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Century Plan 2407 GR 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 2407 PROJECT #: 22-8500 BY: R.B. / MJT DATE: 3/3/2022 PAGE G1 OF 53 STRUCTURAL COMPUTATIONS FOR CENTURY 2407 A&B&C GARAGE RIGHT YELM, WA BASIS FOR DESIGN: CODE: INTERNATIONAL BUILDING CODE (2018 EDITION) WIND: 100 MPH, EXPOSURE “B” Kzt = 1.2 SEISMIC: Ss = 1.60, S1 = 0.57 (SITE CLASS D) ROOF SNOW: 25 PSF ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF PER SOILS REPORT INDEX TO COMPUTATIONS: GENERAL ___________________________________________ G1 – G3 LATERAL ___________________________________________ L1 – L15 BEAM ___________________________________________ B1 – B28 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 Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 TOTAL DEAD LOAD =13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load G2/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR Item Material Load PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures 1.0 Framing TJI's 3.0 Misc 1.5 TOTAL DEAD LOAD =13 PSF LIVE LOADS -Residential - 40 psf (reducible) -Office - 50 psf (reducible) -Assembly - 100 psf (non-reducible) -Corridors and Exits - 100 psf (reducible) -Storage - 125 psf (non-reducible) G3/3 X1X2Y1Y2Y3Y5Y4X5X3X4L1/SHEARWALL KEY PLAN L2/ L3/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral CalculationsPage: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch:5:12 (23°)Wind Speed:100 mph Wind Exposure: B λ =1.0 ASCE 7-10 p.305 A:19.9 C:14.4 Minimum Pressure:16 psf (wall) 28.6.4 B:3.2 D:3.3 Minimum Pressure:8 psf (roof) 28.6.4 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(10x7) + 14.4x(18x7.75+6x10.25) + 3.2x(5.25x3)) / 1000 = 4.36 x 1.2 Kzt x 0.6 =3.14 kip Σ Fw Upper =(19.9x(10x4+10x9.5) + 14.4x(6x4+24x9.5) + 3.2x(11x5) + 3.3x(6x5)) / 1000 = 6.62 x 1.2 Kzt x 0.6 =4.76 kip Roof Min =((16x(70+201) + 8x(16)) / 1000) x 1.2 Kzt x 0.6 =3.21 kip Upper Min =((16x(135+252) + 8x(55+30)) / 1000) x 1.2 Kzt x 0.6 =4.95 kip Y – Y Direction Σ Fw Roof =(19.9x(7.8x4x2) + 14.4x(23.4x4) + 3.2x(8.8x9x2) + 3.3x(23.4x9)) / 1000 = 3.81 x 1.2 Kzt x 0.6 =2.74 kip Σ Fw Upper =(19.9x(7.8x9.5x2) + 14.4x(23.4x9.5)) / 1000 = 6.18 x 1.2 Kzt x 0.6 =4.45 kip Roof Min =((16x(62+94) + 8x(158+211)) / 1000) x 1.2 Kzt x 0.6 =3.92 kip Upper Min =((16x(148+222)) / 1000) x 1.2 Kzt x 0.6 =4.26 kip L4/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES (ASCE 7-16) Site Class "D" (Table 11.4.2) Ss = 1.6 - Critical Values per Latest SEAOC website; S1 = 0.57 - Critical Values per Latest SEAOC website; Fa = 1.0 per Table 11.4-1 Fv = 1.8 per Table 11.4-2 Sms = Fa * Ss = 1.0 (1.6) = 1.6 (11.4-1) Sm1 = Fv * S1 = 1.8 (0.57) = 1.03 (11.4-2) Sds = 2/3 * Sms = 2/3 (1.6) = 1.07 (11.4-3), Seismic Design Category "D", Table 11.6-1 Sd1 = 2/3 * Sm1 = 2/3 (1.03) = .69 (11.4-4); Seismic Design Category D, Table 11.6-2 SEISMIC RESPONSE COEFFICIENT: Use Section (12.8.1.1) ASCE 7-16 Except as Noted To = 0.2 (Sd1/Sds) = 0.13 SEC Section 11.4.6 Ts = Sd1 /Sds = 0.64 SEC Section 11.4.6 Tstruc = Ct * (Hn)^3/4 = 0.020 (25.3)^3/4 = 0.23 SEC (12.8-7); Ct=.02, Table 12.8-2 Where To ≤ Tstruc ≤ Ts; Sa = Sds = 1.07 Section 11.4.6, item 2 R = 6.5 for Wood Shear Walls per ASCE 7-16 Table 12.2-1, item 15 Ie=1.0 Section 11.5.1, Table 1.5-1 and 1.5-2) Cs = Sds /(R/I) = 1.07 / (6.5/1) = 0.16 (12.8-2) Cs = 0.16 L5/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.16 ρ:1.3 Roof Area:1460 feet 2 Roof Dead Load:13 Upper Area:1870 feet 2 Floor Dead Load:13 Wall Dead Load:8 ASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7Ev ASCE 7-16 Table 12.2-1: Overstrength factor, Ω = 2.5 DEAD LOAD OF STRUCTURE Roof Weight =1416 x (13+8) = =30.66 kip Upper Weight =1870 x (13+8) = =39.27 kip 69.93 kip Vbase = Cs x Σ Weight = 0.16 x 69.93 =11.19 kip Vasd =Vbase x 0.7 x ρ =10.18 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHT Roof:30.66 kip 19.5 Feet 597.87 Upper:39.27 kip 9.6 Feet 376.99 974.86 Fq Roof:9.94 x (579.85/974.86) = = 6.24 kip Fq Upper:9.94 x (376.99/974.86) = = 3.94 kip Therefore quake governs all. L6/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:3.21 kips 3.21 k / 34 ft =94.4 #/Ft V @ X 1 =(3.21/34)x(32/2)=1.51 = 52 # SW-4 4'+20'+5'Ft V @ X 2 =(3.21/34)x(32/2+2)=1.70 = 60 # SW-4 4'+8'+7.5'+4.5'+4.5'Ft Fw X – X @ Upper:4.95 kips 4.95 k / 50 ft =99.0 #/Ft V @ X 3 =(4.95/44)x(22/2)+2.75 = 131 # SW-4 1.51=5'+4'+6'+6'Ft V @ X 4 =(4.95/44)x(22/2+16/2)2.67 = 167 # SW-4 +1.70x(5/16)=12'+4'Ft V @ X 5 =(4.95/44)x(16/2+6)+2.74 < 3.35k LRP Capacity. SW-3 1.70x(11/16)= 2x(24"x8' LRP) = 2x1675 lb = 3.35 kip LRP capacity L7/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 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:3.92 kips 3.92 k / 39 ft =100.5 #/Ft V @ Y 1 =(3.92/39)x(39/2)=1.96 = 58 # SW-6 34'Ft V @ Y 2 =(3.92/39)x(39/2)=1.96 = 58 # SW-6 34'Ft Fw Y – Y @ Upper:4.45 kips 4.45 k / 39 ft =114.1 #/Ft V @ Y 3 =(4.45/39)x(19.5/2)+3.07 = 75 # SW-6 1.96=15.5'+25.5'Ft V @ Y 4 =(4.45/39)x(19.5/2+19.5)=2.23 = 101 # SW-4 22'Ft V @ Y 5 =(4.45/39)x(39/2)+3.07 = 90 # SW-6 1.96=14.5'+19.5'Ft L8/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:6.24 kips 6.24 k / 34 ft =183.7 #/Ft V @ X 1 =(6.24/34)x(32/2)=2.94 = 101 # SW-4 4'+20'+5'Ft V @ X 2 =(6.24/34)x(32/2+2)=3.31 = 114 # SW-4 4'+4'+4'+8'+4.5'+4.5'Ft Fw X – X @ Upper:3.94 kips 3.94 k / 44 ft =89.5 #/Ft V @ X 3 =(3.94/44)x(22/2)+3.92 = 187 # SW-4 2.94=5'+4'+6'+6'Ft V @ X 4 =(3.94/44)x(22/2+16/2)2.73 = 171 # SW-4 +3.31x(5/16)=12'+4'Ft V @ X 5 =(3.94/44)x(16/2+6)+0.18 = 22 # SW-4 3.31x(11/16)-3.35=4.75'+3.25'Ft 2x(24"x8' LRP) = 2x1675 lb = 3.35 kip LRP capacity L9/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:6.24 kips 6.24 k / 39 ft =160.1 #/Ft V @ Y 1 =(6.24/39)x(39/2)=3.12 = 92 # SW-6 34'Ft V @ Y 2 =(6.24/39)x(39/2)=3.12 = 92 # SW-6 34'Ft Fw Y – Y @ Upper:3.94 kips 3.94 k / 39 ft =101.0 #/Ft V @ Y 3 =(3.94/39)x(19.5/2)+4.11 = 100 # SW-6 3.12=15.5'+25.5'Ft V @ Y 4 =(3.94/39)x(19.5/2+19.5)=1.97 = 89 # SW-4 22'Ft V @ Y 5 =(3.94/39)x(39/2)+4.11 = 121 # SW-6 3.12=14.5'+19.5'Ft L10/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT Client:Date:2/10/2022 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 2 (Quake) L =4 ft TLRF =5 ft (conservative) P =114 lb/ft P x L =4x114 =0.46 kip D 0.7Ev (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.46x8.0=3.65 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 0.26 0.04 0.12 MR =[(0.12+0.12)x0.5x4+0.14x4] = 1.00 kip - ft H=8 T = C = MoT - MR =0.66 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 0.26 0.04 0.12 MoT L = 4 feet Therefore use (1)CS16 hold downs at each end L11/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT Client:Date:2/10/2022 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:X 3 (Quake) L =4 ft TLRF =5 ft (conservative) P =187 lb/ft P x L =4x187 =0.75 kip D 0.7Ev (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =0.75x8.0=5.98 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 0.26 0.04 0.12 MR =[(0.12+0.12)x0.5x4+0.27x4] = 1.55 kip - ft H=8 T = C = MoT - MR =1.11 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 0.26 0.04 0.12 MoT L = 4.0 feet Therefore use STHD14 hold downs at each end L12/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT Client:Date:2/10/2022 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 2 (Quake) L =34 ft TLRF =5 ft (conservative) P =92 lb/ft P x L =34x92 =3.13 kip D 0.7Ev (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =3.13x8.0=25.02 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 2.21 0.33 0.99 MR =[(0.99+0.98)x0.5x34+0.14x34] = 38.16 kip - ft H=8 T = C = MoT - MR =-0.39 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 2.18 0.33 0.98 MoT L = 34 feet Therefore NO hold downs needed. L13/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT Client:Date:2/10/2022 Subject:Lateral Calculations Page: CHECK OVERTURNING FOR:Y 5 (Quake) L =14.5 ft TLRF =5 ft (conservative) P =121 lb/ft P x L =14.5x121 =1.75 kip D 0.7Ev (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =1.75x8.0=14.04 kip - ft P S_ds=1.07 From Cs Calculations WDL Roof: DLf =.7(0.2*S_ds)=0.15 D 0.7Ev (.6D)-.7Ev 0.94 0.14 0.42 MR =[(0.42+0.42)x0.5x14.5+0.27x14.5] = 10.02 kip - ft H=8 T = C = MoT - MR =0.28 kip WDL Wall: L D 0.7Ev (.6D)-.7Ev 0.93 0.14 0.42 MoT L = 14.5 feet Therefore NO hold downs needed. L14/ RB Engineers, Inc.Project:Century Plan 2407 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/10/2022 Phone: (425) 822-3009 Subject:Lateral Calculations Page: Email: rbe1992@gmail.com SHEARWALL SCHEDULE Typ. Ext. Wall Construction SW-6 1) Sheathing: 1/2" Plywood or 7/16" O.S.B Exterior Side, Blocked, Nail or w/ 8d @ 6" O.C. All edges and @ 12" O.C. Field 2) Bolt Sill Plate to Concrete w/ 5/8" DIA. X 10" A.B.'s @ 48" O.C. 1 3) Nail bottom plate to framing below w/ 16d @ 4" O.C. 4) Fasten double plate to joist or blocking above per details on S1 & S2. Shearwall Schedule -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-4 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 4" O.C. all edges and 12" O.C. field. 