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HomeMy WebLinkAboutB17-2831 000-000-000 (2)RTWall Output. Project: Prepared by: Company: Phone: Email: Project Information - Basics Design Criteria: Code used: 2015 IBC F.S. withouth seismic = 1.5 F.S. with seismic = 1.1 F Design Assumptions: Wall is restrained against sliding: YES Soil weights are factored as dead load: YES Vertical component of active pressure is used in stability checks: YES Surcharge load vertical component is used in stability checks: YES Combine passive pressure resultant force with friction force to resist sliding = YES The weight of the soil over the toe is neglected for strength design of the toe: NO Bearing pressure beneath the heel is neglected for strength design of the heel: NO Vertical bars are developed at the top of the stem: YES Project Information - Geometry Backfill: H (from top of footing) = 3 ft Slope = 50° . Depth of water table = 1 ft H (from top of footing) = 0 ft Depth of soil over toe to ignore = 0 ft Stem: H (from top of footing) = 3 ft Wall type: RC Cantilever Thickness at top = 6 in. Extra thickness at bottom (heel -side) = 0 in. Extra thickness at bottom (toe -side) = 0 in. Footing: Thickness= 12 in. Heel width = 1.75 ft Toe width = 0.5 ft Project Information - Materials Backfill Soil: 'y=110pcf Analysis type: EFP YEFP = 35 psf/ft Angle of external friction = 20° S. K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 Page 1 of 13 RTWall Output DATE: 12/.19/201.7 Project: Prepared by: Company: Phone: Email: Soil Over Toe: y = .100 pcf Analysis type: Neglect = 350 Soil under the Footing: Allowable bearing pressure= 1500 psf Footing -soil friction coefficient = 0.35 Water: 7water = 62.4 pcf 7saturated = 130 pcf Structure: Yconcrete = 150 pcf Footing concrete f'c = 2500 psi Project Information - Loads Project Information - Reinforcement Stem reinforcement: Osaturated = 300 Stem concrete f'c = 2500 psi fy = 40000 psi Longitudinal bars (main layer): #5 @ 16 in. - cover = 0 in. from backfill Embedment type: Straight Transverse bars: #5 @ 16 in. Top reinforcement: Main bars: #5 @ 16 in. - cover = 3 in. from the top of the footing Bottom reinforcement: Main bars: #5 @ 16 in. - cover = 3 in. from the bottom of the footing Footing transverse reinforcement: #5 @ 10 _n. ' S. K. Ghost Associates LLC. 1 334 Colfax St., Palatine, IL 60067 Page 2 of 13 r� ' Weights RTWall Output DATE: 12/19/20.1.7 Project: Prepared by: Company: Phone: Email: Stability Checks: D + H + F + L + W + 0.7E (IBC Section 1807.2.3) Bearing (lblft) Sliding (lblft) Overturning (ft-lblft) Destabilizing Loads Active Pressure (Hort.) --- 621.1 1296.7 Water Pressure (Horz.) --- 124.8 83.2 Fsliding = 745.9 Movertuming = 1379.9 Resistina Loads Stem Weight (Vert.) 225 --- 168.8 Footing Weight (Vert.) 412.5 --- 567.2 Backfill Soil Weight (Vert.) 778.2 --- 1517.7 Rtotal = 1415.7 Fresisting = 0 Mresisting = 2253.7 Nerturning: 4resisting / Movertuming = 2253.7/ 1379.9 = 1.6 > F.S. (w/o seismic) = 1.5 ...OK 3earing Pressure: (Bfooting / 2) - [(Mresisting - Movertuming) / Rtotal _ ( 2.8 / 2) - [( 2253.7 - 1379.9) / 1415.71 _ .76 ft > (Bfooting / 6) _ .46 ft Jote: bearing pressure resultant is outside the middle third of the footing. Sapplied = R/(0.75B - 1.5e) = 1415.7/(0.75x 2.8 - j1.� �$- ] 529.2 psf Sallowable / 6applied = 1500/ 1529.2 = 1.0 < 1.0 ... NG ilidin : ,he wall is restrained against sliding. S. K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 Page 6 of 13 RTWall Output DATE: 12/19/20.1.7 Project: Prepared by: Company: Phone: Email: Stem Structural Design ...... ....... ......... ...................... ....................... ... ............... ....................... ....................... ...... ... ............................... ................ --------------- I ........... I ............... .... .................................... ---------------- --------------- ................ --------------- ---- L -1.7 -1.2 -0.6 0.0 0.6 1.2 1.7 Moment (kip-ft/ft) ...... ........ ....... ............ ............... ....................... .............. ...... ........................ ........................ ...... --------------- ---------------- ------------------------------.............. .... -------------------- ............... - - - - - - - - - - - - - - - - - -- L - - - - - - - - - - - - - - - - - - - - - - - - - -- -------------- ---- L (top) 0.0 0.8 Stem Height (ft) 1.5 2.3 3.0 0.0 (top) 0:8 Stein Height (ft) 1.5 2.3 3.0 -2.4 -1.6 -0.8 0.0 0.8 1.6 2.4 Shear (kip/ft) ---- Factored Load Design Strength (Straight Bars) ---- Design Strength (Hooked Bars) JJT %—VIIaA OL., I CIICILIIIV-, IL- U%JVV Page 7 of 13 RTWall Output DATE: 12/19/201.7 Project: Prepared by: Company: Phone: Email: Based on the governing values from all load combinations and #5 bars with straight embedment: z [from top] (ft) 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 Vu (kips/ft) 0.00 0.00 0.01 0.02 0.04 0.06 0.09 0.12 0.17 0.22 0.28 +Mu (kip-ft/ft) 0.00 0.00 0.00 0.01 0.02 0.03 0.05 0.09 0.13 0.19 0.26 +As, req (sq.in/ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 -Mu (kip-ft/ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 -As, req (sq.in/ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 For stem material: Ld = db 1 (3/40) ( fy / a,NR� ) Wt We Ws/ [(cb + Kt,) / db)] I> I .oft = (0.4 in.) f (3/40) [(40000 psi) / (1.0)(25�] (1.0) (1.0) (0.8) [(3.00 + 0.0) / (0.4 in.)] } = 1.00 ft For footing material: Ld = 1.00 ft; Ldh = 0.58 ft; and Lprovided = 0.75 ft Governing positive moment (at 3.00 ft from the top of the stem): a = As fy / 0.85f'e = (0.2 in.2 /ft) (40000 psi) / (0.85)(2500 psi) = 0.36 in. 41 Mn = [Lavailable /Ld ] 0 As fy (d - a/2) _ [0.75/1.00] (0.9) (0.2 in.2 /ft) (40000 psi) [(2.69 in.) - (0.18 in.)] = 1.31 kip-ft/ft > M„ (= 0.26 kip-ft/ft) ...OK Governing shear (at 3.00 ft from the top of the stem): Vn 2X\1_fTd = (0.75) (2) (1) ( 2500 psi) (2.69 in.) = 2.42 kip/ft > V„ (= 0.28 kip/ft) ...OK Other structural checks: Maximum vertical steel: t;t = 0.003 [d/(a/ R l ) - I] = 0.003[(2.64 in.)/(0.36 in./0.85) - 1] = 0.016> 0.004 ...OK ACI 318 Section 9.3.3.1 Minimum positive vertical steel: 41 Mn (= 1.31 kip-ft/ft) > (4/3)Mu (= 0.35 kip-ft/ft) Although the minimum vertical steel check does not apply per ACI 318 Section 9.6.1.3, it is still illustrated below: S. K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 Page 8 of 13 RTWall Output Project: Prepared by: Company: Phone: Email: T�Tn_ �11/lA/.1A1n � As,min = max{3 ,.f—fc— /fy , 200/fy } bW d ACI 318 Section 9.6.1.2 = (0.0050) (12 in.) (2.64 in.) = 0.161 in.2 /ft < As,provided (= 0.233 in.2 /ft) Maximum vertical steel• spacing: sv = 16 in. < sv,max (= 18.0 in.) ...OK ACI 318 Section 11.7.2.1 Minimum horizontal steel: Pt = As,h / sh t = ( 0.31 in.2) / (16 in.)(6.00 in.) = 0.0032 >A,min (= 0.0025) ...OK ACI 318 Section 11.6.1 Maximum horizontal steel spacing: sh = 16 in. < sh,max (= 18.0 in.) ...OK ACI 318 Section 11.7.2.1 ' S. K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 r . `Page 9 of 13 • 4 . t J S. K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 r . `Page 9 of 13 ' RTWall Output, , Project: Prepared by: " Company: Phone: Email: Heel Structural Design r Based on the governing load combination for moment [1.2(D + F) + 1.6(L + H)]: (Bearing pressure is simply factored by an average value of 1.4.) 