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Century 1535 GL Final Calcs RB Engineers, Inc. 1312 2ND ST. KIRKLAND, WA. 98033 PH: (425) 822-3009 FAX: (425) 822-2679 CELL: (425) 351-2085 EMAIL: rbe1992@gmail.com JOB: CENTURY 1535 PROJECT #:21-8431 BY: R.B. / MJT DATE: 11/15/2021 PAGE G1 OF 56 STRUCTURAL COMPUTATIONS FOR CENTURY PLAN 1535 A&B&C MOUNTAIN VIEW MEADOWS GARAGE LEFT BASIS FOR DESIGN: CODE: INTERNATIONAL BUILDING CODE (2018 EDITION) WIND: 100 MPH, EXPOSURE “B” Kzt = 1.2 SEISMIC: Ss = 1.60, S1 = 0.57 (SITE CLASS D) ROOF SNOW: 25 PSF ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF PER SOILS REPORT INDEX TO COMPUTATIONS: GENERAL ___________________________________________ G1 – G3 LATERAL ___________________________________________ L1 – L15 BEAMS ___________________________________________ B1 – B31 FOOTING ___________________________________________ F1 – F7 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. RB Engineers, Inc.Project:Century 1535 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst DesignWorks Date:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 Sprinkler (Only If A>4000 sqft)2 TOTAL DEAD LOAD =13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load G2/ RB Engineers, Inc.Project:Century 1535 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst DesignWorks Date:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR Item Material Load PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures 1.0 Framing TJI's 3.0 Misc 1.5 Sprinkler (Only If A>4000 sqft)2 TOTAL DEAD LOAD =13 PSF LIVE LOADS -Residential - 40 psf (reducible) -Office - 50 psf (reducible) -Assembly - 100 psf (non-reducible) -Corridors and Exits - 100 psf (reducible) -Storage - 125 psf (non-reducible) G3/3 L1/X1X2Y1Y2Y3Y4Y5X3X5X4SHEARWALL KEY PLAN L2/ L3/ RB Engineers, Inc.Project:Century 1535 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch:3:12 (14°)Wind Speed:100 mph Wind Exposure: B λ =1.0 ASCE 7-16 p.316 A:19.9 C:13.3 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 Σ Fw Roof =19.9x(4x8.5+4x9.5) + 13.3x(4x23) = 2.66 2.66 x 1.2 Kzt x 0.6 =1.91 kip Σ Fw Upper =19.9x(8.5x10+10x7.5+2x5.5) + 13.3x(10x23) = 6.46 6.46 x 1.2 Kzt x 0.6 =4.65 kip Roof Min =[(72+92)x16+(100+115)x8)]x1.2x0.6 =3.13 kip Upper Min =[(171+230)x16+(9+0)x8)]x1.2x0.6 =4.67 kip Y – Y Direction Σ Fw Roof =19.9x(5/2(4.5+6)+5/2(4.5+6)) + 13.3x(5.75x16+16x3/2) = 2.59 2.59 x 1.2 Kzt x 0.6 =1.86 kip Σ Fw Upper =19.9x(5x10+5x10) + 13.3x(16x10) = 4.12 4.12 x 1.2 Kzt x 0.6 =2.96 kip Roof Min =[(52.5+116)x16+(0+0)x8)]x1.2x0.6 =1.94 kip Upper Min =[(100+160)x16+(0+0)x8)]x1.2x0.6 =3.00 kip L4/ RB Engineers, Inc.Project:Waterbrook 08082 By:RB/MJT 1312 2nd St Kirkland, WA Client:Barron Custom Desgin Date:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com QUAKE FORCES (ASCE 7-16) Site Class "D" (Table 11.4.2) Ss = Critical Values per Latest SEAOC website;1.6 S1 = Critical Values per Latest SEAOC website;0.57 Fa =per Table 11.4-1 1 Fv = per Table 11.4-2 1.8 Sms = Fa * Ss = 1.2 (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 (1.92)1.07 (11.4-3), Seismic Design Category "D", Table 11.6-1 Sd1 = 2/3 * Sm1 = 2/3 (1.03)0.68 (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) =0.2(0.68/1.28)0.13 Section 11.4.6 Ts = Sd1 /Sds =(0.68/1.28)0.64 Section 11.4.6 Ct 0.02 Hn (Bldg. height-ft))35.00 Tstruc = Ct * (Hn)^3/4 = 0.02(35^.75)0.29 Table 12.8-2 Where To ≤ Tstruc ≤ Ts; Sa = Sds 1.07 Section 11.4.6, item 2 R 6.5 ASCE 7-16 Table 12.2-1, item 15 Ie 1 Section 11.5.1, Table 1.5-1 and 1.5-2) Cs = Sds /(R/I) = 1.07 / (6.5/1) = 0.16 (12.8-2) Cs = 0.16 L5/ RB Engineers, Inc.Project:Century 1535 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst DesignWorksDate:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1150 feet 2 Roof Dead Load:13 psf Upper Area:1023 feet 2 Floor Dead Load:13 psf Wall Dead Load:8 psf ASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7Ev ASCE 7-16 Table 12.2-1: Overstrength factor, Ω = 2.5 DEAD LOAD OF STRUCTURE Roof Weight =1150 x (13+8) = =24.15 kip Upper Weight =1023 x (13+8) = =21.48 kip 45.63 kip Vbase = Cs x Σ Weight = 0.16 x 45.63 =7.30 kip Vasd =Vbase x 0.7 x ρ =6.64 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:24.15 kip 19.5 Feet 470.93 Upper:21.48 kip 10 Feet 214.83 685.76 Fq Roof:6.64 x (470.93/685.76) = = 