November 21, 2016 | Author: Bong-Bong Rodriguez Bianzon | Category: N/A
E. B. NALDOZA Engineering Design Registered in Dublin, Ireland (with Branch Office in Cavite, Philippines) Eddie Naldoza, BSc MIES MPICE E:
[email protected] W: www.eddienaldoza.com
LOADING ANALYSIS Tributary Loaded Width A. Dead Load Span Slab Self Weight Finishes
B. Live Load Span Carpark
=
6.00
Project
Proposed 2-Storey Rest'l. Ref. No. Building in Laguna 2011-001 Subject 2/F Beam 2B1 Calculated Checked Date Page E. Naldoza 18/06/07 1 of 3
m
(Uniform) = =
=
3
24.00 kN/m 2 0.50 kN/m
(Uniform) 2 15.00 kN/m
x 6.00 m x 0.55 m = x 6.00 m =
79.20 kN/m 3.00 kN/m
Total DL = 1.4 DL =
82.20 kN/m 115 kN/m
=
90.00 kN/m
= =
90.00 kN/m 144 kN/m
x 6.00 m Total LL 1.6 LL
E. B. NALDOZA Engineering Design
Project: Proposed 2-Storey Rest'l. Building in Laguna Subject:2/F Beam 2B1 - Span Calculated By: Checked: Date: E. Naldoza E. Naldoza 29/08/2011
Registered in Dublin, Ireland (with Branch Office in Cavite, Philippines)
Eddie Naldoza , BSc M.ASCE MIET MIES LMPICE E:
[email protected] W: www.eddienaldoza.com
DESIGN OF SINGLY REINFORCED RECTANGULAR SECTION (in accordance with NSCP 2010, Vol. 1, 6th Edition) A. Support Flexure Reinforcements; Support No. : Maximum Hogging Moment, Mu -ve = Total Depth,
2 90 kN-m
h =
350 mm
Beam Width, Diameter of Flexure Reinforcing Bar,
b = db =
225 mm 12 mm
Assumed no.of layer/s of bars, Concrete Cover,(to main reinf't.)
n = cc = f 'c =
Concrete Strength,
fy =
Yield Strength of Steel,
Ø = ß1 =
Reduction Factor (Flexure) ß 1 (factor for fc' ≤ 28 Mpa = 0.85) Effective Depth, d=h-cc-(n-1 x db)-(0.5 x d b )
2 (Main Beam with 2 layers of reinf't.) 30 mm 27 MPa 275 MPa
0.9 0.85 > 0.65; O.K.! 0.0051 (b d)
As min = √fc b d / 4f y
d = ρ min = As min =
ρ bal = (0.85 ß 1 f 'c/fy) (600 / 600 + fy)
ρ bal
=
0.0486
ρ max = 0.75 ρ bal
ρ max
= As max = a max =
0.0365
ρ min = 1.4/fy (b d)
As max = ρ max b d a max = As max fy / 0.85 f 'c b
(Mild Steel, R Type)
302 mm 321 mm 2
= 346 mm 2 %min; 0.65; O.K.!
As min = √fc b d / 4f y
d = ρ min = As min =
446 mm 0.0051 (b d) = 568 mm 2 527 mm 2 %min; Mu; O.K.!
B. Span Deflection Check (Adapted from BS8110-1:1997 as an alternative to NSCP 2010 Sec. 409.6) Beam Span,
L
=
5.1 m
Effective Depth, d
d
=
446 mm
Support Condition code
=
3
( 1- for Cantilever; 2 -for Simply Supported; 3 -for Continuous) Basic Span / Effective depth ratio
=
Modification for Tension Reinforcements 5 fy As, req fs = / 8 As, prov x 1 / βb
=
154 MPa
=
1.14 < 2; OK!
=
1.11 < 1.5; OK!
Mod. Factor (Tens) = 0.55 +
(477 - fs)
/ 120(0.9 + M / bd²)
Modification for Compression Reinforcements (100 A's,prov/bd) Mod. Factor (Comp) = 1+ / (3+100A's, prov/bd)
21 (Deflection limits as per NSCP 2010 Table 409-1) (β b = 1; for 0% Redistribution)
Allowable Deflection Basic span / depth ratio x Modifications
=
26.62
=
11.43 < Allowable; OK!
Actual Deflection Span / Effective depth,
L /d
Developed by: Eddie Naldoza, BSc M.ASCE MIET MIES LMPICE