2) Bolt sill plate to concrete w/ 5/8" DIA. X 10" A.B.'s @ 32" O.C. 2 3) Nail bottom plate to framing below w/ 16d @ 3" O.C. 4) Fasten double plate to joist or blocking above per details on S1 & S2. -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood two sides -- -- -- -- -- -- -- -- (2)SW-3 1) Sheathing: 1/2" plywood or O.S.B. two sides, blocked, nail w/ 8d @ 3" O.C. or all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA. X 10" exp. Bolts @ 12" O.C. 3 3) Fasten double bottom plates to double joist or blocking below w/ 2 rows 2 layers 16d @ 6" O.C. or 2 rows A35 clips @ 16" O.C. 4) Fasten double top plates to double joist or blocking above w/ 2 rows A35 clips @ 16" O.C. or per details on S1 & S2 5) Use 3x all framing members receiving en. From abutting panels -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-3 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 3" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 24" O.C. (U.N.O.) 4 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Use (2) 2x studs @ 16" O.C. at detail D / S1 (U.N.O.) 5) Provide 3x stud framing at all members receiving edge nailing from abutting panels (U.N.O.) -- -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW-2 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 2" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 16" O.C. 5 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Provide 3x stud framing at all members receiving edge nailing from abutting panels Capacity: 240 lb/ft Capacity: 350 lb/ft Capacity: 900 lb/ft Capacity: 450 lb/ft Capacity: 585 lb/ft L15/15 B1/28BM #1BEAM KEY PLAN B2/28BM #2BM #3BEAM KEY PLAN B3/28BM #4BEAM KEY PLAN B4/28BM #5BM #6BM #7BM #8BEAM KEY PLAN Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #1 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, Lr = 0.0250 ksf, Tributary Width = 17.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.518: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 66.85 psi= = 1,350.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.297 : 1 0.000 ft= = 698.92 psi Maximum Deflection 0 <360 1403 Ratio =0 <240 Max Downward Transient Deflection 0.034 in 2133Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.051 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .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 0.246 0.141 0.90 1.200 1.00 1.00 1.00 0.99 239.10 972.00 0.49 162.001.00 22.87 1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.518 0.297 1.25 1.200 1.00 1.00 1.00 2.91 698.92 1350.00 1.44 225.001.00 66.85 1.00+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.433 0.248 1.25 1.200 1.00 1.00 1.00 2.43 583.96 1350.00 1.21 225.001.00 55.86 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.083 0.048 1.60 1.200 1.00 1.00 1.00 0.60 143.46 1728.00 0.30 288.001.00 13.72 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0513 3.022 0.0000 0.000 . B5/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #1 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.938 1.938 Overall MINimum 1.275 1.275 D Only 0.663 0.663 +D+Lr 1.938 1.938 +D+0.750Lr 1.619 1.619 +0.60D 0.398 0.398 Lr Only 1.275 1.275 . B6/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #1 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: B7/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #2 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, Lr = 0.0250 ksf, Tributary Width = 17.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.346: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 53.52 psi= = 1,462.50 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.238 : 1 3.401 ft= = 505.65 psi Maximum Deflection 0 <360 2280 Ratio =0 <240 Max Downward Transient Deflection 0.014 in 3466Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.021 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .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 0.164 0.113 0.90 1.300 1.00 1.00 1.00 0.44 172.99 1053.00 0.31 162.001.00 18.31 1.00+D+Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.346 0.238 1.25 1.300 1.00 1.00 1.00 1.29 505.65 1462.50 0.91 225.001.00 53.52 1.00+D+0.750Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.289 0.199 1.25 1.300 1.00 1.00 1.00 1.08 422.48 1462.50 0.76 225.001.00 44.72 1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.055 0.038 1.60 1.300 1.00 1.00 1.00 0.27 103.79 1872.00 0.19 288.001.00 10.99 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0210 2.015 0.0000 0.000 . B8/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #2 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.292 1.292 Overall MINimum 0.850 0.850 D Only 0.442 0.442 +D+Lr 1.292 1.292 +D+0.750Lr 1.080 1.080 +0.60D 0.265 0.265 Lr Only 0.850 0.850 . B9/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #2 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: B10/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #3 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, Lr = 0.0250 ksf, Tributary Width = 8.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.478: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 8.125 ft 77.91 psi= = 3,000.00 psi 3.50 X 12.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 331.25 psi== Section used for this span 3.50 X 12.0 Maximum Shear Stress Ratio 0.235 : 1 0.000 ft= = 1,433.48 psi Maximum Deflection 0 <360 368 Ratio =0 <240 Max Downward Transient Deflection 0.348 in 560Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.529 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 16.250 ft 1 0.227 0.112 0.90 1.000 1.00 1.00 1.00 3.43 490.40 2160.00 0.75 238.501.00 26.65 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.478 0.235 1.25 1.000 1.00 1.00 1.00 10.03 1,433.48 3000.00 2.18 331.251.00 77.91 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.399 0.197 1.25 1.000 1.00 1.00 1.00 8.38 1,197.71 3000.00 1.82 331.251.00 65.10 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.250 ft 1 0.077 0.038 1.60 1.000 1.00 1.00 1.00 2.06 294.24 3840.00 0.45 424.001.00 15.99 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.5288 8.184 0.0000 0.000 . B11/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #3 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.470 2.470 Overall MINimum 1.625 1.625 D Only 0.845 0.845 +D+Lr 2.470 2.470 +D+0.750Lr 2.064 2.064 +0.60D 0.507 0.507 Lr Only 1.625 1.625 . B12/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #3 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: B13/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #4 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0130, Lr = 0.0250 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 4.0 ft Uniform Load : D = 0.0130, Lr = 0.0250 ksf, Extent = 3.0 -->> 6.0 ft, Tributary Width = 17.0 ft Point Load : D = 1.050, Lr = 2.0 k @ 3.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.539: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 124.36 psi= = 3,000.00 psi 3.50 X 9.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 331.25 psi== Section used for this span 3.50 X 9.0 Maximum Shear Stress Ratio 0.375 : 1 5.255 ft= = 1,617.90 psi Maximum Deflection 0 <360 775 Ratio =0 <240 Max Downward Transient Deflection 0.061 in 1180Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.093 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .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 0.257 0.179 0.90 1.000 1.00 1.00 1.00 2.19 556.00 2160.00 0.90 238.501.00 42.70 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.539 0.375 1.25 1.000 1.00 1.00 1.00 6.37 1,617.90 3000.00 2.61 331.251.00 124.36 1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.451 0.314 1.25 1.000 1.00 1.00 1.00 5.33 1,352.43 3000.00 2.18 331.251.00 103.94 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.087 0.060 1.60 1.000 1.00 1.00 1.00 1.31 333.60 3840.00 0.54 424.001.00 25.62 . B14/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #4 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0929 3.066 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.352 3.093 Overall MINimum 1.544 2.031 D Only 0.808 1.061 +D+Lr 2.352 3.093 +D+0.750Lr 1.966 2.585 +0.60D 0.485 0.637 Lr Only 1.544 2.031 . B15/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #4 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: B16/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #5 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 7.0 ft Uniform Load : D = 0.0130, Lr = 0.0250 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 17.0 ft Point Load : D = 1.050, Lr = 2.0 k @ 3.