ANALYSIS AND DESIGN OF MULTI STOREY (G+5) COMMERCIAL BUILDING BY STAAD PRO AND ETABS
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About This Presentation
ANALYSIS AND DESIGN OF MULTI STOREY (G+5)
COMMERCIAL BUILDING BY STAAD PRO AND ETABS
Slide Content
25-Feb-14
Page 1 of 85
A
PROJECT REPORT ON
ANALYSIS AND DESIGN OF MULTI STOREY (G+5)
COMMERCIAL BUILDING BY STAAD PRO AND ETABS
SUBMITTED BY
Y.BALABALAJI Y14CE3254
SHAIK PEDDA MOULALI Y14CE3249
S.REVATHI Y14CE3245
J.HEMANTH Y14CE3219
DEPARTMENT OF CIVIL ENGINEERING
A.N.U OF ENGINEERING AND TECHNOLOGY
NAGARJUNA NAGAR, GUNTUR
Page 1 of 85
A
PROJECT REPORT ON
ANALYSIS AND DESIGN OF MULTI STOREY (G+5)
COMMERCIAL BUILDING BY STAAD PRO AND ETABS
SUBMITTED BY
Y.BALABALAJI Y14CE3254
SHAIK PEDDA MOULALI Y14CE3249
S.REVATHI Y14CE3245
J.HEMANTH Y14CE3219
DEPARTMENT OF CIVIL ENGINEERING
A.N.U OF ENGINEERING AND TECHNOLOGY
NAGARJUNA NAGAR, GUNTUR
25-Feb-14
Page 2 of 85
ACHARYA NAGARJUNA UNIVERSITY COLLEGE
OF ENGINEERING & TECHNOLOGY
(NAGARJUNA NAGAR, GUNTUR-522510. ANDHRA PRADESH-INDIA)
No: …….……… Date : ………………
CERTIFICATE
This is to certify that the project work entitled ANALYSIS AND DESIGN OF G+5 BUILDING is a confined work
of , Y.BALABALAJI, SHAIK PEDDA MOULALI,S.REVATHI,J.HEMANTH
NAIDU submitted in partial fulfillment of the requirement for the award of BACHELOR OF TECHNOLOGY
IN CIVIL ENGINEEERING during academic year 2017-2018.
This is further certified that the work done under my guidance and the result of this work has not been
submitted elsewhere for the award of any other degree.
Mrs.P.NEEHARIKA Mrs.Dr. T.V.S VARA LAKSHIMI
(M.Tech) (Ph.D,M.Tech)
Asst.Professor HEAD OF THE DEPARTMENT
EXTERNAL GUIDE
Page 2 of 85
ACHARYA NAGARJUNA UNIVERSITY COLLEGE
OF ENGINEERING & TECHNOLOGY
(NAGARJUNA NAGAR, GUNTUR-522510. ANDHRA PRADESH-INDIA)
No: …….……… Date : ………………
CERTIFICATE
This is to certify that the project work entitled ANALYSIS AND DESIGN OF G+5 BUILDING is a confined work
of , Y.BALABALAJI, SHAIK PEDDA MOULALI,S.REVATHI,J.HEMANTH
NAIDU submitted in partial fulfillment of the requirement for the award of BACHELOR OF TECHNOLOGY
IN CIVIL ENGINEEERING during academic year 2017-2018.
This is further certified that the work done under my guidance and the result of this work has not been
submitted elsewhere for the award of any other degree.
Mrs.P.NEEHARIKA Mrs.Dr. T.V.S VARA LAKSHIMI
(M.Tech) (Ph.D,M.Tech)
Asst.Professor HEAD OF THE DEPARTMENT
EXTERNAL GUIDE
25-Feb-14
Page 3 of 85
DECLARATION BY THE CANDIDATES
We, SHAIK PEDDA MOULALI, Y.BALABALAJI,S.REVATHI,J.HEMANTH
NAIDU hereby declare that the project report entitled
“Analysis and design of multi storey (G+5) commercial building
using Staad Pro and E-tabs", which is extended from our mini project named
"analysis and design of single storey commercial building
manually" Under guidance of Asst. Prof P.NEEHARIKAMADAM is
submitted in the fulfillment of the requirements for the MAIN-PROJECT. This is a
bonafide work carried out by us and the results embodied in this project report have
not been reproduced/copied from any source. The results embodied in this project
report have not been submitted to any other university or institution for the award of
any other degree or diploma.
Date:
Place:
Civil Engineering Department
A.N.U, Guntur.
Page 3 of 85
DECLARATION BY THE CANDIDATES
We, SHAIK PEDDA MOULALI, Y.BALABALAJI,S.REVATHI,J.HEMANTH
NAIDU hereby declare that the project report entitled
“Analysis and design of multi storey (G+5) commercial building
using Staad Pro and E-tabs", which is extended from our mini project named
"analysis and design of single storey commercial building
manually" Under guidance of Asst. Prof P.NEEHARIKAMADAM is
submitted in the fulfillment of the requirements for the MAIN-PROJECT. This is a
bonafide work carried out by us and the results embodied in this project report have
not been reproduced/copied from any source. The results embodied in this project
report have not been submitted to any other university or institution for the award of
any other degree or diploma.
Date:
Place:
Civil Engineering Department
A.N.U, Guntur.
25-Feb-14
Page 4 of 85
ACKNOWLEDGEMENT
We would like to express our gratitude to all the people behind the screen who helped
us to transform an idea into a real application.
We profoundly thank our Department of CIVIL ENGINEERING who have been a great
source of inspiration to our work.
We would like to express our thanks to Prof. E.SREENEVASA REDDY , Principal, University
College of Engineering & Technology, ACHARYA NAGARJUNA UNIVERSITY , Guntur.
We would like to express our thanks to Prof. P. SIDDAIH, Dean,University College of Engineering
& Technology, Acharya Nagarjuna University, Guntur.
We would like to thank our internal guide Asst.Prof. P.NEEHARIKA MADAM for his
technical guidance, constant encouragement and support in carrying out our project at college.
We would like to tell a special thanks to our external guide Prof. K.SANDEEP SIR for his
support in giving suggestions during the project.
The satisfaction and euphoria that accompany the successful completion of the task
would be great but incomplete without the mention of the people who made it possible with their
constant guidance and encouragement crowns all the efforts with success. In this context, We
would like thank all the other staff members, both teaching and non-teaching, who have extended
their timely help and eased our task.
Y.BALABALAJI Y14CE3254
SK. PEDDA MOULALI Y14CE3249
S.REVATHI Y14CE3245
J.HEMANTH Y14CE3219
Page 4 of 85
ACKNOWLEDGEMENT
We would like to express our gratitude to all the people behind the screen who helped
us to transform an idea into a real application.
We profoundly thank our Department of CIVIL ENGINEERING who have been a great
source of inspiration to our work.
We would like to express our thanks to Prof. E.SREENEVASA REDDY , Principal, University
College of Engineering & Technology, ACHARYA NAGARJUNA UNIVERSITY , Guntur.
We would like to express our thanks to Prof. P. SIDDAIH, Dean,University College of Engineering
& Technology, Acharya Nagarjuna University, Guntur.
We would like to thank our internal guide Asst.Prof. P.NEEHARIKA MADAM for his
technical guidance, constant encouragement and support in carrying out our project at college.
We would like to tell a special thanks to our external guide Prof. K.SANDEEP SIR for his
support in giving suggestions during the project.
The satisfaction and euphoria that accompany the successful completion of the task
would be great but incomplete without the mention of the people who made it possible with their
constant guidance and encouragement crowns all the efforts with success. In this context, We
would like thank all the other staff members, both teaching and non-teaching, who have extended
their timely help and eased our task.