4.56 kip Fq Upper:6.64 x (214.83/685.76) = = 2.08 kip Therefore wind governs in the X-X direction at Upper, quake governs all else. RB Engineers, Inc.Project:Century 1535 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst DesignWorksDate:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:3.13 kips 3.13 k / 41 ft =76.3 #/Ft V @ X 1 =(3.13/41)x(35/2) =1.33 = 70 # SW-4 3.5'+15.5'Ft V @ X 2 =(3.13/41)x(35/2+6) =1.79 = 128 # SW-4 2.5'+2.5'+4.5'+4.5'Ft Fw X – X @ Upper:4.67 kips 4.67 k / 38 ft =122.9 #/Ft V @ X 3 =(4.67/38)x(18/2) 2.44 = 203 # SW-4 + 1.33 =3'+3'+3'+3'Ft V @ X 4 =(4.67/38)x(18/2+20/2) 2.51 = 190 # SW-4 + 1.79(5/14)(4/20) =8.25'+5'Ft V @ X 5 =(4.67/38)x(20/2) 2.84 < 3.35 kip LRP capacity SW-3 + 1.79(5/14)(16/20) = + 1.79(9/14) = LRP 2x18'x24"=2x1675=3350 lb RB Engineers, Inc.Project:Century 1535 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst DesignWorksDate:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:1.94 kips 1.94 k / 26 ft =74.7 #/Ft V @ Y 1 =(1.94/26)x(26/2) =0.97 = 35 # SW-6 15'+13'Ft V @ Y 2 =(1.94/26)x(26/2) =0.97 = 36 # SW-6 9.75'+17'Ft Fw Y – Y @ Upper:3.00 kips 3.00 k / 26 ft =115.2 #/Ft V @ Y 3 =(3.00/26)x(18/2) 2.01 = 53 # SW-6 + 0.97 =38'Ft V @ Y 4 =(3.00/26)x(18/2+8/2) =1.50 = 77 # SW-4 19.5'Ft V @ Y 5 =(3.00/26)x(8/2) 1.43 = 51 # SW-6 + 0.97 =15'+13'Ft RB Engineers, Inc.Project:Century 1535 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst DesignWorksDate:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:4.56 kips 4.56 k / 41 ft =111.3 #/Ft V @ X 1 =(4.56/41)x(35/2) =1.95 = 102 # SW-4 3.5'+15.5'Ft (1.25-0.125x(8.1/3.5))x350 #/Ft =336 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 2 =(4.56/41)x(35/2+6) =2.62 = 187 # SW-4 2.5'+2.5'+4.5'+4.5'Ft (1.25-0.125x(8.1/2.5))x585 #/Ft =494 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS Fw X – X @ Upper:2.08 kips 2.08 k / 38 ft =54.8 #/Ft V @ X 3 =(2.08/38)x(18/2) 2.44 = 203 # SW-4 + 1.95 =3'+3'+3'+3'Ft (1.25-0.125x(9.1/3))x350 #/Ft =304 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 4 =(2.08/38)x(18/2+20/2) 1.30 = 98 # SW-4 + 2.62(5/14)(4/20) =8.25'+5'Ft V @ X 5 =(2.08/38)x(20/2) 2.90 < 3.35 kip LRP capacity SW-3 + 2.62(5/14)(16/20) = + 2.62(9/14) = LRP 2x18'x24"=2x1675=3350 lb RB Engineers, Inc.Project:Century 1535 By:RB/MJT 1312 2nd St Kirkland, WA Client:Brobst DesignWorksDate:11/1/2021 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:4.56 kips 4.56 k / 26 ft =175.5 #/Ft V @ Y 1 =(4.56/26)x(26/2) =2.28 = 81 # SW-6 15'+13'Ft V @ Y 2 =(4.56/26)x(26/2) =2.28 = 85 # SW-6 9.75'+17'Ft Fw Y – Y @ Upper:2.08 kips 2.08 k / 26 ft =80.1 #/Ft V @ Y 3 =(2.08/26)x(18/2) 3.00 = 79 # SW-6 + 2.28 =38'Ft V @ Y 4 =(2.08/26)x(18/2+8/2) =1.04 = 53 # SW-4 19.5'Ft V @ Y 5 =(2.08/26)x(8/2) 2.60 = 93 # SW-6 + 2.28 =15'+13'Ft RB Engineers, Inc.Project:Century 1535 By:RB/MJT Client:Brobst DesignWorks Date:11/1/2021 Subject:Lateral Page: CHECK OVERTURNING FOR:X 2 (Quake) L =2.5 ft TLRF =5 ft (conservative) P =187 lb/ft P x L =187x2.5 0.47 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.47x8.1 3.79 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.16 0.02 0.07 MR =[(0.07+0.07)x0.5x2.5+0.14x2.5] = 0.52 kip - ft H=8.1 F = MoT - MR / L =1.31 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.16 0.02 0.07 MoT L L = 2.5' Therefore use (1)CS16 hold downs at each end Within 5% RB Engineers, Inc.Project:Century 1535 By:RB/MJT Client:Brobst DesignWorks Date:11/1/2021 Subject:Lateral Page: CHECK OVERTURNING FOR:X 3 (Quake) L =3 ft TLRF =5 ft (conservative) P =203 lb/ft P x L =203x3 0.61 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =0.61x9.1 5.54 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.20 0.03 0.09 MR =[(0.09+0.10)x0.5x3+0.27x3] = 1.09 kip - ft H=9.1 F = MoT - MR / L =1.48 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.22 0.03 0.10 MoT L L = 3' Therefore use (1)STHD14hold downs at each end L12/ RB Engineers, Inc.Project:Century 1535 By:RB/MJT Client:Brobst DesignWorks Date:11/1/2021 Subject:Lateral Page: CHECK OVERTURNING FOR:Y2 (Quake) L =9.75 ft TLRF =5 ft (conservative) P =85 lb/ft P x L =85x9.75 0.83 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.83x8.1 6.71 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.63 0.09 0.29 MR =[(0.29+0.28)x0.5x9.75+0.14x9.75] = 4.10 kip - ft H=8.1 F = MoT - MR / L =0.27 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.63 0.09 0.28 MoT L L = 9.75' Therefore use (1)CS16 hold downs at each end L13/ RB Engineers, Inc.Project:Century 1535 By:RB/MJT Client:Brobst DesignWorks Date:11/1/2021 Subject:Lateral Page: CHECK OVERTURNING FOR:Y5 (Quake) L =13 ft TLRF =5 ft (conservative) P =93 lb/ft P x L =93x13 1.21 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =1.21x9.1 11.00 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.85 0.13 0.38 MR =[(0.38+0.43)x0.5x13+0.27x13] = 8.76 kip - ft H=9.1 F = MoT - MR / L =0.17 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.95 0.14 0.43 MoT L L = 13' Therefore use (1)STHD14 hold downs at each end L14/ RB Engineers, Inc.Project:By:RB/MJT 1312 2nd St Kirkland, WA Client:Date: Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com SHEARWALL SCHEDULE Typ. Ext. Wall Construction SW-6 1) Sheathing: 1/2" Plywood or 7/16" O.S.B Exterior Side, Blocked, Nail or w/ 8d @ 6" O.C. All edges and @ 12" O.C. Field 2) Bolt Sill Plate to Concrete w/ 5/8" DIA. X 10" A.B.'s @ 48" O.C. 1 3) Nail bottom plate to framing below w/ 16d @ 4" O.C. 4) Fasten double plate to joist or blocking above per details on S1 & S2. Shearwall Schedule -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-4 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 4" O.C. all edges and 12" O.C. field. 2) Bolt sill plate to concrete w/ 5/8" DIA. X 10" A.B.'s @ 32" O.C. 2 3) Nail bottom plate to framing below w/ 16d @ 3" O.C. 4) Fasten double plate to joist or blocking above per details on S1 & S2. -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood two sides -- -- -- -- -- -- -- -- (2)SW-3 1) Sheathing: 1/2" plywood or O.S.B. two sides, blocked, nail w/ 8d @ 3" O.C. or all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA. X 10" exp. Bolts @ 12" O.C. 3 3) Fasten double bottom plates to double joist or blocking below w/ 2 rows 2 layers 16d @ 6" O.C. or 2 rows A35 clips @ 16" O.C. 4) Fasten double top plates to double joist or blocking above w/ 2 rows A35 clips @ 16" O.C. or per details on S1 & S2 5) Use 3x all framing members receiving en. From abutting panels -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-3 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 3" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 24" O.C. (U.N.O.) 4 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Use (2) 2x studs @ 16" O.C. at detail D / S1 (U.N.O.) 5) Provide 3x stud framing at all members receiving edge nailing from abutting panels (U.N.O.) -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-2 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 2" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 16" O.C. 5 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Provide 3x stud framing at all members receiving edge nailing from abutting panels Capacity: 240 lb/ft Capacity: 350 lb/ft Capacity: 900 lb/ft Capacity: 450 lb/ft Capacity: 585 lb/ft L15/15 B1/31BM #1BEAM KEY PLAN B2/31BM #2BEAM KEY PLAN B3/31BM #3BEAM KEY PLAN B4/31BM #4BM #6BM #7BM #8BM #9BEAM KEY PLAN Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM 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 = 14.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.237: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 30.59 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.170 : 1 3.241 ft= = 255.81 psi Maximum Deflection 0 <360 5751 Ratio =0 <240 Max Downward Transient Deflection 0.005 in 8742Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.008 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.090 0.065 0.90 1.200 1.00 1.00 1.00 0.36 87.51 972.00 0.23 162.001.00 10.46 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.237 0.170 1.00 1.200 1.00 1.00 1.00 1.06 255.81 1080.00 0.66 180.001.00 30.59 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.158 0.114 1.25 1.200 1.00 1.00 1.00 0.89 213.74 1350.00 0.55 225.001.00 25.56 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.030 0.022 1.60 1.200 1.00 1.00 1.00 0.22 52.51 1728.00 0.14 288.001.00 6.28 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0083 2.015 0.0000 0.000 B5/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0029 2.015 0.0000 0.000in ftinft +D+L 1 0.0083 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0070 2.015 0.0000 0.000in ftinft +0.60D 1 0.0017 2.015 0.0000 0.000in ftinft L Only 1 0.0055 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 1.064 1.064 Overall MINimum 0.700 0.700 D Only 0.364 0.364 +D+L 1.064 1.064 +D+0.750L 0.889 0.889 +0.60D 0.218 0.218 L Only 0.700 0.700 . B6/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B7/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 1.0 -->> 4.0 ft, Tributary Width = 14.0 ft Point Load : D = 0.520, L = 1.0 k @ 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.189: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.416 ft 82.79 psi= = 2,400.00 psi 3.50 X 9.