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.545: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 131.74 psi= = 3,000.00 psi 3.50 X 9.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750Lr+0.750L = = = 331.25 psi== Section used for this span 3.50 X 9.0 Maximum Shear Stress Ratio 0.398 : 1 0.000 ft= = 1,635.05 psi Maximum Deflection 0 <360 750 Ratio =0 <240 Max Downward Transient Deflection 0.057 in 1259Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.096 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : Lr Only n/a Span: 1 : +D+0.750Lr+0.750L n/a .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 0.292 0.212 0.90 1.000 1.00 1.00 1.00 2.48 630.29 2160.00 1.06 238.501.00 50.62 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 0.396 0.304 1.00 1.000 1.00 1.00 1.00 3.74 950.29 2400.00 1.69 265.001.00 80.69 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.545 0.389 1.25 1.000 1.00 1.00 1.00 6.44 1,635.05 3000.00 2.70 331.251.00 128.70 1.00+D+0.750Lr+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 0.541 0.398 1.25 1.000 1.00 1.00 1.00 6.39 1,623.86 3000.00 2.77 331.251.00 131.74 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 0.315 0.240 1.15 1.000 1.00 1.00 1.00 3.43 870.29 2760.00 1.54 304.751.00 73.17 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 B17/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #5 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: 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 1.00Length = 6.0 ft 1 0.098 0.072 1.60 1.000 1.00 1.00 1.00 1.49 378.17 3840.00 0.64 424.001.00 30.37 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.0959 2.956 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.392 2.583 Overall MINimum 0.840 0.840 D Only 1.295 0.964 +D+L 2.135 1.804 +D+Lr 3.252 2.283 +D+0.750Lr+0.750L 3.392 2.583 +D+0.750L 1.925 1.594 +0.60D 0.777 0.578 Lr Only 1.956 1.319 L Only 0.840 0.840 . B18/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #5 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: B19/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #6 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, Lr = 0.0250 ksf, Tributary Width = 17.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 8.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.708: 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 91.46 psi= = 1,350.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750Lr+0.750L = = = 225.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.406 : 1 0.000 ft= = 956.14 psi Maximum Deflection 0 <360 1025 Ratio =0 <240 Max Downward Transient Deflection 0.034 in 2133Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.070 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : Lr Only n/a Span: 1 : +D+0.750Lr+0.750L n/a .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 0.362 0.208 0.90 1.200 1.00 1.00 1.00 1.46 351.62 972.00 0.73 162.001.00 33.63 1.00+D+L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.646 0.371 1.00 1.200 1.00 1.00 1.00 2.90 697.84 1080.00 1.44 180.001.00 66.75 1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.601 0.345 1.25 1.200 1.00 1.00 1.00 3.38 811.44 1350.00 1.68 225.001.00 77.61 1.00+D+0.750Lr+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.708 0.406 1.25 1.200 1.00 1.00 1.00 3.98 956.14 1350.00 1.97 225.001.00 91.46 1.00+D+0.750L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.492 0.282 1.15 1.200 1.00 1.00 1.00 2.54 611.28 1242.00 1.26 207.001.00 58.47 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.122 0.070 1.60 1.200 1.00 1.00 1.00 0.88 210.97 1728.00 0.44 288.001.00 20.18 . B20/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #6 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.0702 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.651 2.651 Overall MINimum 0.960 0.960 D Only 0.975 0.975 +D+L 1.935 1.935 +D+Lr 2.250 2.250 +D+0.750Lr+0.750L 2.651 2.651 +D+0.750L 1.695 1.695 +0.60D 0.585 0.585 Lr Only 1.275 1.275 L Only 0.960 0.960 . B21/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #6 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: B22/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #7 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 7.0 ft Uniform Load : D = 0.0130, Lr = 0.0250 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 17.0 ft Point Load : D = 1.250, Lr = 2.40 k @ 8.