Y.BALABALAJI Y14CE3254
SK. PEDDA MOULALI Y14CE3249
S.REVATHI Y14CE3245
J.HEMANTH Y14CE3219
25-Feb-14
Page 5 of 85
CONTENTS
Abstract
Assumptions and notations
Symbols
Chapter 1: Introduction
Early modern and the industrial age
Modern architecture
Statement of the project
Literature review
Method of flexibility coefficients
Slope displacement equations
Kani’s method
Approximate method
Design of multistoried hospital building
Limit state method
Chapter 2: Software
Staad
Alternatives for staad
Auto cad
Chapter 3: Plan
Plan
Page 5 of 85
CONTENTS
Abstract
Assumptions and notations
Symbols
Chapter 1: Introduction
Early modern and the industrial age
Modern architecture
Statement of the project
Literature review
Method of flexibility coefficients
Slope displacement equations
Kani’s method
Approximate method
Design of multistoried hospital building
Limit state method
Chapter 2: Software
Staad
Alternatives for staad
Auto cad
Chapter 3: Plan
Plan
25-Feb-14
Page 6 of 85
chapter 4 : Loadings
Load conditions and structural system response
Design loads for hospital buildings
Dead loads
Live loads
Floor load
Load combinations
Chapter 5: Beams
Beam Design
Singly reinforced beams
Doubly reinforced concrete beams
Check for the Design of a beam
Chapter 6: Columns
Positioning of columns
Axial loaded columns
Axial load and uniaxial bending
Axial load and biaxial bending
Column design
Output
Check the Design of a columns
Chapter 7: Slabs
Design of slab
Manual calculations
Chapter 8: Footings
Foundation design
Dimensions and reinforcement details of all the footings
Chapter 9: Results
Staad Editor
Estimation
Diagrams For Bending Moment and Shear Force
Reference and Conclusions
Page 6 of 85
chapter 4 : Loadings
Load conditions and structural system response
Design loads for hospital buildings
Dead loads
Live loads
Floor load
Load combinations
Chapter 5: Beams
Beam Design
Singly reinforced beams
Doubly reinforced concrete beams
Check for the Design of a beam
Chapter 6: Columns
Positioning of columns
Axial loaded columns
Axial load and uniaxial bending
Axial load and biaxial bending
Column design
Output
Check the Design of a columns
Chapter 7: Slabs
Design of slab
Manual calculations
Chapter 8: Footings
Foundation design
Dimensions and reinforcement details of all the footings
Chapter 9: Results
Staad Editor
Estimation
Diagrams For Bending Moment and Shear Force
Reference and Conclusions
25-Feb-14
Page 7 of 85
ANALYSIS AND DESIGN OF MULTI STOREY (G+5 )
COMMERCIAL BUILDING USING Staad Pro
ABSTRACT
In order to compete in the ever growing competent market it is very important for a structural
engineer to save time. As a sequel to this an attempt is made to analyze and design a multi storied
building by using the software Staad Pro.
For analyzing a multi-storied building one has to consider all the possible loadings and see
that the structure is safe against all possible loading conditions.
There are several methods for analyzing frames for different loadings. For gravity loadings-
kani’s method and substitute frame methods are used. For lateral loading- portal method and
cantilever methods are used.
The present project deals with the analysis and design of multi storied building by considering
different load combinations and is designed for different elements. 2-D frames are analyzed
manually and 3-D frames are analyzed using Staad Pro.
STAAD Pro with its new features surpassed its predecessors and compotators with its data
sharing capabilities with other major software like AutoCAD and MS Excel.
ASSUMPTIONS AND NOTATIONS USED :
The notations adopted throughout the work is same IS-456-2000.
Page 7 of 85
ANALYSIS AND DESIGN OF MULTI STOREY (G+5 )
COMMERCIAL BUILDING USING Staad Pro
ABSTRACT
In order to compete in the ever growing competent market it is very important for a structural
engineer to save time. As a sequel to this an attempt is made to analyze and design a multi storied
building by using the software Staad Pro.
For analyzing a multi-storied building one has to consider all the possible loadings and see
that the structure is safe against all possible loading conditions.
There are several methods for analyzing frames for different loadings. For gravity loadings-
kani’s method and substitute frame methods are used. For lateral loading- portal method and
cantilever methods are used.
The present project deals with the analysis and design of multi storied building by considering
different load combinations and is designed for different elements. 2-D frames are analyzed
manually and 3-D frames are analyzed using Staad Pro.
STAAD Pro with its new features surpassed its predecessors and compotators with its data
sharing capabilities with other major software like AutoCAD and MS Excel.
ASSUMPTIONS AND NOTATIONS USED :
The notations adopted throughout the work is same IS-456-2000.
25-Feb-14
Page 8 of 85
ASSUMPTIONS IN DESIGN:
1. Using partial safety factor for loads in accordance with clause 36.4 of IS-456-2000 as ϒt=1.5
2. Partial safety factor for material in accordance with clause 36.4.2 is IS-456-2000 is taken as
1 .5 for concrete and 1.15 for steel.
3. Using partial safety factors in accordance with clause 36.4 of IS-456-2000 combination of
load.
D.L+L.L. 1.5
DENSITY OF MATERIALS USED:
Material Density
i) Plain concrete 24.0KN/m
3
ii) Reinforced 25.0KN/m
3
iii) Flooring material (c.m) 20.0KN/m
3
iv) Brick masonry 20.0KN/m
3
v) Fly ash 5.0KN/m
3
LIVE LOADS:
In accordance with IS 875-86
i) Live load on slabs = 4.0KN/m
2
ii) Live load on passage = 4.0KN/m
2
iii) Live load on stairs = 5.0KN/m
2
DESIGN CONSTANTS:
Using M20 and Fe 415 grade of concrete and steel for beams, slabs, footings, columns therefore:-
fck = Characteristic strength for M20-20N/mm
2
fy = Characteristic strength of steel-415N/mm
2
ASSUMPTIONS REGARDING DESIGN:
i. Slab is assumed to be continuous over interior support and partially fixed on edges,
due to monolithic construction and due to construction of walls over it.
ii. Beams are assumed to be continuous over interior support and they frame in to the column
attends.
ASSUMPTIONS ON DESIGN: -
1) M20grade is used in designing unless specified.
Page 8 of 85
ASSUMPTIONS IN DESIGN:
1. Using partial safety factor for loads in accordance with clause 36.4 of IS-456-2000 as ϒt=1.5
2. Partial safety factor for material in accordance with clause 36.4.2 is IS-456-2000 is taken as
1 .5 for concrete and 1.15 for steel.
3. Using partial safety factors in accordance with clause 36.4 of IS-456-2000 combination of
load.
D.L+L.L. 1.5
DENSITY OF MATERIALS USED:
Material Density
i) Plain concrete 24.0KN/m
3
ii) Reinforced 25.0KN/m
3
iii) Flooring material (c.m) 20.0KN/m
3
iv) Brick masonry 20.0KN/m
3
v) Fly ash 5.0KN/m
3
LIVE LOADS:
In accordance with IS 875-86
i) Live load on slabs = 4.0KN/m
2
ii) Live load on passage = 4.0KN/m
2
iii) Live load on stairs = 5.0KN/m
2
DESIGN CONSTANTS:
Using M20 and Fe 415 grade of concrete and steel for beams, slabs, footings, columns therefore:-
fck = Characteristic strength for M20-20N/mm
2
fy = Characteristic strength of steel-415N/mm
2
ASSUMPTIONS REGARDING DESIGN:
i. Slab is assumed to be continuous over interior support and partially fixed on edges,
due to monolithic construction and due to construction of walls over it.
ii. Beams are assumed to be continuous over interior support and they frame in to the column
attends.
ASSUMPTIONS ON DESIGN: -
1) M20grade is used in designing unless specified.
25-Feb-14
Page 9 of 85
2) Tor steel Fe 415 is used for the main reinforcement.
3) Tor steel Fe 415 and steel is used for the distribution reinforcement.
4) Mild steel Fe 250 is used for shear reinforcement.
CHAPTER 1
INTRODUCTION
1.1 Introduction
Building construction is the engineering deals with the construction of building such as
residential houses, hospitals, offices etc. In a simple building can be define as an enclose space by
walls with roof, food, cloth and the basic needs of human beings.
The help is taken by using software STAAD Pro available in institute and the computations
of loads, moments and shear forces and obtained from this software
.
Statement of project
Salient features:
Utility of building : commercial
No of stories : G+5
No of staircases : 2
No of lifts : 2
Type of construction : R.C.C framed structure
Types of walls : brick wall
Geometric details:
Ground floor : 2.50m
Floor to floor height : 3 m.
Height of plinth : 0.6m
Depth of foundation : 500mm
Materials:
Page 9 of 85
2) Tor steel Fe 415 is used for the main reinforcement.
3) Tor steel Fe 415 and steel is used for the distribution reinforcement.
4) Mild steel Fe 250 is used for shear reinforcement.
CHAPTER 1
INTRODUCTION
1.1 Introduction
Building construction is the engineering deals with the construction of building such as
residential houses, hospitals, offices etc. In a simple building can be define as an enclose space by
walls with roof, food, cloth and the basic needs of human beings.
The help is taken by using software STAAD Pro available in institute and the computations
of loads, moments and shear forces and obtained from this software
.
Statement of project
Salient features:
Utility of building : commercial
No of stories : G+5
No of staircases : 2
No of lifts : 2
Type of construction : R.C.C framed structure
Types of walls : brick wall
Geometric details:
Ground floor : 2.50m
Floor to floor height : 3 m.
Height of plinth : 0.6m
Depth of foundation : 500mm
Materials:
25-Feb-14
Page 10 of 85
Concrete grade : M20
All steel grades : HYSD Fe415 grade
Bearing capacity of soil : 200KN/m
2
Literature review:
Method of analysis of statistically indeterminate portal frames:
1. Method of flexibility coefficients.
2. Slope displacements methods (iterative methods)
3. Moment distribution method
4. Kani’s method
5. Cantilever method
6. Portal method
7. Matrix method
8. STAAD Pro
Method of flexibility coefficients:
The method of analysis comprises of reducing the hyper static structure to a determinate
structure form by removing the redundant support (or) introducing adequate cuts (or) hinges.
