100161830 Design of RC Rectangular Section NSCP ACI 318

E. B. NALDOZA Engineering Design Project Proposed 2-Storey Rest'l. Ref. No.Registered in Dublin, Ireland (with Branch Office in Building in Laguna 2011-001 Cavite, Philippines) Subject 2/F Beam Eddie Naldoza, BSc MIES MPICE 2B1 E: [email protected] Calculated Checked Date Page W: www.eddienaldoza.com E. Naldoza 18/06/07 ### of### LOADING ANALYSIS Tributary Loaded Width = 6.00 m A. Dead Load Span (Uniform) Slab Self Weight = 24.00 kN/m3 x 6.00 m x 0.55 m = 79.20 kN/m Finishes = 0.50 kN/m2 x 6.00 m = 3.00 kN/m Total DL = 82.20 kN/m 1.4 DL = 115 kN/m B. Live Load Span (Uniform) Carpark = 15.00 kN/m2 x 6.00 m = 90.00 kN/m Total LL = 90.00 kN/m 1.6 LL = 144 kN/m K. O.! Required Spacing.0202 > %min.(to main reinf't.2054 Steel Ratio.51 KN ØVc<Vu. is not req'd. h = 350 mm Beam Width.85) ß1 = 0.54 mm /mm 2 Use : R 12 @ 150 mm ( 10 . O. db = 12 mm Assumed no. B. <%max.K. f 'c = 27 MPa Yield Strength of Steel.0486 ρmax = 0.ASCE MIET MIES LMPICE 2B1 .85 Vc / 2 0. NALDOZA Engineering Design Project: Proposed 2-Storey Rest'l.75 Yield Strength of Shear Reinforcement. Support No.4=KMu ]1/2}/ (0. Vs = 806.85 ß1 f 'c/fy) (600 / 600 + fy) ρbal = 0.5 x db) d = 302 mm ρmin = 1. Ireland (with Branch Office in Building in Laguna Cavite. BSc M.0 (Normal Weight Concrete) Vc = 0. Svprov=Av fyv d / Vs Svprov = 150 mm O.3059 = 0. Vu = 650 kN Reduction Factor (Shear) Ø = 0.85 f 'c b amax = 132. ρ = w f 'c / fy ρ = 0. Av / Svprov = 7. Shear Reinforcements Maximum Shear.K.02 KN ØVc = 0. Av = 1131 mm2 > Avmin.5 Ø Vc = 0.E.com E.4/fy (b d) ρmin = 0. Vs=(Vu /Ø)-Vc.02 mm Maximum Moment Capacity @ ρ = ρmax Mcmax = Ø Asmax fy (d .K.. d=h-cc-(n-1 x db)-(0. Legs = 10 No. Mu-ve = 90 kN-m Total Depth. 1.eddienaldoza. Sv=Av fyv d / Vs Sv = 116 mm < Sv max.! Shear Reinf't to be provided. Support Flexure Reinforcements. of Legs Maximum Spacing of Shear Reinfocement Svmax = 151 mm (Smax=d/2) < 300mm. Use ρmin ρbal = (0.) cc = 30 mm Concrete Strength.0051 (b d) = 346 mm2 Asmin = √fc b d / 4fy Asmin = 321 mm 2 <ρmin.) Concrete Cover.85 Vc ØVc = 45.64 KN Using Bar Dia.amax /2) Mcmax = 145 kN-m < Mu . Provide : 7 R 12 Asprov = 792 mm² < Asmax.of layer/s of bars.5 ØVc = 22.K.! Spacing Provided.0365 Asmax = ρmax b d Asmax = 2479 mm2 amax = Asmax fy / 0.K.[(1. O. R Type) Modification Factor for Concrete Material λ = 1. O. : 2 Maximum Hogging Moment.062 √fc bw Smax / fyv Avmin = 40 mm2 Area of Shear Reinf't.59 / 2 Ø b d f 'c) K w = 0. Add more steel! B.! Minimum Area of Shear Reinfocement Avmin = 0. b = 225 mm Diameter of Flexure Reinforcing Bar.! Momentcapacity = 55 kN-m < Mu. compresssion reinf't.75 ρbal ρmax = 0. O. fy = 275 MPa (Mild Steel.Legs) . w = {1. OK!.Span E: eddienaldoza@engineer. 