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 3.50 X 9.0 Maximum Shear Stress Ratio 0.312 : 1 0.000 ft= = 452.92 psi Maximum Deflection 0 <360 3620 Ratio =0 <240 Max Downward Transient Deflection 0.009 in 5502Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.013 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.072 0.119 0.90 1.000 1.00 1.00 1.00 0.61 154.95 2160.00 0.59 238.501.00 28.32 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.189 0.312 1.00 1.000 1.00 1.00 1.00 1.78 452.92 2400.00 1.74 265.001.00 82.79 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.126 0.209 1.25 1.000 1.00 1.00 1.00 1.49 378.42 3000.00 1.45 331.251.00 69.17 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.024 0.040 1.60 1.000 1.00 1.00 1.00 0.37 92.97 3840.00 0.36 424.001.00 16.99 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0133 1.912 0.0000 0.000 B8/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0045 1.912 0.0000 0.000in ftinft +D+L 1 0.0133 1.912 0.0000 0.000in ftinft +D+0.750L 1 0.0111 1.912 0.0000 0.000in ftinft +0.60D 1 0.0027 1.912 0.0000 0.000in ftinft L Only 1 0.0087 1.912 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.739 1.378 Overall MINimum 1.144 0.906 D Only 0.595 0.471 +D+L 1.739 1.378 +D+0.750L 1.453 1.151 +0.60D 0.357 0.283 L Only 1.144 0.906 . B9/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B10/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 5.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.259: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.500 ft 24.06 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.134 : 1 6.234 ft= = 279.80 psi Maximum Deflection 0 <360 3005 Ratio =0 <240 Max Downward Transient Deflection 0.018 in 4567Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.028 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 7.0 ft 1 0.098 0.051 0.90 1.200 1.00 1.00 1.00 0.40 95.72 972.00 0.18 162.001.00 8.23 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.259 0.134 1.00 1.200 1.00 1.00 1.00 1.16 279.80 1080.00 0.52 180.001.00 24.06 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.173 0.089 1.25 1.200 1.00 1.00 1.00 0.97 233.78 1350.00 0.43 225.001.00 20.11 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.033 0.017 1.60 1.200 1.00 1.00 1.00 0.24 57.43 1728.00 0.11 288.001.00 4.94 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0280 3.526 0.0000 0.000 B11/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0096 3.526 0.0000 0.000in ftinft +D+L 1 0.0280 3.526 0.0000 0.000in ftinft +D+0.750L 1 0.0234 3.526 0.0000 0.000in ftinft +0.60D 1 0.0057 3.526 0.0000 0.000in ftinft L Only 1 0.0184 3.526 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.665 0.665 Overall MINimum 0.438 0.438 D Only 0.228 0.228 +D+L 0.665 0.665 +D+0.750L 0.556 0.556 +0.60D 0.137 0.137 L Only 0.438 0.438 . B12/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B13/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM 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 = 2.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 9.