Limitations:
It is not applicable for degree of redundancy>3
Slope displacement equations:
It is advantageous when kinematic indeterminacy <static indeterminacy. This procedure was
first formulated by axle bender in 1914 based on the applications of compatibility and equilibrium
conditions.
The method derives its name from the fact that support slopes and displacements are
explicitly comported. Set up simultaneous equations is formed the solution of these parameters and
the joint moment in each element or computed from these values.
Limitations:
A solution of simultaneous equations makes methods tedious for manual computations. This
method is not recommended for frames larger than two bays and two storey’s. .
Iterative methods:
These methods involve distributing the known fixed end moments of the structural member
to adjacent members at the joints in order satisfy the conditions of compatibility.
Limitations of Hardy cross method:
Page 10 of 85
Concrete grade : M20
All steel grades : HYSD Fe415 grade
Bearing capacity of soil : 200KN/m
2
Literature review:
Method of analysis of statistically indeterminate portal frames:
1. Method of flexibility coefficients.
2. Slope displacements methods (iterative methods)
3. Moment distribution method
4. Kani’s method
5. Cantilever method
6. Portal method
7. Matrix method
8. STAAD Pro
Method of flexibility coefficients:
The method of analysis comprises of reducing the hyper static structure to a determinate
structure form by removing the redundant support (or) introducing adequate cuts (or) hinges.
Limitations:
It is not applicable for degree of redundancy>3
Slope displacement equations:
It is advantageous when kinematic indeterminacy <static indeterminacy. This procedure was
first formulated by axle bender in 1914 based on the applications of compatibility and equilibrium
conditions.
The method derives its name from the fact that support slopes and displacements are
explicitly comported. Set up simultaneous equations is formed the solution of these parameters and
the joint moment in each element or computed from these values.
Limitations:
A solution of simultaneous equations makes methods tedious for manual computations. This
method is not recommended for frames larger than two bays and two storey’s. .
Iterative methods:
These methods involve distributing the known fixed end moments of the structural member
to adjacent members at the joints in order satisfy the conditions of compatibility.
Limitations of Hardy cross method:
25-Feb-14
Page 11 of 85
It presents some difficulties when applied to rigid frame especially when the frame is
susceptible to side sway. The method cannot be applied to structures with intermediate hinges.
Kani’s method:
This method over comes some of the disadvantages of hardy cross method. Kani’s approach
is similar to H.C.M to that extent it also involves repeated distribution of moments at successive
joints in frames and continues beams. However there is a major difference in distribution process of
two methods. H.C.M distributes only the total joint moment at any stage of iteration.
The most significant feature of kani’s method is that process of iteration is self corrective.
Any error at any stage of iterations corrected in subsequent steps consequently skipping a few
steps error at any stage of iteration is corrected in subsequent consequently skipping a few steps
of iterations either by over sight of by intention does not lead to error in final end moments.
Advantages:
It is used for side way of frames.
Limitations:
The rotational of columns of any storey should be function a single rotation value of same
storey.
The beams of storey should not undergo rotation when the column undergoes translation.
That is the column should be parallel.
Frames with intermediate hinges cannot be analysis.
Applicable
Page 11 of 85
It presents some difficulties when applied to rigid frame especially when the frame is
susceptible to side sway. The method cannot be applied to structures with intermediate hinges.
Kani’s method:
This method over comes some of the disadvantages of hardy cross method. Kani’s approach
is similar to H.C.M to that extent it also involves repeated distribution of moments at successive
joints in frames and continues beams. However there is a major difference in distribution process of
two methods. H.C.M distributes only the total joint moment at any stage of iteration.
The most significant feature of kani’s method is that process of iteration is self corrective.
Any error at any stage of iterations corrected in subsequent steps consequently skipping a few
steps error at any stage of iteration is corrected in subsequent consequently skipping a few steps
of iterations either by over sight of by intention does not lead to error in final end moments.
Advantages:
It is used for side way of frames.
Limitations:
The rotational of columns of any storey should be function a single rotation value of same
storey.
The beams of storey should not undergo rotation when the column undergoes translation.
That is the column should be parallel.
Frames with intermediate hinges cannot be analysis.
Applicable
25-Feb-14
Page 12 of 85
1.4 Design of multi storied hospital building:
General:
A structure can be defined as a body which can resist the applied loads without appreciable
deformations.
The main object of reinforced concrete design is to achieve a structure that will result in a
safe economical solution.
The objective of the design is
1. Foundation design
2. Column design
3. Beam design
4. Slab design
Limit state method:
The object of design based on the limit state concept is to achieve an acceptability that a
structure will not become unserviceable in its life time for the use for which it is intended. I.e it
will not reach a limit state. In this limit state method all relevant states must be considered in
design to ensure a degree of safety and serviceability.
Limit state:
The acceptable limit for the safety and serviceability requirements before failure occurs is
called a limit state.
Limit state of collapse:
This is corresponds to the maximum load carrying capacity.
Violation of collapse limit state implies failures in the source that a clearly defined limit state of
structural usefulness has been exceeded. However it does not mean complete collapse.
This limit state corresponds to :
a) Flexural
b) Compression
c) Shear
d) Torsion
Limit state of survivability:
This state corresponds to development of excessive deformation and is used for checking
member in which magnitude of deformations may limit the rise of the structure of its
components.
a) Deflection
Page 12 of 85
1.4 Design of multi storied hospital building:
General:
A structure can be defined as a body which can resist the applied loads without appreciable
deformations.
The main object of reinforced concrete design is to achieve a structure that will result in a
safe economical solution.
The objective of the design is
1. Foundation design
2. Column design
3. Beam design
4. Slab design
Limit state method:
The object of design based on the limit state concept is to achieve an acceptability that a
structure will not become unserviceable in its life time for the use for which it is intended. I.e it
will not reach a limit state. In this limit state method all relevant states must be considered in
design to ensure a degree of safety and serviceability.
Limit state:
The acceptable limit for the safety and serviceability requirements before failure occurs is
called a limit state.
Limit state of collapse:
This is corresponds to the maximum load carrying capacity.
Violation of collapse limit state implies failures in the source that a clearly defined limit state of
structural usefulness has been exceeded. However it does not mean complete collapse.
This limit state corresponds to :
a) Flexural
b) Compression
c) Shear
d) Torsion
Limit state of survivability:
This state corresponds to development of excessive deformation and is used for checking
member in which magnitude of deformations may limit the rise of the structure of its
components.
a) Deflection
25-Feb-14
Page 13 of 85
b) Cracking
c) Vibration
CHAPTER 2
SOFTWARES
This project is mostly based on software and it is essential to know the details about these
software’s.
List of software’s used
1. Staad pro(v8i)
2. Auto cad
Staad pro(v8i)Auto cad
STAADPro:
STAAD Pro is powerful design software licensed by Bentley. STAAD stands for Structural
Analysis And Design. It features a state-of-the-art user interface, visualization tools, powerful
analysis and design engines with advanced finite element and dynamic analysis capabilities. From
Page 13 of 85
b) Cracking
c) Vibration
CHAPTER 2
SOFTWARES
This project is mostly based on software and it is essential to know the details about these
software’s.
List of software’s used
1. Staad pro(v8i)
2. Auto cad
Staad pro(v8i)Auto cad
STAADPro:
STAAD Pro is powerful design software licensed by Bentley. STAAD stands for Structural
Analysis And Design. It features a state-of-the-art user interface, visualization tools, powerful
analysis and design engines with advanced finite element and dynamic analysis capabilities. From
25-Feb-14
Page 14 of 85
model generation, analysis and design to visualization and result verification, STAADPro is the
professional’s choice for steel, concrete, timber, aluminium and cold-formed steel design of low and
high-rise buildings, culverts, petrochemical plants, tunnels, bridges, piles and much more.
We have chosen STAAD Pro because of its following advantages:
easy to use interface,
conformation with the Indian Standard Codes,
versatile nature of solving any type of problem,
Accuracy of the solution.
STAAD Pro consists of the following:
The STAAD.Pro Graphical User Interface: It is used to generate the model, which can
then be analyzed using the STAAD engine. After analysis and design is completed,
the GUI can also be used to view the results graphically.
The STAAD analysis and design engine: It is a general-purpose calculation engine for
structural analysis and integrated Steel, Concrete, Timber and Aluminium design.
2.1 Alternatives for staad:
Struts, robot, sap, adds pro which gives details very clearly regarding reinforcement and
manual calculations. But these software’s are restricted to some designs only where as staad can deal
with several types of structure.
Limitations of Staad pro:
1. Huge output data
2. Even analysis of a small beam creates large output.
3. Unable to show plinth beams.
AutoCAD:
Page 14 of 85
model generation, analysis and design to visualization and result verification, STAADPro is the
professional’s choice for steel, concrete, timber, aluminium and cold-formed steel design of low and
high-rise buildings, culverts, petrochemical plants, tunnels, bridges, piles and much more.
We have chosen STAAD Pro because of its following advantages:
easy to use interface,
conformation with the Indian Standard Codes,
versatile nature of solving any type of problem,
Accuracy of the solution.