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.599: 1 Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 1 Location of maximum on span 8.009 ft 105.13 psi= = 3,000.00 psi 6.750 X 15.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750Lr+0.750L = = = 331.25 psi== Section used for this span 6.750 X 15.0 Maximum Shear Stress Ratio 0.317 : 1 0.000 ft= = 1,795.96 psi Maximum Deflection 0 <480 341 Ratio =0 <240 Max Downward Transient Deflection 0.318 in 726Ratio =>=480 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.677 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : Lr Only n/a Span: 1 : +D+0.750Lr+0.750L n/a .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 = 19.250 ft 1 0.309 0.164 0.90 1.000 1.00 1.00 1.00 14.07 666.80 2160.00 2.63 238.501.00 39.03 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.527 0.279 1.00 1.000 1.00 1.00 1.00 26.67 1,264.33 2400.00 4.99 265.001.00 74.00 1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.525 0.278 1.25 1.000 1.00 1.00 1.00 33.22 1,574.81 3000.00 6.22 331.251.00 92.19 1.00+D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.599 0.317 1.25 1.000 1.00 1.00 1.00 37.88 1,795.96 3000.00 7.10 331.251.00 105.13 1.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 19.250 ft 1 0.404 0.214 1.15 1.000 1.00 1.00 1.00 23.52 1,114.95 2760.00 4.40 304.751.00 65.26 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 B23/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #7 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: 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 1.00Length = 19.250 ft 1 0.104 0.055 1.60 1.000 1.00 1.00 1.00 8.44 400.08 3840.00 1.58 424.001.00 23.42 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.6769 9.203 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 8.100 5.062 Overall MINimum 2.695 2.695 D Only 3.007 1.763 +D+L 5.702 4.458 +D+Lr 7.103 3.467 +D+0.750Lr+0.750L 8.100 5.062 +D+0.750L 5.028 3.784 +0.60D 1.804 1.058 Lr Only 4.096 1.704 L Only 2.695 2.695 . B24/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #7 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: B25/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #8 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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. Beam self weight NOT internally calculated and added 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 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 = = = 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 in Ratio = Max Downward Total Deflection 0.062 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : L Only n/a Span: 1 : +D+L n/a .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 0.158 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 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+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 0.375 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+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 0.053 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 1 0.0624 3.526 0.0000 0.000 . B26/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #8 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: 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 Only 0.364 0.364 +D+L 1.484 1.484 +D+0.750L 1.204 1.204 +0.60D 0.218 0.218 L Only 1.120 1.120 . B27/28 Wood Beam LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #8 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: Project Descr: B28/28 F1/7FOOTING KEY PLANF #1F #2 General Footing LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #1 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=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. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 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 = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =4 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 3.0 4.10 2.70 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 LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #1 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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 0.6965 Soil Bearing 1.393 ksf 2.0 ksf +D+0.750Lr+0.750L 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 0.3526 Z Flexure (+X)1.608 k-ft/ft 4.559 k-ft/ft +1.20D+1.60Lr+L PASS 0.3526 Z Flexure (-X)1.608 k-ft/ft 4.559 k-ft/ft +1.20D+1.60Lr+L PASS 0.3526 X Flexure (+Z)1.608 k-ft/ft 4.559 k-ft/ft +1.20D+1.60Lr+L PASS 0.3526 X Flexure (-Z)1.608 k-ft/ft 4.559 k-ft/ft +1.20D+1.60Lr+L PASS 0.3772 1-way Shear (+X)28.292 psi 75.0 psi +1.20D+1.60Lr+L PASS 0.3772 1-way Shear (-X)28.292 psi 75.0 psi +1.20D+1.60Lr+L PASS 0.3772 1-way Shear (+Z)28.292 psi 75.0 psi +1.20D+1.60Lr+L PASS 0.3772 1-way Shear (-Z)28.292 psi 75.0 psi +1.20D+1.60Lr+L PASS 0.8354 2-way Punching 125.308 psi 150.0 psi +1.20D+1.60Lr+L 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/a0.5767 0.5767 n/a 0.2880.0n/a X-X, +D+L 2.0 n/a1.009 1.009 n/a 0.5050.0n/a X-X, +D+Lr 2.0 n/a1.233 1.233 n/a 0.6170.0n/a X-X, +D+0.750Lr+0.750L 2.0 n/a1.393 1.393 n/a 0.6970.0n/a X-X, +D+0.750L 2.0 n/a0.9007 0.9007 n/a 0.4500.0n/a X-X, +0.60D 2.0 n/a0.3460 0.3460 n/a 0.1730.0n/a Z-Z, D Only 2.0 0.5767n/a n/a 0.5767 0.288n/a0.0 Z-Z, +D+L 2.0 1.009n/a n/a 1.009 0.505n/a0.0 Z-Z, +D+Lr 2.0 1.233n/a n/a 1.233 0.617n/a0.0 Z-Z, +D+0.750Lr+0.750L 2.0 1.393n/a n/a 1.393 0.697n/a0.0 Z-Z, +D+0.750L 2.0 0.9007n/a n/a 0.9007 0.450n/a0.0 Z-Z, +0.60D 2.0 0.3460n/a n/a 0.3460 0.173n/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 0.5250 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.40D 0.5250 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+0.50Lr+1.60L 1.246 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+0.50Lr+1.60L 1.246 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 0.990 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 0.990 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60Lr+L 1.608 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60Lr+L 1.608 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60Lr 1.270 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60Lr 1.270 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 0.7875 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 0.7875 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.450 +Z Bottom 0.1728 AsMin 0.320 4.559 OK F3/7 General Footing LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #1 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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, +1.20D 0.450 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+0.50Lr+L 1.044 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+0.50Lr+L 1.044 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.3375 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.3375 -Z Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.5250 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.5250 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+0.50Lr+1.60L 1.246 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+0.50Lr+1.60L 1.246 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.990 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.990 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60Lr+L 1.608 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60Lr+L 1.608 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60Lr 1.270 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60Lr 1.270 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 0.7875 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 0.7875 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D 0.450 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D 0.450 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+0.50Lr+L 1.044 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+0.50Lr+L 1.044 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.3375 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.3375 +X Bottom 0.1728 AsMin 0.320 4.559 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 9.24 9.24 9.24 9.24 9.24 75.00 0.12psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L 21.93 21.93 21.93 21.93 21.93 75.00 0.29psipsipsipsipsipsi OK +1.20D+1.60L 17.42 17.42 17.42 17.42 17.42 75.00 0.23psipsipsipsipsipsi OK +1.20D+1.60Lr+L 28.29 28.29 28.29 28.29 28.29 75.00 0.38psipsipsipsipsipsi OK +1.20D+1.60Lr 22.35 22.35 22.35 22.35 22.35 75.00 0.30psipsipsipsipsipsi OK +1.20D+L 13.86 13.86 13.86 13.86 13.86 75.00 