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.246: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 31.79 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.177 : 1 3.241 ft= = 265.91 psi Maximum Deflection 0 <360 5533 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 7463Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.009 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.071 0.051 0.90 1.200 1.00 1.00 1.00 0.29 68.76 972.00 0.18 162.001.00 8.22 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.246 0.177 1.00 1.200 1.00 1.00 1.00 1.11 265.91 1080.00 0.69 180.001.00 31.79 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.160 0.115 1.25 1.200 1.00 1.00 1.00 0.90 216.62 1350.00 0.56 225.001.00 25.90 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.024 0.017 1.60 1.200 1.00 1.00 1.00 0.17 41.26 1728.00 0.11 288.001.00 4.93 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0087 2.015 0.0000 0.000 B14/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0022 2.015 0.0000 0.000in ftinft +D+L 1 0.0087 2.015 0.0000 0.000in ftinft +D+0.750L 1 0.0071 2.015 0.0000 0.000in ftinft +0.60D 1 0.0013 2.015 0.0000 0.000in ftinft L Only 1 0.0064 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 1.106 1.106 Overall MINimum 0.820 0.820 D Only 0.286 0.286 +D+L 1.106 1.106 +D+0.750L 0.901 0.901 +0.60D 0.172 0.172 L Only 0.820 0.820 . B15/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B16/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM 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 = 2.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 11.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.314: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 70.78 psi= = 2,400.00 psi 3.50 X 9.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 3.50 X 9.0 Maximum Shear Stress Ratio 0.267 : 1 0.000 ft= = 753.14 psi Maximum Deflection 0 <360 1425 Ratio =0 <240 Max Downward Transient Deflection 0.038 in 1917Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.051 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.089 0.076 0.90 1.000 1.00 1.00 1.00 0.76 193.14 2160.00 0.38 238.501.00 18.15 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.314 0.267 1.00 1.000 1.00 1.00 1.00 2.97 753.14 2400.00 1.49 265.001.00 70.78 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.204 0.174 1.25 1.000 1.00 1.00 1.00 2.41 613.14 3000.00 1.21 331.251.00 57.62 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.030 0.026 1.60 1.000 1.00 1.00 1.00 0.46 115.89 3840.00 0.23 424.001.00 10.89 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0505 3.022 0.0000 0.000 B17/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0130 3.022 0.0000 0.000in ftinft +D+L 1 0.0505 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0411 3.022 0.0000 0.000in ftinft +0.60D 1 0.0078 3.022 0.0000 0.000in ftinft L Only 1 0.0376 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 1.977 1.977 Overall MINimum 1.470 1.470 D Only 0.507 0.507 +D+L 1.977 1.977 +D+0.750L 1.610 1.610 +0.60D 0.304 0.304 L Only 1.470 1.470 . B18/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B19/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 15.750 -->> 19.750 ft, Tributary Width = 8.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 1.0 ft Point Load : D = 0.30, L = 0.60 k @ 16.0 ft Load for Span Number 2 Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 8.0 ft Point Load : D = 0.10, L = 0.20 k @ 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.091: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 14.233 ft 28.70 psi= = 2,400.00 psi 5.50 X 18.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.50 X 18.0 Maximum Shear Stress Ratio 0.108 : 1 18.316 ft= = 217.99 psi Maximum Deflection 2522 >=480 3078 Ratio =1778 >=240 Max Downward Transient Deflection 0.055 in 4347Ratio =>=480 Max Upward Transient Deflection -0.019 in Ratio = Max Downward Total Deflection 0.077 in Ratio =>=240 Max Upward Total Deflection -0.027 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 19.750 ft 1 0.031 0.038 0.90 1.000 1.00 1.00 1.00 1.64 66.46 2160.00 0.60 238.501.00 9.06 1.00Length = 2.0 ft 2 0.010 0.038 0.90 1.000 1.00 1.00 1.00 0.41 16.48 1665.00 0.15 238.501.00 9.06 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.750 ft 1 0.091 0.108 1.00 1.000 1.00 1.00 1.00 5.40 217.99 2400.00 1.89 265.001.00 28.70 1.00Length = 2.0 ft 2 0.026 0.108 1.00 1.000 1.00 1.00 1.00 1.21 48.81 1850.00 0.45 265.001.00 28.70 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.750 ft 1 0.060 0.072 1.25 1.000 1.00 1.00 1.00 4.45 179.94 3000.00 1.57 331.251.00 23.79 B20/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM 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 = 2.0 ft 2 0.018 0.072 1.25 1.000 1.00 1.00 1.00 1.01 40.73 2312.50 0.38 331.251.00 23.79 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.750 ft 1 0.010 0.013 1.60 1.000 1.00 1.00 1.00 0.99 39.87 3840.00 0.36 424.001.00 5.44 1.00Length = 2.0 ft 2 0.003 0.013 1.60 1.000 1.00 1.00 1.00 0.24 9.89 2960.00 0.09 424.001.00 5.44 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0770 10.592 0.0000 0.000 +D+L20.0000 10.592 -0.0270 2.