STAAD Pro consists of the following:
The STAAD.Pro Graphical User Interface: It is used to generate the model, which can
then be analyzed using the STAAD engine. After analysis and design is completed,
the GUI can also be used to view the results graphically.
The STAAD analysis and design engine: It is a general-purpose calculation engine for
structural analysis and integrated Steel, Concrete, Timber and Aluminium design.
2.1 Alternatives for staad:
Struts, robot, sap, adds pro which gives details very clearly regarding reinforcement and
manual calculations. But these software’s are restricted to some designs only where as staad can deal
with several types of structure.
Limitations of Staad pro:
1. Huge output data
2. Even analysis of a small beam creates large output.
3. Unable to show plinth beams.
AutoCAD:
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AutoCAD is powerful software licensed by auto desk. The word auto came from auto desk
company and cad stands for computer aided design. AutoCAD is used for drawing different layouts,
details, plans, elevations, sections and different sections can be shown in auto cad.
It is very useful software for civil, mechanical and also electrical engineer.
The importance of this software makes every engineer a compulsion to learn this software’s.
We used AutoCAD for drawing the plan, elevation of a building. We also used AutoCAD to
show the reinforcement details and design details of a stair case.
AutoCAD is a very easy software to learn and much user friendly for anyone to handle and
can be learn quickly
Learning of certain commands is required to draw in AutoCAD.
CHAPTER 3
PLAN
PLAN
The AUTOCAD plotting represents the proposed plan of a G+4 Hospital building. The
hospital is located at Nellore. Parking is provided in the Stilt floor. In the remaining four floors, all
facilities required for a modern hospital such as Consulting rooms for each specialization, different
wards, operation theatre etc are provided.
The plan shows the details of dimensions of each and every room and the type of room and
orientation of the different rooms like labs, toilets, corridor etc. All the four floors have similar room
arrangement.
The entire plan area is about 486 sq.m. The plan also gives the details of location of stair case
and lift.
In the middle we have a small construction which consists of four lifts and those who want to
fly through lift can use this facility and we know for a building with more than g+4 floors should
compulsory have lift and the charges for the facilities is collected by all the members. At that
junction we have a club for our enjoyment and charges are collected by all the building occupants
every month.
Page 15 of 85
AutoCAD is powerful software licensed by auto desk. The word auto came from auto desk
company and cad stands for computer aided design. AutoCAD is used for drawing different layouts,
details, plans, elevations, sections and different sections can be shown in auto cad.
It is very useful software for civil, mechanical and also electrical engineer.
The importance of this software makes every engineer a compulsion to learn this software’s.
We used AutoCAD for drawing the plan, elevation of a building. We also used AutoCAD to
show the reinforcement details and design details of a stair case.
AutoCAD is a very easy software to learn and much user friendly for anyone to handle and
can be learn quickly
Learning of certain commands is required to draw in AutoCAD.
CHAPTER 3
PLAN
PLAN
The AUTOCAD plotting represents the proposed plan of a G+4 Hospital building. The
hospital is located at Nellore. Parking is provided in the Stilt floor. In the remaining four floors, all
facilities required for a modern hospital such as Consulting rooms for each specialization, different
wards, operation theatre etc are provided.
The plan shows the details of dimensions of each and every room and the type of room and
orientation of the different rooms like labs, toilets, corridor etc. All the four floors have similar room
arrangement.
The entire plan area is about 486 sq.m. The plan also gives the details of location of stair case
and lift.
In the middle we have a small construction which consists of four lifts and those who want to
fly through lift can use this facility and we know for a building with more than g+4 floors should
compulsory have lift and the charges for the facilities is collected by all the members. At that
junction we have a club for our enjoyment and charges are collected by all the building occupants
every month.
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3 D RENDERED VIEW
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3 D RENDERED VIEW
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SECTION OUTLINE VIEW
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SECTION OUTLINE VIEW
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CHAPTER -4
LOADINGS
4.1 Load Conditions and Structural System response :
The concepts presented in this section provide an overview of building loads and their effect
on the structural response of typical wood-framed buildings. Building loads can be divided into
types based on the orientation of the structural action or forces that they induce vertical and
horizontal (i.e., lateral) loads. Classification of loads are described in the following sections.
4.2 Building Loads Categorized by Orientation:
Types of loads on a hypothetical building are as follows.
1. Vertical Loads
2. Dead (gravity)
3. Live (gravity)
4. Snow(gravity)
5. Wind(uplift on roof)
6. Seismic and wind (overturning)
7. Seismic (vertical ground motion)
2.1 DEAD LOADS:
All permanent constructions of the structure form the dead loads. The dead load
comprises of the weights of walls, partitions floor finishes, false ceilings, false floors
and the other permanent constructions in the buildings. The dead load loads may be
calculated from the dimensions of various members and their unit weights. the unit
weights of plain concrete and reinforced concrete made with sand and gravel or
crushed natural stone aggregate may be taken as 24 kN/m” and 25 kN/m” respectively
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CHAPTER -4
LOADINGS
4.1 Load Conditions and Structural System response :
The concepts presented in this section provide an overview of building loads and their effect
on the structural response of typical wood-framed buildings. Building loads can be divided into
types based on the orientation of the structural action or forces that they induce vertical and
horizontal (i.e., lateral) loads. Classification of loads are described in the following sections.
4.2 Building Loads Categorized by Orientation:
Types of loads on a hypothetical building are as follows.
1. Vertical Loads
2. Dead (gravity)
3. Live (gravity)
4. Snow(gravity)
5. Wind(uplift on roof)
6. Seismic and wind (overturning)
7. Seismic (vertical ground motion)
2.1 DEAD LOADS:
All permanent constructions of the structure form the dead loads. The dead load
comprises of the weights of walls, partitions floor finishes, false ceilings, false floors
and the other permanent constructions in the buildings. The dead load loads may be
calculated from the dimensions of various members and their unit weights. the unit
weights of plain concrete and reinforced concrete made with sand and gravel or
crushed natural stone aggregate may be taken as 24 kN/m” and 25 kN/m” respectively
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DEAD LOAD:
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DEAD LOAD:
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Imposed Load - The load assumed to be produced by the intended use or occupancy
of a Building,Including the weight of movable partitions,distributed, concentrated
loads, load due to impact and vibration, and dust load but excluding wind, seismic,
snow and other loads due to temperature changes, creep, shrinkage, differential
settlement, etc.
Occupancy or Use Group - The principal occupancy for which a building or part of a
building is used or intended to be used; for the purpose of classification of a building
according to occupancy, an occupancy shall be deemed to include subsidiary
occupancies which are contingent upon it.
LIVE LOAD:
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Imposed Load - The load assumed to be produced by the intended use or occupancy
of a Building,Including the weight of movable partitions,distributed, concentrated
loads, load due to impact and vibration, and dust load but excluding wind, seismic,
snow and other loads due to temperature changes, creep, shrinkage, differential
settlement, etc.
Occupancy or Use Group - The principal occupancy for which a building or part of a
building is used or intended to be used; for the purpose of classification of a building
according to occupancy, an occupancy shall be deemed to include subsidiary
occupancies which are contingent upon it.
LIVE LOAD:
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WIND LOAD:
Wind is air in motion relative to the surface of the earth. The primary cause of wind is traced to
earth’s rotation and differences in terrestrial radiation. The radiation effects are primarily responsible
for convection either upwards or downwards. The wind generally blows horizontal to the ground at
high wind speeds. Since vertical components of atmospheric motion are relatively small, the term
‘wind’ denotes almost exclusively the horizontal wind, vertical winds are always identified as such.
The wind speeds are assessed with the aid of anemometers or anemographs which are installed at
meteorological observatories at heights generally varying from 10 to 30 metres above ground.
Design Wind Speed (V,) :
The basic wind speed (V,) for any site shall be obtained from and shall be modified to include the
following effects to get design wind velocity at any height (V,) for the chosen structure:
a) Risk level;
b) Terrain roughness, height and size of structure; and
c) Local topography.
It can be mathematically expressed as follows:
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WIND LOAD:
Wind is air in motion relative to the surface of the earth. The primary cause of wind is traced to
earth’s rotation and differences in terrestrial radiation. The radiation effects are primarily responsible
for convection either upwards or downwards. The wind generally blows horizontal to the ground at
high wind speeds. Since vertical components of atmospheric motion are relatively small, the term
‘wind’ denotes almost exclusively the horizontal wind, vertical winds are always identified as such.
The wind speeds are assessed with the aid of anemometers or anemographs which are installed at
meteorological observatories at heights generally varying from 10 to 30 metres above ground.
Design Wind Speed (V,) :
The basic wind speed (V,) for any site shall be obtained from and shall be modified to include the
following effects to get design wind velocity at any height (V,) for the chosen structure:
a) Risk level;
b) Terrain roughness, height and size of structure; and
c) Local topography.
