.90H 0.2250 +X Bottom 0.1728 Min Temp %0.3333 4.739 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 5.60 5.60 5.60 5.60 5.60 75.00 0.07psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L+1.60H 23.68 23.68 23.68 23.68 23.68 75.00 0.32psipsipsipsipsipsi OK +1.20D+1.60L+0.50S+1.60H 23.68 23.68 23.68 23.68 23.68 75.00 0.32psipsipsipsipsipsi OK +1.20D+1.60Lr+L+1.60H 16.60 16.60 16.60 16.60 16.60 75.00 0.22psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W+1.60H 4.80 4.80 4.80 4.80 4.80 75.00 0.06psipsipsipsipsipsi OK +1.20D+L+1.60S+1.60H 16.60 16.60 16.60 16.60 16.60 75.00 0.22psipsipsipsipsipsi OK +1.20D+1.60S+0.50W+1.60H 4.80 4.80 4.80 4.80 4.80 75.00 0.06psipsipsipsipsipsi OK +1.20D+0.50Lr+L+W+1.60H 16.60 16.60 16.60 16.60 16.60 75.00 0.22psipsipsipsipsipsi OK +1.20D+L+0.50S+W+1.60H 16.60 16.60 16.60 16.60 16.60 75.00 0.22psipsipsipsipsipsi OK +0.90D+W+1.60H 3.60 3.60 3.60 3.60 3.60 75.00 0.05psipsipsipsipsipsi OK +1.20D+L+0.20S+E+1.90H 16.60 16.60 16.60 16.60 16.60 75.00 0.22psipsipsipsipsipsi 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 2745.ec6 Project Title:Century 2745 Engineer: Project ID: Printed: 23 FEB 2021, 3:17PM 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 3.60 3.60 3.60 3.60 3.60 75.00 0.05psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 27.45 150.00 0.183 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 116.08 150.00 0.7739 OKpsipsi +1.20D+1.60L+0.50S+1.60H 116.08 150.00 0.7739 OKpsipsi +1.20D+1.60Lr+L+1.60H 81.37 150.00 0.5425 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 23.53 150.00 0.1569 OKpsipsi +1.20D+L+1.60S+1.60H 81.37 150.00 0.5425 OKpsipsi +1.20D+1.60S+0.50W+1.60H 23.53 150.00 0.1569 OKpsipsi +1.20D+0.50Lr+L+W+1.60H 81.37 150.00 0.5425 OKpsipsi +1.20D+L+0.50S+W+1.60H 81.37 150.00 0.5425 OKpsipsi +0.90D+W+1.60H 17.65 150.00 0.1176 OKpsipsi +1.20D+L+0.20S+E+1.90H 81.37 150.00 0.5425 OKpsipsi +0.90D+E+0.90H 17.65 150.00 0.1176 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 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.2340 0.450 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 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 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.1339 Soil Bearing 0.2677 ksf 2.0 ksf +D+L+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 0.02917 Z Flexure (+X)0.1251 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02917 Z Flexure (-X)0.1251 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02917 X Flexure (+Z)0.1251 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02917 X Flexure (-Z)0.1251 k-ft/ft 4.288 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03225 1-way Shear (+X)2.419 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03225 1-way Shear (-X)2.419 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03225 1-way Shear (+Z)2.419 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03225 1-way Shear (-Z)2.419 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06405 2-way Punching 9.608 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 2.0 n/a0.1552 0.1552 n/a 0.0780.0n/a X-X, +D+L+H 2.0 n/a0.2677 0.2677 n/a 0.1340.0n/a X-X, +D+Lr+H 2.0 n/a0.1552 0.1552 n/a 0.0780.0n/a X-X, +D+S+H 2.0 n/a0.1552 0.1552 n/a 0.0780.0n/a X-X, +D+0.750Lr+0.750L+H 2.0 n/a0.2395 0.2395 n/a 0.1200.0n/a X-X, +D+0.750L+0.750S+H 2.0 n/a0.2395 0.2395 n/a 0.1200.0n/a X-X, +D+0.60W+H 2.0 n/a0.1552 0.1552 n/a 0.0780.0n/a X-X, +D+0.750Lr+0.450W+H 2.0 n/a0.1552 0.1552 n/a 0.0780.0n/a X-X, +D+0.750S+0.450W+H 2.0 n/a0.1552 0.1552 n/a 0.0780.0n/a X-X, +0.60D+0.60W+0.60H 2.0 n/a0.09310 0.09310 n/a 0.0470.0n/a X-X, +D+0.70E+0.60H 2.0 n/a0.1552 0.1552 n/a 0.0780.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a0.2395 0.2395 n/a 0.1200.0n/a X-X, +0.60D+0.70E+H 2.0 n/a0.09310 0.09310 n/a 0.0470.0n/a Z-Z, +D+H 2.0 0.1552n/a n/a 0.1552 0.078n/a0.0 Z-Z, +D+L+H 2.0 0.2677n/a n/a 0.2677 0.134n/a0.0 Z-Z, +D+Lr+H 2.0 0.1552n/a n/a 0.1552 0.078n/a0.0 Z-Z, +D+S+H 2.0 0.1552n/a n/a 0.1552 0.078n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.2395n/a n/a 0.2395 0.120n/a0.0 Z-Z, +D+0.750L+0.750S+H 2.0 0.2395n/a n/a 0.2395 0.120n/a0.0 Z-Z, +D+0.60W+H 2.0 0.1552n/a n/a 0.1552 0.078n/a0.0 Z-Z, +D+0.750Lr+0.450W+H 2.0 0.1552n/a n/a 0.1552 0.078n/a0.0 Z-Z, +D+0.750S+0.450W+H 2.0 0.1552n/a n/a 0.1552 0.078n/a0.0 Z-Z, +0.60D+0.60W+0.60H 2.0 0.09310n/a n/a 0.09310 