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0225 10.703 0.0000 0.000in ftinft +D+L 1 0.0770 10.592 0.0000 0.000in ftinft +D+0.750L 1 0.0634 10.592 0.0000 0.000in ftinft +0.60D 1 0.0135 10.703 0.0000 0.000in ftinft L Only 1 0.0545 10.482 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.756 3.315 Overall MINimum 0.549 2.241 D Only 0.207 1.074 +D+L 0.756 3.315 +D+0.750L 0.619 2.754 +0.60D 0.124 0.644 L Only 0.549 2.241 . B21/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B22/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 4.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 0.0 -->> 12.50 ft, Tributary Width = 12.0 ft Point Load : D = 1.10, L = 2.250 k @ 12.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.876: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 8.642 ft 136.77 psi= = 2,400.00 psi 5.50 X 13.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.50 X 13.50 Maximum Shear Stress Ratio 0.516 : 1 14.891 ft= = 2,103.35 psi Maximum Deflection 0 <360 284 Ratio =0 <240 Max Downward Transient Deflection 0.486 in 395Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.675 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 16.0 ft 1 0.272 0.168 0.90 1.000 1.00 1.00 1.00 8.18 587.70 2160.00 1.98 238.501.00 39.99 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.876 0.516 1.00 1.000 1.00 1.00 1.00 29.28 2,103.35 2400.00 6.77 265.001.00 136.77 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.575 0.340 1.25 1.000 1.00 1.00 1.00 24.01 1,724.34 3000.00 5.57 331.251.00 112.57 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.092 0.057 1.60 1.000 1.00 1.00 1.00 4.91 352.62 3840.00 1.19 424.001.00 23.99 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.6747 8.175 0.0000 0.000 B23/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1888 8.234 0.0000 0.000in ftinft +D+L 1 0.6747 8.175 0.0000 0.000in ftinft +D+0.750L 1 0.5532 8.175 0.0000 0.000in ftinft +0.60D 1 0.1133 8.234 0.0000 0.000in ftinft L Only 1 0.4859 8.175 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.793 6.939 Overall MINimum 4.948 4.902 D Only 1.845 2.037 +D+L 6.793 6.939 +D+0.750L 5.556 5.713 +0.60D 1.107 1.222 L Only 4.948 4.902 . B24/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B25/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0130, L = 0.0250 ksf, Extent = 4.0 -->> 12.0 ft, Tributary Width = 4.0 ft Point Load : D = 0.130, L = 0.40 k @ 4.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.191: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.518 ft 30.03 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 = = = 265.00 psi== Section used for this span 3.50 X 12.0 Maximum Shear Stress Ratio 0.113 : 1 11.036 ft= = 458.09 psi Maximum Deflection 0 <360 1593 Ratio =0 <240 Max Downward Transient Deflection 0.062 in 2305Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.090 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 12.0 ft 1 0.065 0.041 0.90 1.000 1.00 1.00 1.00 0.99 141.25 2160.00 0.27 238.501.00 9.66 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.191 0.113 1.00 1.000 1.00 1.00 1.00 3.21 458.09 2400.00 0.84 265.001.00 30.03 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.126 0.075 1.25 1.000 1.00 1.00 1.00 2.65 378.79 3000.00 0.70 331.251.00 24.94 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.022 0.014 1.60 1.000 1.00 1.00 1.00 0.59 84.75 3840.00 0.16 424.001.00 5.80 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0903 6.000 0.0000 0.000 B26/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0279 6.044 0.0000 0.000in ftinft +D+L 1 0.0903 6.000 0.0000 0.000in ftinft +D+0.750L 1 0.0747 6.000 0.0000 0.000in ftinft +0.60D 1 0.0167 6.044 0.0000 0.000in ftinft L Only 1 0.0625 5.956 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.759 0.987 Overall MINimum 0.533 0.667 D Only 0.225 0.321 +D+L 0.759 0.987 +D+0.750L 0.625 0.821 +0.60D 0.135 0.192 L Only 0.533 0.667 . B27/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B28/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 9.