It can be mathematically expressed as follows:
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Where:
V = Vb * kl * k* ks
Vb = design wind speed at any height z in m/s;
kl = probability factor (risk coefficient)
k = terrain, height and structure size factor and
ks = topography factor
Risk Coefficient:(kI Factor) gives basic wind speeds for terrain Category 2 as applicable at 10 m above
ground level based on 50 years mean return period. In the design of all buildings and structures, a
regional basic wind speed having a mean return period of 50 years shall be used.
Terrain, Height and Structure Size Factor (k, Factor) :
Terrain - Selection of terrain categories shall be made with due regard to the effect of obstructions which
constitute the ground surface roughness. The terrain category used in the design of a structure may vary
depending on the direction of wind under consideration. Wherever sufficient meteorological information
is available about the nature of wind direction, the orientation of any building or structure may be
suitably planned.
Topography (ks Factor) - The basic wind speed Vb takes account of the general level of site above sea
level. This does not allow for local topographic features such as hills, valleys, cliffs, escarpments, or
ridges which can significantly affect wind speed in their vicinity. The effect of topography is to
accelerate wind near the summits of hills or crests of cliffs, escarpments or ridges and decelerate the
wind in valleys or near the foot of cliff, steep escarpments, or ridges.
WIND PRESSURES AND FORCES ON BUILDINGS/STRUCTURES :
The wind load on a building shall be calculated for:
a) The building as a whole,
b) Individual structural elements as roofs and walls, and
c) Individual cladding units including glazing and their fixings.
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Where:
V = Vb * kl * k* ks
Vb = design wind speed at any height z in m/s;
kl = probability factor (risk coefficient)
k = terrain, height and structure size factor and
ks = topography factor
Risk Coefficient:(kI Factor) gives basic wind speeds for terrain Category 2 as applicable at 10 m above
ground level based on 50 years mean return period. In the design of all buildings and structures, a
regional basic wind speed having a mean return period of 50 years shall be used.
Terrain, Height and Structure Size Factor (k, Factor) :
Terrain - Selection of terrain categories shall be made with due regard to the effect of obstructions which
constitute the ground surface roughness. The terrain category used in the design of a structure may vary
depending on the direction of wind under consideration. Wherever sufficient meteorological information
is available about the nature of wind direction, the orientation of any building or structure may be
suitably planned.
Topography (ks Factor) - The basic wind speed Vb takes account of the general level of site above sea
level. This does not allow for local topographic features such as hills, valleys, cliffs, escarpments, or
ridges which can significantly affect wind speed in their vicinity. The effect of topography is to
accelerate wind near the summits of hills or crests of cliffs, escarpments or ridges and decelerate the
wind in valleys or near the foot of cliff, steep escarpments, or ridges.
WIND PRESSURES AND FORCES ON BUILDINGS/STRUCTURES :
The wind load on a building shall be calculated for:
a) The building as a whole,
b) Individual structural elements as roofs and walls, and
c) Individual cladding units including glazing and their fixings.
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Pressure Coefficients - The pressure coefficients are always given for a particular surface or part of the
surface of a building. The wind load acting normal to a surface is obtained by multiplying the area of that
surface or its appropriate portion by the pressure coefficient (C,) and the design wind pressure at the
height of the surface from the ground. The average values of these pressure coefficients for some
building shapes Average values of pressure coefficients are given for critical wind directions in one or
more quadrants. In order to determine the maximum wind load on the building, the total load should be
calculated for each of the critical directions shown from all quadrants. Where considerable variation of
pressure occurs over a surface, it has been subdivided and mean pressure coefficients given for each of
its several parts.
Then the wind load, F, acting in a direction normal to the individual structural element or Cladding unit
is:
F= (Cpe – Cpi) A Pd
Where,
Cpe = external pressure coefficient,
Cpi = internal pressure- coefficient,
A = surface area of structural or cladding unit, and
Pd = design wind pressure element
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Pressure Coefficients - The pressure coefficients are always given for a particular surface or part of the
surface of a building. The wind load acting normal to a surface is obtained by multiplying the area of that
surface or its appropriate portion by the pressure coefficient (C,) and the design wind pressure at the
height of the surface from the ground. The average values of these pressure coefficients for some
building shapes Average values of pressure coefficients are given for critical wind directions in one or
more quadrants. In order to determine the maximum wind load on the building, the total load should be
calculated for each of the critical directions shown from all quadrants. Where considerable variation of
pressure occurs over a surface, it has been subdivided and mean pressure coefficients given for each of
its several parts.
Then the wind load, F, acting in a direction normal to the individual structural element or Cladding unit
is:
F= (Cpe – Cpi) A Pd
Where,
Cpe = external pressure coefficient,
Cpi = internal pressure- coefficient,
A = surface area of structural or cladding unit, and
Pd = design wind pressure element
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SEISMIC LOAD:
Design Lateral Force
The design lateral force shall first be computed for the building as a whole. This design lateral force
shall then be distributed to the various floor levels. The overall design seismic force thus obtained at
each floor level shall then be distributed to individual lateral load resisting elements depending on
the floor diaphragm action.
Design Seismic Base Shear :
The total design lateral force or design seismic base shear (Vb) along any principal direction shall be
determined by the following expression:
Vb = Ah W
Where,
Ah = horizontal acceleration spectrum
W = seismic weight of all the floors
Fundamental Natural Period
The approximate fundamental natural period of vibration (T,), in seconds, of a moment-resisting frame
building without brick in the panels may be estimated by the empirical expression:
Ta=0.075 h0.75 for RC frame building
Ta=0.085 h0.75 for steel frame building
Where,
h = Height of building, in m. This excludes the basement storeys, where basement walls are connected
with the ground floor deck or fitted between the building columns. But it includes the basement storeys,
when they are not so connected. The approximate fundamental natural period of vibration (T,), in
seconds, of all other buildings, including moment-resisting frame buildings with brick lintel panels, may
be estimated by the empirical Expression:
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SEISMIC LOAD:
Design Lateral Force
The design lateral force shall first be computed for the building as a whole. This design lateral force
shall then be distributed to the various floor levels. The overall design seismic force thus obtained at
each floor level shall then be distributed to individual lateral load resisting elements depending on
the floor diaphragm action.
Design Seismic Base Shear :
The total design lateral force or design seismic base shear (Vb) along any principal direction shall be
determined by the following expression:
Vb = Ah W
Where,
Ah = horizontal acceleration spectrum
W = seismic weight of all the floors
Fundamental Natural Period
The approximate fundamental natural period of vibration (T,), in seconds, of a moment-resisting frame
building without brick in the panels may be estimated by the empirical expression:
Ta=0.075 h0.75 for RC frame building
Ta=0.085 h0.75 for steel frame building
Where,
h = Height of building, in m. This excludes the basement storeys, where basement walls are connected
with the ground floor deck or fitted between the building columns. But it includes the basement storeys,
when they are not so connected. The approximate fundamental natural period of vibration (T,), in
seconds, of all other buildings, including moment-resisting frame buildings with brick lintel panels, may
be estimated by the empirical Expression:
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T=.09H/√D
Where,
h= Height of building
d= Base dimension of the building at the plinth level, in m, along the considered direction of the lateral
force.
Distribution of Design Force
Vertical Distribution of Base Shear to Different Floor Level
The design base shear (V) shall be distributed along the height of the building as per the following
expression:
Qi=Design lateral force at floor i,
Wi=Seismic weight of floor i,
hi=Height of floor i measured from base, and
n=Number of storeys in the building is the number of levels at which the masses are located.
Distribution of Horizontal Design Lateral Force to Different Lateral Force Resisting Elements in case of
buildings whose floors are capable of providing rigid horizontal diaphragm action, the total shear in any
horizontal plane shall be distributed to the various vertical elements of lateral force resisting system,
assuming the floors to be infinitely rigid in the horizontal plane. In case of building whose floor
diaphragms can not be treated as infinitely rigid in their own plane, the lateral shear at each floor shall be
distributed to the vertical elements resisting the lateral forces, considering the in-plane flexibility of the
diagram.
Dynamic Analysis-
Dynamic analysis shall be performed to obtain the design seismic force, and its distribution to different
levels along the height of the building and to the various lateral load resisting elements, for the following
Buildings:
a) Regular buildings -Those greater than 40 m in height in Zones IV and V and those Greater than 90 m
in height in Zones II and 111.
b) Irregular buildings – All framed buildings higher than 12m in Zones IV and V and those greater than
40m in height in Zones 11 and III.
The analytical model for dynamic analysis of buildings with unusual configuration should be such that it
adequately models the types of irregularities present in the building configuration. Buildings with plan
irregularities cannot be modelled for dynamic analysis.
For irregular buildings, lesser than 40 m in height in Zones 11and III, dynamic analysis, even though not
mandatory, is recommended. Dynamic analysis may be performed either by the Time History Method or
by the Response Spectrum Method. However, in either method, the design base shear (VB) shall be
compared with abase shear (VB)
Time History Method-
Time history method of analysis shall be based on an appropriate ground motion and shall be performed
using accepted principles of dynamics.