0.047n/a0.0 Z-Z, +D+0.70E+0.60H 2.0 0.1552n/a n/a 0.1552 0.078n/a0.0 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.2395n/a n/a 0.2395 0.120n/a0.0 Z-Z, +0.60D+0.70E+H 2.0 0.09310n/a n/a 0.09310 0.047n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding 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 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 0.04095 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.40D+1.60H 0.04095 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.1251 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.1251 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.1251 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.1251 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+L+1.60H 0.09135 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+L+1.60H 0.09135 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.03510 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.03510 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+1.60S+1.60H 0.09135 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+1.60S+1.60H 0.09135 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.03510 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.03510 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.09135 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.09135 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.50S+W+1.60H 0.09135 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.50S+W+1.60H 0.09135 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+W+1.60H 0.02633 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+W+1.60H 0.02633 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.20S+E+1.90H 0.09135 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +1.20D+L+0.20S+E+1.90H 0.09135 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+E+0.90H 0.02633 +Z Bottom 0.1728 Min Temp %0.30 4.288 OK X-X, +0.90D+E+0.90H 0.02633 -Z Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D+1.60H 0.04095 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.40D+1.60H 0.04095 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.1251 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.1251 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.1251 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.1251 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.09135 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.09135 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.03510 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.03510 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+1.60S+1.60H 0.09135 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+1.60S+1.60H 0.09135 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.03510 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.03510 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.09135 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.09135 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.09135 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.09135 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+W+1.60H 0.02633 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+W+1.60H 0.02633 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.09135 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.09135 +X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+E+0.90H 0.02633 -X Bottom 0.1728 Min Temp %0.30 4.288 OK Z-Z, +0.90D+E+0.90H 0.02633 +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 0.79 0.79 0.79 0.79 0.79 75.00 0.01psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L+1.60H 2.42 2.42 2.42 2.42 2.42 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60L+0.50S+1.60H 2.42 2.42 2.42 2.42 2.42 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60Lr+L+1.60H 1.77 1.77 1.77 1.77 1.77 75.00 0.02psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W+1.60H 0.68 0.68 0.68 0.68 0.68 75.00 0.01psipsipsipsipsipsi OK +1.20D+L+1.60S+1.60H 1.77 1.77 1.77 1.77 1.77 75.00 0.02psipsipsipsipsipsi OK +1.20D+1.60S+0.50W+1.60H 0.68 0.68 0.68 0.68 0.68 75.00 0.01psipsipsipsipsipsi OK +1.20D+0.50Lr+L+W+1.60H 1.77 1.77 1.77 1.77 1.77 75.00 0.02psipsipsipsipsipsi OK +1.20D+L+0.50S+W+1.60H 1.77 1.77 1.77 1.77 1.77 75.00 0.02psipsipsipsipsipsi OK +0.90D+W+1.60H 0.51 0.51 0.51 0.51 0.51 75.00 0.01psipsipsipsipsipsi OK +1.20D+L+0.20S+E+1.90H 