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.402: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.750 ft 43.92 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.244 : 1 4.737 ft= = 433.65 psi Maximum Deflection 0 <360 2467 Ratio =0 <240 Max Downward Transient Deflection 0.020 in 3269Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.027 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 5.50 ft 1 0.109 0.066 0.90 1.200 1.00 1.00 1.00 0.44 106.37 972.00 0.23 162.001.00 10.77 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.402 0.244 1.00 1.200 1.00 1.00 1.00 1.80 433.65 1080.00 0.95 180.001.00 43.92 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.261 0.158 1.25 1.200 1.00 1.00 1.00 1.46 351.83 1350.00 0.77 225.001.00 35.63 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.037 0.022 1.60 1.200 1.00 1.00 1.00 0.27 63.82 1728.00 0.14 288.001.00 6.46 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0267 2.770 0.0000 0.000 B29/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0066 2.770 0.0000 0.000in ftinft +D+L 1 0.0267 2.770 0.0000 0.000in ftinft +D+0.750L 1 0.0217 2.770 0.0000 0.000in ftinft +0.60D 1 0.0039 2.770 0.0000 0.000in ftinft L Only 1 0.0202 2.770 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.312 1.312 Overall MINimum 0.990 0.990 D Only 0.322 0.322 +D+L 1.312 1.312 +D+0.750L 1.064 1.064 +0.60D 0.193 0.193 L Only 0.990 0.990 . B30/31 Wood Beam RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:BM #9 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: B31/31 F1/7FOOTING KEY PLANF #1F#2 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM 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 = 2.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =2.0 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 2.1 5.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F2/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM 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 0.9360 Soil Bearing 1.872 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4525 Z Flexure (+X)1.315 k-ft/ft 2.906 k-ft/ft +1.20D+1.60L PASS 0.4525 Z Flexure (-X)1.315 k-ft/ft 2.906 k-ft/ft +1.20D+1.60L PASS 0.4525 X Flexure (+Z)1.315 k-ft/ft 2.906 k-ft/ft +1.20D+1.60L PASS 0.4525 X Flexure (-Z)1.315 k-ft/ft 2.906 k-ft/ft +1.20D+1.60L PASS 0.3390 1-way Shear (+X)25.423 psi 75.0 psi +1.20D+1.60L PASS 0.3390 1-way Shear (-X)25.423 psi 75.0 psi +1.20D+1.60L PASS 0.3390 1-way Shear (+Z)25.423 psi 75.0 psi +1.20D+1.60L PASS 0.3390 1-way Shear (-Z)25.423 psi 75.0 psi +1.20D+1.60L PASS 0.6733 2-way Punching 100.992 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.6217 0.6217 n/a 0.3110.0n/a X-X, +D+L 2.0 n/a1.872 1.872 n/a 0.9360.0n/a X-X, +D+0.750L 2.0 n/a1.559 1.559 n/a 0.7800.0n/a X-X, +0.60D 2.0 n/a0.3730 0.3730 n/a 0.1870.0n/a Z-Z, D Only 2.0 0.6217n/a n/a 0.6217 0.311n/a0.0 Z-Z, +D+L 2.0 1.872n/a n/a 1.872 0.936n/a0.0 Z-Z, +D+0.750L 2.0 1.559n/a n/a 1.559 0.780n/a0.0 Z-Z, +0.60D 2.0 0.3730n/a n/a 0.3730 0.187n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.3675 +Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +1.40D 0.3675 -Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +1.20D+1.60L 1.315 +Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +1.20D+1.60L 1.315 -Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +1.20D+L 0.940 +Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +1.20D+L 0.940 -Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +1.20D 0.3150 +Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +1.20D 0.3150 -Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +0.90D 0.2363 +Z Bottom 0.1728 Min Temp %0.20 2.906 OK X-X, +0.90D 0.2363 -Z Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +1.40D 0.3675 -X Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +1.40D 0.3675 +X Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +1.20D+1.60L 1.315 -X Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +1.20D+1.60L 1.315 +X Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +1.20D+L 0.940 -X Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +1.20D+L 0.940 +X Bottom 0.1728 Min Temp %0.20 2.906 OK F3/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.3150 -X Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +1.20D 0.3150 +X Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +0.90D 0.2363 -X Bottom 0.1728 