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T=.09H/√D
Where,
h= Height of building
d= Base dimension of the building at the plinth level, in m, along the considered direction of the lateral
force.
Distribution of Design Force
Vertical Distribution of Base Shear to Different Floor Level
The design base shear (V) shall be distributed along the height of the building as per the following
expression:
Qi=Design lateral force at floor i,
Wi=Seismic weight of floor i,
hi=Height of floor i measured from base, and
n=Number of storeys in the building is the number of levels at which the masses are located.
Distribution of Horizontal Design Lateral Force to Different Lateral Force Resisting Elements in case of
buildings whose floors are capable of providing rigid horizontal diaphragm action, the total shear in any
horizontal plane shall be distributed to the various vertical elements of lateral force resisting system,
assuming the floors to be infinitely rigid in the horizontal plane. In case of building whose floor
diaphragms can not be treated as infinitely rigid in their own plane, the lateral shear at each floor shall be
distributed to the vertical elements resisting the lateral forces, considering the in-plane flexibility of the
diagram.
Dynamic Analysis-
Dynamic analysis shall be performed to obtain the design seismic force, and its distribution to different
levels along the height of the building and to the various lateral load resisting elements, for the following
Buildings:
a) Regular buildings -Those greater than 40 m in height in Zones IV and V and those Greater than 90 m
in height in Zones II and 111.
b) Irregular buildings – All framed buildings higher than 12m in Zones IV and V and those greater than
40m in height in Zones 11 and III.
The analytical model for dynamic analysis of buildings with unusual configuration should be such that it
adequately models the types of irregularities present in the building configuration. Buildings with plan
irregularities cannot be modelled for dynamic analysis.
For irregular buildings, lesser than 40 m in height in Zones 11and III, dynamic analysis, even though not
mandatory, is recommended. Dynamic analysis may be performed either by the Time History Method or
by the Response Spectrum Method. However, in either method, the design base shear (VB) shall be
compared with abase shear (VB)
Time History Method-
Time history method of analysis shall be based on an appropriate ground motion and shall be performed
using accepted principles of dynamics.
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LOAD COMBINATIONS:
All the load cases are tested by taking load factors and analyzing the building in different
load combination as per IS456 and analyzed the building for all the load combinations and
results are taken and maximum load combination is selected for the design
Load factors as per IS456-2000
Live load Dead load Wind load
1.5 1.5 0
1.2 1.2 1.2
0.9 0.9 0.9
When the building is designed for both wind and seismic loads maximum of both is taken because
wind and seismic do not come at same time as per code.
Structure is analyzed by taking all the above combinations.
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LOAD COMBINATIONS:
All the load cases are tested by taking load factors and analyzing the building in different
load combination as per IS456 and analyzed the building for all the load combinations and
results are taken and maximum load combination is selected for the design
Load factors as per IS456-2000
Live load Dead load Wind load
1.5 1.5 0
1.2 1.2 1.2
0.9 0.9 0.9
When the building is designed for both wind and seismic loads maximum of both is taken because
wind and seismic do not come at same time as per code.
Structure is analyzed by taking all the above combinations.
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CHAPTER-5
BEAMS
Beams transfer load from slabs to columns. Beams are designed for bending.
In general we have two types of beam: single and double. Similar to columns geometry and
perimeters of the beams are assigned. Design beam command is assigned and analysis is carried out,
now reinforcement details are taken.
5.1 Beam design:
A reinforced concrete beam should be able to resist tensile, compressive and shear stress induced in
it by loads on the beam.There are three types of reinforeced concrete beams
1.) single reinforced beams
2.) double reinforced concrete
3.) flanged beams
5.1.1 Singly reinforced beams:
In singly reinforced simply supported beams steel bars are placed near the bottom of the
beam where they are more effective in resisting in the tensile bending stress. I cantilever beams
reinforcing bars placed near the top of the beam, for the same reason as in the case of simply
supported beam.
5.1.2 Doubly reinforced concrete beams:
It is reinforced under compression tension regions.The necessity of steel of compression
region arises due to two reasons. When depth of beam is restricted.The strength availability singly
reinforced beam is in adequate. At a support of continuous beam where bending moment changes
sign such as situation may also arise in design of a beam circular in plan.
Figure shows the bottom and top reinforcement details at three different sections.These calculations
are interpreted manually.
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CHAPTER-5
BEAMS
Beams transfer load from slabs to columns. Beams are designed for bending.
In general we have two types of beam: single and double. Similar to columns geometry and
perimeters of the beams are assigned. Design beam command is assigned and analysis is carried out,
now reinforcement details are taken.
5.1 Beam design:
A reinforced concrete beam should be able to resist tensile, compressive and shear stress induced in
it by loads on the beam.There are three types of reinforeced concrete beams
1.) single reinforced beams
2.) double reinforced concrete
3.) flanged beams
5.1.1 Singly reinforced beams:
In singly reinforced simply supported beams steel bars are placed near the bottom of the
beam where they are more effective in resisting in the tensile bending stress. I cantilever beams
reinforcing bars placed near the top of the beam, for the same reason as in the case of simply
supported beam.
5.1.2 Doubly reinforced concrete beams:
It is reinforced under compression tension regions.The necessity of steel of compression
region arises due to two reasons. When depth of beam is restricted.The strength availability singly
reinforced beam is in adequate. At a support of continuous beam where bending moment changes
sign such as situation may also arise in design of a beam circular in plan.
Figure shows the bottom and top reinforcement details at three different sections.These calculations
are interpreted manually.
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BEAM PLAN WITH NUMBERING
B E A M N O. 1058 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 258.07 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 258.07 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT 720.0 mm AWAY FROM START SUPPORT
VY = 40.33 MX = 1.23 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
SHEAR DESIGN RESULTS AT 720.0 mm AWAY FROM END SUPPORT
VY = -35.78 MX = 1.23 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
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BEAM PLAN WITH NUMBERING
B E A M N O. 1058 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 258.07 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 258.07 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT 720.0 mm AWAY FROM START SUPPORT
VY = 40.33 MX = 1.23 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
SHEAR DESIGN RESULTS AT 720.0 mm AWAY FROM END SUPPORT
VY = -35.78 MX = 1.23 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
25-Feb-14
Page 39 of 85
Page 39 of 85
25-Feb-14
Page 40 of 85
B E A M N O. 1110 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 258.07 258.07 258.07 258.07 430.29
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 258.07 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-12í 3-12í3-12í3-12í 4-12í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM START SUPPORT
VY = 29.71 MX = 1.26 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
SHEAR DESIGN RESULTS AT 719.0 mm AWAY FROM END SUPPORT
VY = -63.43 MX = 1.26 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
Page 40 of 85
B E A M N O. 1110 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 258.07 258.07 258.07 258.07 430.29
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 258.07 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-12í 3-12í3-12í3-12í 4-12í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM START SUPPORT
VY = 29.71 MX = 1.26 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
SHEAR DESIGN RESULTS AT 719.0 mm AWAY FROM END SUPPORT
VY = -63.43 MX = 1.26 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
25-Feb-14
Page 41 of 85
B E A M N O. 1059 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 395.02 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 258.07 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
-----------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-16í 3-16í3-16í3-16í3-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
Page 41 of 85
B E A M N O. 1059 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 395.02 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 258.07 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
-----------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-16í 3-16í3-16í3-16í3-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
25-Feb-14
Page 42 of 85
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 717.0 mm AWAY FROM START SUPPORT
VY = 49.64 MX = -0.48 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
SHEAR DESIGN RESULTS AT 567.0 mm AWAY FROM END SUPPORT
VY = -28.51 MX = -0.48 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
Page 42 of 85
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 717.0 mm AWAY FROM START SUPPORT
VY = 49.64 MX = -0.48 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
SHEAR DESIGN RESULTS AT 567.0 mm AWAY FROM END SUPPORT
VY = -28.51 MX = -0.48 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
25-Feb-14
Page 43 of 85
B E A M N O. 1062 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 623.49 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 258.07 258.07 258.07 281.73 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-20í 3-20í3-20í3-20í3-20í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 565.0 mm AWAY FROM START SUPPORT
VY = 65.45 MX = -10.85 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
SHEAR DESIGN RESULTS AT 720.0 mm AWAY FROM END SUPPORT
VY = -7.07 MX = -10.85 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
Page 43 of 85
B E A M N O. 1062 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3000.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 623.49 258.07 258.07 258.07 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 258.07 258.07 258.07 281.73 258.07
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-20í 3-20í3-20í3-20í3-20í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 4-10í 4-10í4-10í4-10í4-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 565.0 mm AWAY FROM START SUPPORT
VY = 65.45 MX = -10.85 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
SHEAR DESIGN RESULTS AT 720.0 mm AWAY FROM END SUPPORT
VY = -7.07 MX = -10.85 LD= 12
Provide 2 Legged 8í @ 165 mm c/c
25-Feb-14
Page 44 of 85
B E A M N O. 1203 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4800.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1200.0 mm 2400.0 mm 3600.0 mm 4800.0 mm
----------------------------------------------------------------------------
TOP 256.23 256.23 256.23 256.23 1365.30
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 255.00 797.81 816.62 255.00 255.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 1200.0 mm 2400.0 mm 3600.0 mm 4800.0 mm
----------------------------------------------------------------------------
TOP 3-16í 3-16í3-16í3-16í 7-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s)
BOTTOM 3-20í 3-20í3-20í3-20í3-20í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 562.4 mm AWAY FROM END SUPPORT
Page 44 of 85
B E A M N O. 1203 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4800.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1200.0 mm 2400.0 mm 3600.0 mm 4800.0 mm
----------------------------------------------------------------------------
TOP 256.23 256.23 256.23 256.23 1365.30
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 255.00 797.81 816.62 255.00 255.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 1200.0 mm 2400.0 mm 3600.0 mm 4800.0 mm
----------------------------------------------------------------------------
TOP 3-16í 3-16í3-16í3-16í 7-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s)
BOTTOM 3-20í 3-20í3-20í3-20í3-20í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c @ 165 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 562.4 mm AWAY FROM END SUPPORT
25-Feb-14
Page 45 of 85
VY = -151.71 MX = 0.27 LD= 12
Provide 2 Legged 8í @ 155 mm c/c
Page 45 of 85
VY = -151.71 MX = 0.27 LD= 12
Provide 2 Legged 8í @ 155 mm c/c
25-Feb-14
Page 46 of 85
CHAPTER 6
COLUMNS
A column or strut is a compression member, which is used primary to support axial
compressive loads and with a height of at least three it is least lateral dimension.