1.77 1.77 1.77 1.77 1.77 75.00 0.02psipsipsipsipsipsi 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 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 0.51 0.51 0.51 0.51 0.51 75.00 0.01psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 3.15 150.00 0.02097 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 9.61 150.00 0.06405 OKpsipsi +1.20D+1.60L+0.50S+1.60H 9.61 150.00 0.06405 OKpsipsi +1.20D+1.60Lr+L+1.60H 7.02 150.00 0.04677 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 2.70 150.00 0.01797 OKpsipsi +1.20D+L+1.60S+1.60H 7.02 150.00 0.04677 OKpsipsi +1.20D+1.60S+0.50W+1.60H 2.70 150.00 0.01797 OKpsipsi +1.20D+0.50Lr+L+W+1.60H 7.02 150.00 0.04677 OKpsipsi +1.20D+L+0.50S+W+1.60H 7.02 150.00 0.04677 OKpsipsi +0.90D+W+1.60H 2.02 150.00 0.01348 OKpsipsi +1.20D+L+0.20S+E+1.90H 7.02 150.00 0.04677 OKpsipsi +0.90D+E+0.90H 2.02 150.00 0.01348 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 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 1.50 ft Length parallel to Z-Z Axis = 1.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.7280 2.240 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 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 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7080 Soil Bearing 1.416 ksf 2.0 ksf +D+L+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 0.09908 Z Flexure (+X)0.5572 k-ft/ft 5.624 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09908 Z Flexure (-X)0.5572 k-ft/ft 5.624 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09908 X Flexure (+Z)0.5572 k-ft/ft 5.624 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09908 X Flexure (-Z)0.5572 k-ft/ft 5.624 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1453 1-way Shear (+X)10.896 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1453 1-way Shear (-X)10.896 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1453 1-way Shear (+Z)10.896 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1453 1-way Shear (-Z)10.896 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2739 2-way Punching 41.081 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 2.0 n/a0.4202 0.4202 n/a 0.2100.0n/a X-X, +D+L+H 2.0 n/a1.416 1.416 n/a 0.7080.0n/a X-X, +D+Lr+H 2.0 n/a0.4202 0.4202 n/a 0.2100.0n/a X-X, +D+S+H 2.0 n/a0.4202 0.4202 n/a 0.2100.0n/a X-X, +D+0.750Lr+0.750L+H 2.0 n/a1.167 1.167 n/a 0.5840.0n/a X-X, +D+0.750L+0.750S+H 2.0 n/a1.167 1.167 n/a 0.5840.0n/a X-X, +D+0.60W+H 2.0 n/a0.4202 0.4202 n/a 0.2100.0n/a X-X, +D+0.750Lr+0.450W+H 2.0 n/a0.4202 0.4202 n/a 0.2100.0n/a X-X, +D+0.750S+0.450W+H 2.0 n/a0.4202 0.4202 n/a 0.2100.0n/a X-X, +0.60D+0.60W+0.60H 2.0 n/a0.2521 0.2521 n/a 0.1260.0n/a X-X, +D+0.70E+0.60H 2.0 n/a0.4202 0.4202 n/a 0.2100.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a1.167 1.167 n/a 0.5840.0n/a X-X, +0.60D+0.70E+H 2.0 n/a0.2521 0.2521 n/a 0.1260.0n/a Z-Z, +D+H 2.0 0.4202n/a n/a 0.4202 0.210n/a0.0 Z-Z, +D+L+H 2.0 1.416n/a n/a 1.416 0.708n/a0.0 Z-Z, +D+Lr+H 2.0 0.4202n/a n/a 0.4202 0.210n/a0.0 Z-Z, +D+S+H 2.0 0.4202n/a n/a 0.4202 0.210n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 2.0 1.167n/a n/a 1.167 0.584n/a0.0 Z-Z, +D+0.750L+0.750S+H 2.0 1.167n/a n/a 1.167 0.584n/a0.0 Z-Z, +D+0.60W+H 2.0 0.4202n/a n/a 0.4202 0.210n/a0.0 Z-Z, +D+0.750Lr+0.450W+H 2.0 0.4202n/a n/a 0.4202 0.210n/a0.0 Z-Z, +D+0.750S+0.450W+H 2.0 0.4202n/a n/a 0.4202 0.210n/a0.0 Z-Z, +0.60D+0.60W+0.60H 2.0 0.2521n/a n/a 0.2521 0.126n/a0.0 Z-Z, +D+0.70E+0.60H 2.0 0.4202n/a n/a 0.4202 0.210n/a0.0 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 1.167n/a n/a 1.167 0.584n/a0.0 Z-Z, +0.60D+0.70E+H 2.0 0.2521n/a n/a 0.2521 0.126n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding 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 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 0.1274 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.40D+1.60H 0.1274 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.5572 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.5572 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.5572 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.5572 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60Lr+L+1.60H 0.3892 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60Lr+L+1.60H 0.3892 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1092 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1092 