Scribd
Upload
107 views1 page

Concrete Beam Analysis per ACI 318-05

This document provides the input data and results of analyzing the ultimate moment capacity of a rectangular concrete beam section that is either singly or doubly reinforced according to the ACI 318-05 code. The input includes the beam dimensions, material properties, and reinforcement details. The results include calculations of the stress block parameters, reinforcement ratios, and the ultimate moment capacity of 464.58 ft-kips which exceeds the required design moment of 370 ft-kips. A recommendation is made to use 5 bars of #25 reinforcement at the bottom of the beam.

Uploaded by

Priodeep Chowdhury
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
107 views1 page

Concrete Beam Analysis per ACI 318-05

This document provides the input data and results of analyzing the ultimate moment capacity of a rectangular concrete beam section that is either singly or doubly reinforced according to the ACI 318-05 code. The input includes the beam dimensions, material properties, and reinforcement details. The results include calculations of the stress block parameters, reinforcement ratios, and the ultimate moment capacity of 464.58 ft-kips which exceeds the required design moment of 370 ft-kips. A recommendation is made to use 5 bars of #25 reinforcement at the bottom of the beam.

Uploaded by

Priodeep Chowdhury
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
You are on page 1/ 1

"RECTBEAM (318-05).

xls" Program
Version 1.2

RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS


Ultimate Moment Capacity of Singly or Doubly Reinforced Sections
Per ACI 318-05 Code
Job Name: Dubai-Bangladesh Jetty Subject: Beam (mid span)
Job Number: Originator: Checker:

Input Data: b=24''

Beam or Slab Section? Beam


Reinforcing Yield Strength, fy = 60 ksi
Concrete Comp. Strength, f 'c = 4.3 ksi h=39.37'' d=35''
Beam Width, b = 24.000 in.
Depth to Tension Reinforcing, d = 35.000 in.
Total Beam Depth, h = 39.370 in. As=3.04
Ultimate Design Moment, Mu = 370.00 ft-kips Singly Reinforced Section
Tension Reinforcing, As = 3.040 in.^2
Depth to Compression Reinf., d' = 0.000 in. d' b
Compression Reinforcing, A's = 0.000 in.^2
A's

Results: h d

Stress Block Data:


As
b1 = 0.84 b1 = 1.05-0.05*f'c >= 0.65 Doubly Reinforced Section
c= 2.490 in. c = (As*fy/(0.85*f'c*b))/Beta1
a= 2.079 in. a = b1*c

Reinforcing Criteria:

r= 0.00362 r = As/(b*d)
rb = 0.03010 rb = 0.85*b1*f'c/fy*(87/(87+fy)
r(min) = 0.00333 r(min) >= 3*SQRT(f'c)/fy >= 200/fy
As(min) = 2.800 As(min) = r(min)*b*d <= As = 3.04 in.^2, O.K.
r(temp) = N.A. r(temp) = 0.0018*60/fy for fy >= 60, else 0.002-0.00002*(fy-50)
As(temp) = N.A. in.^2 (total) As(temp) = r(temp)*b*h
r(max) = 0.02180 r(max) = 0.85*f'c*Beta1*(0.003/(0.003+0.004))/fy
As(max) = 18.312 in.^2 As(max) = r(max)*b*d for singly reinforced, or for doubly reinforced:
As(max) = (0.85*f'c*b1*c*b+A's*(c-d')/c*ec*Es)/fy for c = ec*d/(ec+0.004)
Ultimate Moment Capacity: >= As = 3.04 in.^2, O.K.

e's = N.A. e's = ec*(c-d')/c


f 's = N.A. ksi f 's = e's*Es
et = 0.03916 et = ec*(d-c)/c >= 0.005, Tension-controlled
f= 0.900 f = 0.65+0.25*(et-fy/Es)/(0.005-fy/Es) <= 0.90
fMn = 464.58 ft-kips for singly reinforced: fMn = f*(As*fy*(d-a/2))
for doubly reinforced: fMn = f*(As1*fy(d-a/2)+A's*f 's*(d-d'))
>= Mu = 370 ft-kips, O.K.
Comments: Provide 5-d25 st bottom

1 of 1 3/19/2014 10:40 AM

You might also like