A reinforced concrete column is said to be subjected to axially loaded when line of the
resultant thrust of loads supported by column is coincident with the line of C.G 0f the column I the
longitudinal direction.
Positioning of columns:
Some of the guiding principles which help the positioning of the columns are as follows:-
A) Columns should be preferably located at or near the corners of the building and at the
intersection of the wall, but for the columns on the property line as the following
requirements some area beyond the column, the column can be shifted inside along
across wall to provide the required area for the footing with in the property
line.alternatively a combined or a strap footing may be provided.
B) The spacing between the column is governed by the lamination on spans of supported
beams, as the spanning of the column decides the the span of the beam. As the span
of the of the beam increases, the depth of the beam, and hence the self weight of the
beam and the total.
Effective length:
The effective length of the column is defined as the length between the points of
contraflexure of the buckled column. The code has given certain values of the effective length for
normal usage assuming idealized and conditions shown in appendix D of IS - 456(table 24)
A column may be classified based as follows based on the type of loading:
1) Axially loaded column
2) A column subjected to axial load and uneasily bending
3) A column subjected to axial load and biaxial bending.
6.2 Axially loaded columns:
All compression members are to be designed for a minimum eccentricity of load into
principal directions. In practice, a truly axially loaded column is rare ,if not nonexistent. Therefore,
every column should be designed for a minimum eccentricity .clause 22.4 of IS code
Page 46 of 85
CHAPTER 6
COLUMNS
A column or strut is a compression member, which is used primary to support axial
compressive loads and with a height of at least three it is least lateral dimension.
A reinforced concrete column is said to be subjected to axially loaded when line of the
resultant thrust of loads supported by column is coincident with the line of C.G 0f the column I the
longitudinal direction.
Positioning of columns:
Some of the guiding principles which help the positioning of the columns are as follows:-
A) Columns should be preferably located at or near the corners of the building and at the
intersection of the wall, but for the columns on the property line as the following
requirements some area beyond the column, the column can be shifted inside along
across wall to provide the required area for the footing with in the property
line.alternatively a combined or a strap footing may be provided.
B) The spacing between the column is governed by the lamination on spans of supported
beams, as the spanning of the column decides the the span of the beam. As the span
of the of the beam increases, the depth of the beam, and hence the self weight of the
beam and the total.
Effective length:
The effective length of the column is defined as the length between the points of
contraflexure of the buckled column. The code has given certain values of the effective length for
normal usage assuming idealized and conditions shown in appendix D of IS - 456(table 24)
A column may be classified based as follows based on the type of loading:
1) Axially loaded column
2) A column subjected to axial load and uneasily bending
3) A column subjected to axial load and biaxial bending.
6.2 Axially loaded columns:
All compression members are to be designed for a minimum eccentricity of load into
principal directions. In practice, a truly axially loaded column is rare ,if not nonexistent. Therefore,
every column should be designed for a minimum eccentricity .clause 22.4 of IS code
25-Feb-14
Page 47 of 85
E min=(L/500)+(D/300) ,subjected to a minimum of 200 mm.
Where L is the unsupported length of the column (see 24.1.3 of the code for definition unsupported
length) and D is the lateral dimension of the column in the direction under the consideration.
6.2.1 Axial load and uniaxial bending:
A member subjected to axial force and bending shall be designed on the basis of
1) The maximum compressive strength in concrete in axial compression is taken as 0.002
2) The maximum compressive strength at the highly compressed extreme fiber in concrete
subjected to highly compression and when there is no tension on the section shall be 0.0035-
0.75 times the strain at least compressed extreme fiber.
Design charts for combined axial compression and bending are in the form of
intersection diagram in which curves for Pu/fckbD verses Mu/fck bD2 are plotted for different
values of p/fck where p is reinforcement percentage.
6.2.2 Axial load and biaxial bending:
The resistance of a member subjected to axial force and biaxial bending shall be obtained on the
basis of assumptions given in 38.1 and 38.2 with neutral axis so chosen as to satisfy the equilibrium
of load and moment about two weeks.
Alternatively such members may be designed by the following equation:
(Mux/ Muy)αn +(Muy/ Muy1)αn<=1.0
Mux&Muy=moment about x and Y axis due to design loads
Mux1&Muy1=maximum uniaxial moment capacity for an axial load of Pu bending about x and y
axis respectively.
αn is related to Pu/puz
puz=0.45*fck*Ac+0.75*fy*Asc
For values of pu/Puz=0.2 to 0.8, the values of αn vary linearly from 1.0 to 2.0 for values less than
0.2, αn is values greater than 0.8 , αn is 2.0
The main duty of column is to transfer the load to the soil safely.columns are designed for
compression and moment. The cross section of the column generally increase from one floor to
another floor due to the addition of both live and dead load from the top floors. Also the amount if
load depends on number of beams the columns is connected to. As beam transfer half of the load to
each column it is connected.
6.3 Column design:
A column may be defined as an element used primary to support axial compressive loads and
with a height of a least three times its lateral dimension. The strength of column depends upon the
strength of materials, shape and size of cross section, length and degree of proportional and
dedicational restrains at its ends.
Page 47 of 85
E min=(L/500)+(D/300) ,subjected to a minimum of 200 mm.
Where L is the unsupported length of the column (see 24.1.3 of the code for definition unsupported
length) and D is the lateral dimension of the column in the direction under the consideration.
6.2.1 Axial load and uniaxial bending:
A member subjected to axial force and bending shall be designed on the basis of
1) The maximum compressive strength in concrete in axial compression is taken as 0.002
2) The maximum compressive strength at the highly compressed extreme fiber in concrete
subjected to highly compression and when there is no tension on the section shall be 0.0035-
0.75 times the strain at least compressed extreme fiber.
Design charts for combined axial compression and bending are in the form of
intersection diagram in which curves for Pu/fckbD verses Mu/fck bD2 are plotted for different
values of p/fck where p is reinforcement percentage.
6.2.2 Axial load and biaxial bending:
The resistance of a member subjected to axial force and biaxial bending shall be obtained on the
basis of assumptions given in 38.1 and 38.2 with neutral axis so chosen as to satisfy the equilibrium
of load and moment about two weeks.
Alternatively such members may be designed by the following equation:
(Mux/ Muy)αn +(Muy/ Muy1)αn<=1.0
Mux&Muy=moment about x and Y axis due to design loads
Mux1&Muy1=maximum uniaxial moment capacity for an axial load of Pu bending about x and y
axis respectively.
αn is related to Pu/puz
puz=0.45*fck*Ac+0.75*fy*Asc
For values of pu/Puz=0.2 to 0.8, the values of αn vary linearly from 1.0 to 2.0 for values less than
0.2, αn is values greater than 0.8 , αn is 2.0
The main duty of column is to transfer the load to the soil safely.columns are designed for
compression and moment. The cross section of the column generally increase from one floor to
another floor due to the addition of both live and dead load from the top floors. Also the amount if
load depends on number of beams the columns is connected to. As beam transfer half of the load to
each column it is connected.
6.3 Column design:
A column may be defined as an element used primary to support axial compressive loads and
with a height of a least three times its lateral dimension. The strength of column depends upon the
strength of materials, shape and size of cross section, length and degree of proportional and
dedicational restrains at its ends.
25-Feb-14
Page 48 of 85
A column may be classify based on deferent criteria such as
1.) shape of the section
2.) slenderness ratio(A=L+D)
3.) type of loading, land
4.) pattern of lateral reinforcement.