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+1.60S+1.60H 0.3892 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+1.60S+1.60H 0.3892 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1092 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1092 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.3892 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.3892 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+0.50S+W+1.60H 0.3892 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+0.50S+W+1.60H 0.3892 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D+W+1.60H 0.08190 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D+W+1.60H 0.08190 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+0.20S+E+1.90H 0.3892 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +1.20D+L+0.20S+E+1.90H 0.3892 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D+E+0.90H 0.08190 +Z Bottom 0.1728 Min Temp %0.40 5.624 OK X-X, +0.90D+E+0.90H 0.08190 -Z Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.40D+1.60H 0.1274 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.40D+1.60H 0.1274 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.5572 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.5572 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.5572 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.5572 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.3892 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.3892 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.1092 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.1092 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+1.60S+1.60H 0.3892 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+1.60S+1.60H 0.3892 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1092 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1092 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.3892 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.3892 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.3892 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.3892 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D+W+1.60H 0.08190 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D+W+1.60H 0.08190 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.3892 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.3892 +X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D+E+0.90H 0.08190 -X Bottom 0.1728 Min Temp %0.40 5.624 OK Z-Z, +0.90D+E+0.90H 0.08190 +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 2.49 2.49 2.49 2.49 2.49 75.00 0.03psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L+1.60H 10.90 10.90 10.90 10.90 10.90 75.00 0.15psipsipsipsipsipsi OK +1.20D+1.60L+0.50S+1.60H 10.90 10.90 10.90 10.90 10.90 75.00 0.15psipsipsipsipsipsi OK +1.20D+1.60Lr+L+1.60H 7.61 7.61 7.61 7.61 7.61 75.00 0.10psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W+1.60H 2.14 2.14 2.14 2.14 2.14 75.00 0.03psipsipsipsipsipsi OK +1.20D+L+1.60S+1.60H 7.61 7.61 7.61 7.61 7.61 75.00 0.10psipsipsipsipsipsi OK +1.20D+1.60S+0.50W+1.60H 2.14 2.14 2.14 2.14 2.14 75.00 0.03psipsipsipsipsipsi OK +1.20D+0.50Lr+L+W+1.60H 7.61 7.61 7.61 7.61 7.61 75.00 0.10psipsipsipsipsipsi OK +1.20D+L+0.50S+W+1.60H 7.61 7.61 7.61 7.61 7.61 75.00 0.10psipsipsipsipsipsi OK +0.90D+W+1.60H 1.60 1.60 1.60 1.60 1.60 75.00 0.02psipsipsipsipsipsi OK +1.20D+L+0.20S+E+1.90H 7.61 7.61 7.61 7.61 7.61 75.00 0.10psipsipsipsipsipsi 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 2155.ec6 Project Title: Engineer: Project ID: Printed: 18 FEB 2021, 12:34PM 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 1.60 1.60 1.60 1.60 1.60 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 9.39 150.00 0.06262 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 41.08 150.00 0.2739 OKpsipsi +1.20D+1.60L+0.50S+1.60H 41.08 150.00 0.2739 OKpsipsi +1.20D+1.60Lr+L+1.60H 28.70 150.00 0.1913 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 8.05 150.00 0.05367 OKpsipsi +1.20D+L+1.60S+1.60H 28.70 150.00 0.1913 OKpsipsi +1.20D+1.60S+0.50W+1.60H 8.05 150.00 0.05367 OKpsipsi +1.20D+0.50Lr+L+W+1.60H 28.70 150.00 0.1913 OKpsipsi +1.20D+L+0.50S+W+1.60H 28.70 150.00 0.1913 OKpsipsi +0.90D+W+1.60H 6.04 150.00 0.04026 OKpsipsi +1.20D+L+0.20S+E+1.90H 28.70 150.00 0.1913 OKpsipsi +0.90D+E+0.90H 6.04 150.00 0.04026 OKpsipsi F13/13