275.3 psf - soil weight (sloped portion) 396.0 psf - soil weight 1.80.0 psf'- concrete self -weight r, 980.0 psf - soil bearing pressure F 1274.2 psf ' Critical Section for Moment and Shear At the critical section: t'> M„ = 0.70 kip-ft/ft > Mu,sten, (= 0.26 kip-ft/ft); therefore Mu = 0.26 kip-ft/ft a = As fy J 0.85fc _ (0.2 in.2 /ft) (40000 psi) / (0.85)(2500 psi) = 0.36 in. Mn _ As fy (d - a/2) µ _ (0.9) (0.2 in.2 /ft) (40000 psi) [(8.64 in.) - (0.18 in.)] = 5.93 kip-ft/ft > MU (= 0.26 kip-ft/ft) ...OK 3 Required development length for #5. bars: ACI 318 Sections 25.4.2 and 25.4.3 Straight embedment: Ld = 1.00 ft Hooked embedment: Ldh = 0.58 ft Based on the governing load combination for shear [ I A(D + F)]: t 0Vn=02X\ITTd ,. _ (0.75) (2) (1) ( 2 0 psi) (8.64 in.) = 7.82 kip/ft > Vu (= 0.52 kip/f[) ...OK ' r Other structural checks: .0 Maximum steel: Et = 0.003[d/(a/ (ii) - 1] [ = 0.003[(8.64 in.)/(0.36 in./0.85) .- 1] = 0.058 > 0.004 ...OK ACI 318 Section 9.3.3.1 S. K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 Page 10 of .13 RTWall Output DATE: 12/.19/20.1.7 Project: Prepared by: Company: Phone: Email: Minimum steel: Mn (= 5.93 kip-ft/ft) > (4/3)M,t (= 0.35 kip-ft/ft) ACI 318 Section 9.6.1.2 does not apply per ACI 318 Section 9.6.1.3 Also: As,n in = [0.0018 x 60,000 / fy ] b, d ACI 318 Section 7.6.1.1 _ (0.0027) (12 in.) (8.64 in.) = 0.281 in.2 /ft > As,provided (= 0.233 in.2 /ft...NG Maximum steel spacing: ' s = 16 in. < smax (= 18.0 in.) ...OK ACI 318 Section 7.7.2.3 Minimum transverse steel: Pt = As,t / st t = (0.62 in.2) / (10 in.)(12.00 in.) = 0.0052 >Pt,min (= 0.0020) ..:OK ACI 318 Section 24.4.3.1 Maximum transverse steel spacing: st = 10 in. < st,max (= 18.0 in.) ...OK ACI 318 Section 24.4.3.3 c l S. K. Ghosh Associates LLC. 334 Colfax St., Palatine, IL 60067 Page 11 of 13 LM RTWall Output DATE: 12/19/20.1.7 Project: Prepared by: Company: Phone: Email: Toe Structural Design Based on the governing load combination for moment [0.9D+ l .OW+ 1.6H]: (Bearing pressure is simply factored by an average value of 1.4.) 135.0 psf - concrete self -weight 2140.9 psf - soil bearing pressure At the critical section for moment: Critical Section for: Shear Moment Mu = 0.23 kip-ft/ft < Mu,,tem (= 0.25 kip-ft/ft); no reduction is required. a = A, fy / 0.85f'c _ (0.2 in.2 /ft) (40000 psi) / (0.85)(2500 psi) = 0.36 in. Mn A.fy(d-a/2) _ (0.9) (0.2 in.2 /ft) (40000 psi) [(8.64 in.) - (0.18 in.)] = 5.93 kip-ft/ft > Mu (= 0.23 kip-ft/ft) ...OK Required development length for #5 bars: ACI 318 Sections 25.4.2 and 25.4.3 Straight embedment: Ld = 1.00 ft Hooked embedment: Ldh = 0.58 ft At the critical section for shear: Based on the governing load combination for shear [0.9D+ LOW+ 1.6H]: �V,, 2XITTd _ (0.75) (2) (1)2500 psi) (8.64 in.) = 7.82 kip/ft > Vt, (= 0.47 kip/ft) ...OK Other structural checks: Maximum! steel: £t = 0.0031d/(a/ RI ) - 1] = 0.003[(8.64 in.)/(0.36 in./0.85) - 1] = 0.058 > 0.004 ...OK ACI 318 Section 9.3.3.1 �sf S. K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 Page 12 of 13 y,. RTWall Output DATE: 12/19/20.1.7 Project: Prepared bv: ' Coinpany: Phone: Email: Minimum steel: Mn (= 5.93 kip-ft/ft) > (4/3)Mu (= 0.31 kip-ft/ft) ACI 318 Section 9.6.1.2 does not apply per ACI 318 Section 9.6.1.3 Also: A,,min = [0.0018 x 60,000 / fy ] b, d ACI 318 Section 7.6.1.1 _ (0.0027) (12 in.) (8.64 in.) = 0.281 in.2 /ft > A,provided (= 0.233 in.2 (t) ...NG Maximum steel spacing: s = 16 in. < Smax (= 18.0 in.) ...OK ACI 318 Section 7.7.2.3 Minimum transverse steel: p, = A,,t / st t = (0.62 in.2) / (10 in.)(12.00 in.) = 0.0052 >Pt min (= 0.0020) ...OK ACI 318 Section 24.4.3.1 Maximum transverse steel spacing: st = 10 in. < st,,nax (= 18.0 in.) ...OK ACI 318 Section 24.4.3.3 , S. K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 Page 13 of 13