6th Edition) A.02 KN 0.695 .65.com Calculated By: Checked: Date: W: www. n = 2 (Main Beam with 2 layers of reinf't. dbv = 12 mm . Philippines) Subject: 2/F Beam Eddie Naldoza. fyv = 275 MPa (Mild Steel.695)²2 K .85 > 0. Av=(Legs)(π d bv 2 /4). Registered in Dublin. Vol. Naldoza 29/08/2011 DESIGN OF SINGLY REINFORCED RECTANGULAR SECTION (in accordance with NSCP 2010. Provide Adequate Shear Reinf't Shear Strength Required.9 ß1 (factor for fc' ≤ 28 Mpa = 0. Naldoza E.! Effective Depth.17 λ √fc bw d Vc = 60. R Type) Reduction Factor (Flexure) Ø = 0. Add more steel! Developed by: Eddie Naldoza.ASCE MIET MIES LMPICE . BSc M. Shear capacity = 470 kN < Vu. 0162 > %min. L = 5.5 x db) d = 446 mm ρmin = 1.K.9 + M / bd²) (477 . 3-for Continuous) Basic Span / Effective depth ratio = 21 (Deflection limits as per NSCP 2010 Table 409-1) Modification for Tension Reinforcements fs = 5 fy As. Philippines) Subject: 2/F Beam Eddie Naldoza. h = 500 mm Beam Width. 6th Edition) A.55 + /120(0. Factor(Comp)= 1+(100 A's. d=h-cc-(n-1 x db)-(0. req / 8 As. BSc M. O.695 .4=KMu ]1/2}/ (0.[(1.com E. Vol. 1.85 f 'c b amax = 194.fs) = 1.11 < 1. OK! .) Concrete Cover. OK! Allowable Deflection Basic span / depth ratio x Modifications = 26. for 0% Redistribution) Mod.43 < Allowable.85 > 0. L /d = 11.62 Actual Deflection Span / Effective depth. : 1 Maximum Sagging Moment.59 / 2 Ø b d f 'c) K w = 0. Naldoza E.eddienaldoza.6) Beam Span. 409. Span Deflection Check (Adapted from BS8110-1:1997 as an alternative to NSCP 2010 Sec. Span No. Ref. f 'c = 27 MPa Yield Strength of Steel. d d = 446 mm Support Condition code = 3 (1-for Cantilever.695)²2 K . w = {1. OK! Modification for Compression Reinforcements Mod. Naldoza 29/08/2011 1 of 1 DESIGN OF SINGLY REINFORCED RECTANGULAR SECTION (in accordance with NSCP 2010.E.K.85 ß1 f 'c/fy) (600 / 600 + fy) ρbal = 0. fy = 275 MPa (Mild Steel.97 mm Maximum Moment Capacity @ ρ = ρmax Mcmax = Ø Asmax fy (d .2525 = 0.K.ASCE MIET MIES LMPICE 2B1 . No. Use ρmin ρbal = (0. <%max.Span E: eddienaldoza@engineer. Span Flexure Reinforcements. B.85) ß1 = 0.65. O.amax /2) Mcmax = 351 kN-m < Mu . prov/bd) = 1. OK!.4/fy (b d) ρmin = 0. is not req'd. Factor(Tens) = 0.75 ρbal ρmax = 0.! B. R Type) Reduction Factor (Flexure) Ø = 0.! Momentcapacity = 198 kN-m > Mu.0365 Asmax = ρmax b d Asmax = 4068 mm2 amax = Asmax fy / 0. O.9 ß1 (factor for fc' ≤ 28 Mpa = 0. Mu+ve = 180 kN-m Total Depth.) cc = 30 mm Concrete Strength.5. prov x 1 / βb = 154 MPa (βb = 1.0051 (b d) = 568 mm2 Asmin = √fc b d / 4fy Asmin = 527 mm 2 <ρmin. Ireland (with Branch Office in Building in Laguna 2011-001 Cavite.(to main reinf't. b = 250 mm Diameter of Flexure Reinforcing Bar.1 m Effective Depth. db = 16 mm Assumed no. 2-for Simply Supported.14 < 2. NALDOZA Engineering Design Project: Proposed 2-Storey Rest'l.0486 ρmax = 0.prov/bd)/(3+100A's.com Calculated By: Checked: Date: Page: W: www.of layer/s of bars. compresssion reinf't. ρ = w f 'c / fy ρ = 0.1650 Steel Ratio. Provide : 10 R 16 Asprov = 2011 mm² < Asmax.: Registered in Dublin.! Effective Depth. n = 2 (Main Beam with 2 layers of reinf't. Developed by: Eddie Naldoza. BSc M.ASCE MIET MIES LMPICE . 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