Min Temp %0.20 2.906 OK Z-Z, +0.90D 0.2363 +X Bottom 0.1728 Min Temp %0.20 2.906 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 7.11 7.11 7.11 7.11 7.11 75.00 0.09psipsipsipsipsipsi OK +1.20D+1.60L 25.42 25.42 25.42 25.42 25.42 75.00 0.34psipsipsipsipsipsi OK +1.20D+L 18.17 18.17 18.17 18.17 18.17 75.00 0.24psipsipsipsipsipsi OK +1.20D 6.09 6.09 6.09 6.09 6.09 75.00 0.08psipsipsipsipsipsi OK +0.90D 4.57 4.57 4.57 4.57 4.57 75.00 0.06psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 28.22 150.00 0.1882 OKpsipsi +1.20D+1.60L 100.99 150.00 0.6733 OKpsipsi +1.20D+L 72.19 150.00 0.4813 OKpsipsi +1.20D 24.19 150.00 0.1613 OKpsipsi +0.90D 18.14 150.00 0.121 OKpsipsi F4/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM 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 = 2.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =2.0 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 0.650 2.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F5/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM 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 0.6370 Soil Bearing 1.274 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1298 Z Flexure (+X)0.4975 k-ft/ft 3.833 k-ft/ft +1.20D+1.60L PASS 0.1298 Z Flexure (-X)0.4975 k-ft/ft 3.833 k-ft/ft +1.20D+1.60L PASS 0.1298 X Flexure (+Z)0.4975 k-ft/ft 3.833 k-ft/ft +1.20D+1.60L PASS 0.1298 X Flexure (-Z)0.4975 k-ft/ft 3.833 k-ft/ft +1.20D+1.60L PASS 0.1297 1-way Shear (+X)9.729 psi 75.0 psi +1.20D+1.60L PASS 0.1297 1-way Shear (-X)9.729 psi 75.0 psi +1.20D+1.60L PASS 0.1297 1-way Shear (+Z)9.729 psi 75.0 psi +1.20D+1.60L PASS 0.1297 1-way Shear (-Z)9.729 psi 75.0 psi +1.20D+1.60L PASS 0.2445 2-way Punching 36.680 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.3856 0.3856 n/a 0.1930.0n/a X-X, +D+L 2.0 n/a1.274 1.274 n/a 0.6370.0n/a X-X, +D+0.750L 2.0 n/a1.052 1.052 n/a 0.5260.0n/a X-X, +0.60D 2.0 n/a0.2313 0.2313 n/a 0.1160.0n/a Z-Z, D Only 2.0 0.3856n/a n/a 0.3856 0.193n/a0.0 Z-Z, +D+L 2.0 1.274n/a n/a 1.274 0.637n/a0.0 Z-Z, +D+0.750L 2.0 1.052n/a n/a 1.052 0.526n/a0.0 Z-Z, +0.60D 2.0 0.2313n/a n/a 0.2313 0.116n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1138 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.40D 0.1138 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D+1.60L 0.4975 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D+1.60L 0.4975 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D+L 0.3475 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D+L 0.3475 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D 0.09750 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +1.20D 0.09750 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +0.90D 0.07313 +Z Bottom 0.1728 Min Temp %0.2667 3.833 OK X-X, +0.90D 0.07313 -Z Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.40D 0.1138 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.40D 0.1138 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D+1.60L 0.4975 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D+1.60L 0.4975 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D+L 0.3475 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D+L 0.3475 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK F6/7 General Footing RB Engineers, Inc.Lic. # : KW-06010288 DESCRIPTION:F #2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Century 1535.ec6 Project Title:Century 1535 Engineer: Project ID: Printed: 16 NOV 2021, 1:29PM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.09750 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +1.20D 0.09750 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +0.90D 0.07313 -X Bottom 0.1728 Min Temp %0.2667 3.833 OK Z-Z, +0.90D 0.07313 +X Bottom 0.1728 Min Temp %0.2667 3.833 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.22 2.22 2.22 2.22 2.22 75.00 0.03psipsipsipsipsipsi OK +1.20D+1.60L 9.73 9.73 9.73 9.73 9.73 75.00 0.13psipsipsipsipsipsi OK +1.20D+L 6.80 6.80 6.80 6.80 6.80 75.00 0.09psipsipsipsipsipsi OK +1.20D 1.91 1.91 1.91 1.91 1.91 75.00 0.03psipsipsipsipsipsi OK +0.90D 1.43 1.43 1.43 1.43 1.43 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 8.39 150.00 0.05591 OKpsipsi +1.20D+1.60L 36.68 150.00 0.2445 OKpsipsi +1.20D+L 25.62 150.00 0.1708 OKpsipsi +1.20D 7.19 150.00 0.04792 OKpsipsi +0.90D 5.39 150.00 0.03594 OKpsipsi F7/7