0.18psipsipsipsipsipsi OK +1.20D 7.92 7.92 7.92 7.92 7.92 75.00 0.11psipsipsipsipsipsi OK +1.20D+0.50Lr+L 18.37 18.37 18.37 18.37 18.37 75.00 0.24psipsipsipsipsipsi OK +0.90D 5.94 5.94 5.94 5.94 5.94 75.00 0.08psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 40.93 150.00 0.2728 OKpsipsi +1.20D+0.50Lr+1.60L 97.15 150.00 0.6477 OKpsipsi +1.20D+1.60L 77.17 150.00 0.5145 OKpsipsi +1.20D+1.60Lr+L 125.31 150.00 0.8354 OKpsipsi +1.20D+1.60Lr 99.00 150.00 0.66 OKpsipsi +1.20D+L 61.39 150.00 0.4092 OKpsipsi +1.20D 35.08 150.00 0.2339 OKpsipsi +1.20D+0.50Lr+L 81.36 150.00 0.5424 OKpsipsi +0.90D 26.31 150.00 0.1754 OKpsipsi F4/7 General Footing LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #2 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=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. Soil Density =110.0 pcf # 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 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3 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 0.80 0.0 2.40 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F5/7 General Footing LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #2 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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 0.4484 Soil Bearing 0.8967 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 0.1399 Z Flexure (+X)0.60 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1399 Z Flexure (-X)0.60 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1399 X Flexure (+Z)0.60 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1399 X Flexure (-Z)0.60 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1547 1-way Shear (+X)11.60 psi 75.0 psi +1.20D+1.60L PASS 0.1547 1-way Shear (-X)11.60 psi 75.0 psi +1.20D+1.60L PASS 0.1547 1-way Shear (+Z)11.60 psi 75.0 psi +1.20D+1.60L PASS 0.1547 1-way Shear (-Z)11.60 psi 75.0 psi +1.20D+1.60L PASS 0.3072 2-way Punching 46.080 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/a0.2967 0.2967 n/a 0.1480.0n/a X-X, +D+L 2.0 n/a0.8967 0.8967 n/a 0.4480.0n/a X-X, +D+0.750L 2.0 n/a0.7467 0.7467 n/a 0.3730.0n/a X-X, +0.60D 2.0 n/a0.1780 0.1780 n/a 0.0890.0n/a Z-Z, D Only 2.0 0.2967n/a n/a 0.2967 0.148n/a0.0 Z-Z, +D+L 2.0 0.8967n/a n/a 0.8967 0.448n/a0.0 Z-Z, +D+0.750L 2.0 0.7467n/a n/a 0.7467 0.373n/a0.0 Z-Z, +0.60D 2.0 0.1780n/a n/a 0.1780 0.089n/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 0.140 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.40D 0.140 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.60 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.60 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.420 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.420 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.120 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.120 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.090 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.090 -Z Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.140 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.140 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.60 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.60 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.420 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.420 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D 0.120 -X Bottom 0.1728 AsMin 0.30 4.288 OK F6/7 General Footing LIC# : KW-06015928, Build:20.22.2.9 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #2 Project File: Century 2407 yelm.ec6 Project Title:2386 Yelm Engineer: Project ID: 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 0.120 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.090 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.090 +X Bottom 0.1728 AsMin 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 2.71 2.71 2.71 2.71 2.71 75.00 0.04psipsipsipsipsipsi OK +1.20D+1.60L 11.60 11.60 11.60 11.60 11.60 75.00 0.15psipsipsipsipsipsi OK +1.20D+L 8.12 8.12 8.12 8.12 8.12 75.00 0.11psipsipsipsipsipsi OK +1.20D 2.32 2.32 2.32 2.32 2.32 75.00 0.03psipsipsipsipsipsi OK +0.90D 1.74 1.74 1.74 1.74 1.74 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 10.75 150.00 0.07168 OKpsipsi +1.20D+1.60L 46.08 150.00 0.3072 OKpsipsi +1.20D+L 32.26 150.00 0.215 OKpsipsi +1.20D 9.22 150.00 0.06144 OKpsipsi +0.90D 6.91 150.00 0.04608 OKpsipsi F7/7