The ratio of effective column length to least lateral dimension is released to as slenderness ratio.
In our structure we have 3 types of columns.
Column with beams on two sides
Columns with beams on three sides
Columns with beams on four sides
M N N O. 1044 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3400.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 1 END JOINT: 449 TENSION COLUMN
REQD. STEEL AREA : 1440.00 Sq.mm.
REQD. CONCRETE AREA: 178560.00 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.89%, 1608.50 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)
----------------------------------------------------------
Puz : 2055.24 Muz1 : 128.73 Muy1 : 57.41
INTERACTION RATIO: 0.08 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)
----------------------------------------------------------
WORST LOAD CASE: 2
END JOINT: 515 Puz : 2106.17 Muz : 147.00 Muy : 64.58 IR: 0.30
Page 48 of 85
A column may be classify based on deferent criteria such as
1.) shape of the section
2.) slenderness ratio(A=L+D)
3.) type of loading, land
4.) pattern of lateral reinforcement.
The ratio of effective column length to least lateral dimension is released to as slenderness ratio.
In our structure we have 3 types of columns.
Column with beams on two sides
Columns with beams on three sides
Columns with beams on four sides
M N N O. 1044 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3400.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 1 END JOINT: 449 TENSION COLUMN
REQD. STEEL AREA : 1440.00 Sq.mm.
REQD. CONCRETE AREA: 178560.00 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.89%, 1608.50 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)
----------------------------------------------------------
Puz : 2055.24 Muz1 : 128.73 Muy1 : 57.41
INTERACTION RATIO: 0.08 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)
----------------------------------------------------------
WORST LOAD CASE: 2
END JOINT: 515 Puz : 2106.17 Muz : 147.00 Muy : 64.58 IR: 0.30
25-Feb-14
Page 49 of 85
C O L U M N N O. 994 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3400.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 3 END JOINT: 399 TENSION COLUMN
REQD. STEEL AREA : 1440.00 Sq.mm.
REQD. CONCRETE AREA: 178560.00 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.89%, 1608.50 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS -MET)
----------------------------------------------------------
Puz : 2055.24 Muz1 : 132.12 Muy1 : 58.94
INTERACTION RATIO: 0.49 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS -MET)
----------------------------------------------------------
WORST LOAD CASE: 3
END JOINT: 465 Puz : 2106.17 Muz : 148.29 Muy : 65.12 IR: 0.49
Page 49 of 85
C O L U M N N O. 994 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3400.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 3 END JOINT: 399 TENSION COLUMN
REQD. STEEL AREA : 1440.00 Sq.mm.
REQD. CONCRETE AREA: 178560.00 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.89%, 1608.50 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS -MET)
----------------------------------------------------------
Puz : 2055.24 Muz1 : 132.12 Muy1 : 58.94
INTERACTION RATIO: 0.49 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS -MET)
----------------------------------------------------------
WORST LOAD CASE: 3
END JOINT: 465 Puz : 2106.17 Muz : 148.29 Muy : 65.12 IR: 0.49
25-Feb-14
Page 50 of 85
Page 50 of 85
25-Feb-14
Page 51 of 85
C O L U M N N O. 1004 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3400.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 40.0 mm
REQD. STEEL AREA : 1440.00 Sq.mm.
REQD. CONCRETE AREA: 178560.00 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.89%, 1608.50 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS -MET)
----------------------------------------------------------
Puz : 2055.24 Muz1 : 131.02 Muy1 : 58.44
INTERACTION RATIO: 0.29 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS -MET)
----------------------------------------------------------
WORST LOAD CASE: 12
END JOINT: 475 Puz : 2106.17 Muz : 177.95 Muy : 77.94 IR: 0.36
Page 51 of 85
C O L U M N N O. 1004 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3400.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 40.0 mm
REQD. STEEL AREA : 1440.00 Sq.mm.
REQD. CONCRETE AREA: 178560.00 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.89%, 1608.50 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS -MET)
----------------------------------------------------------
Puz : 2055.24 Muz1 : 131.02 Muy1 : 58.44
INTERACTION RATIO: 0.29 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS -MET)
----------------------------------------------------------
WORST LOAD CASE: 12
END JOINT: 475 Puz : 2106.17 Muz : 177.95 Muy : 77.94 IR: 0.36
25-Feb-14
Page 52 of 85
C O L U M N N O. 1033 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3400.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 3 END JOINT: 438 TENSION COLUMN
REQD. STEEL AREA : 1440.00 Sq.mm.
REQD. CONCRETE AREA: 178560.00 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.89%, 1608.50 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c
Puz : 2055.24 Muz1 : 131.72 Muy1 : 58.76
INTERACTION RATIO: 0.31 (as per Cl. 39.6, IS456:2000)
WORST LOAD CASE: 4
END JOINT: 504 Puz : 2106.17 Muz : 147.77 Muy : 64.90 IR: 0.54
Page 52 of 85
C O L U M N N O. 1033 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 3400.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 3 END JOINT: 438 TENSION COLUMN
REQD. STEEL AREA : 1440.00 Sq.mm.
REQD. CONCRETE AREA: 178560.00 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.89%, 1608.50 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c
Puz : 2055.24 Muz1 : 131.72 Muy1 : 58.76
INTERACTION RATIO: 0.31 (as per Cl. 39.6, IS456:2000)
WORST LOAD CASE: 4
END JOINT: 504 Puz : 2106.17 Muz : 147.77 Muy : 64.90 IR: 0.54
25-Feb-14
Page 53 of 85
CHAPTER 7
SLABS
7.1 Slab design:
Slab is plate elements forming floor and roofs of buildings carrying distributed loads
primarily by flexure.
One way slab:
One way slab are those in which the length is more than twice the breadth it can be simply
supported beam or continuous beam.
Two way slab:
When slabs are supported to four sides two ways spanning action occurs.Such as slab are
simply supported on any or continuous or all sides the deflections and bending moments are
considerably reduces as compared to those in one way slab.
Checks:
There is no need to check serviceability conditions, because design satisfying the span for depth
ratio.
a.) Simply supported slab
b.) Continuous beam
Page 53 of 85
CHAPTER 7
SLABS
7.1 Slab design:
Slab is plate elements forming floor and roofs of buildings carrying distributed loads
primarily by flexure.
One way slab:
One way slab are those in which the length is more than twice the breadth it can be simply
supported beam or continuous beam.
Two way slab:
When slabs are supported to four sides two ways spanning action occurs.Such as slab are
simply supported on any or continuous or all sides the deflections and bending moments are
considerably reduces as compared to those in one way slab.
Checks:
There is no need to check serviceability conditions, because design satisfying the span for depth
ratio.
a.) Simply supported slab
b.) Continuous beam
25-Feb-14
Page 54 of 85
Fig 7.1.a Diagrams of slab deflection in one way and two way slabs
Following figures shows the load distributions in two slabs.
Page 54 of 85
Fig 7.1.a Diagrams of slab deflection in one way and two way slabs
Following figures shows the load distributions in two slabs.
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Fig 7.1.b A Diagram of load distribution of one way and two way slabs
Slabs are designed for deflection. Slabs are designed based on yield theory
This diagram shows the distribution of loads in two slabs.
Figure 7.1.c Distribution of loads in two slabs
In order to design a slab we have to create a plate by selecting a plate cursor. Now select the
members to form slab and use form slab button. Now give the thickness of plate as 0.12 m. Now
similar to the above designs give the parameters based on code and assign design slab command and
select the plates and assign commands to it. After analysis is carried out go to advanced slab design
page and collect the reinforcement details of the slab.
Page 55 of 85
Fig 7.1.b A Diagram of load distribution of one way and two way slabs
Slabs are designed for deflection. Slabs are designed based on yield theory
This diagram shows the distribution of loads in two slabs.
Figure 7.1.c Distribution of loads in two slabs
In order to design a slab we have to create a plate by selecting a plate cursor. Now select the
members to form slab and use form slab button. Now give the thickness of plate as 0.12 m. Now
similar to the above designs give the parameters based on code and assign design slab command and
select the plates and assign commands to it. After analysis is carried out go to advanced slab design
page and collect the reinforcement details of the slab.
25-Feb-14
Page 56 of 85
Slabs are also designed as per IS456-2000
SLAB REPORT:
ELEMENT DESIGN SUMMARY
----------------------
ELEMENT LONG. REINF MOM-X /LOAD TRANS. REINF MOM-Y /LOAD
(SQ.MM/ME) (KN-M/M) (SQ.MM/ME) (KN-M/M)
1222 TOP : 168. 2.66 / 4 168. 4.77 / 4
BOTT: 168. -2.66 / 2 168. -4.77 / 2
1225 TOP : 379. 18.05 / 2 168. 6.93 / 2
BOTT: 379. -18.05 / 4 168. -6.93 / 4
1226 TOP : 168. 3.24 / 2 168. 5.81 / 2
BOTT: 168. -5.81 / 12 168. -5.81 / 4
1227 TOP : 168. 3.07 / 4 168. 5.46 / 4
BOTT: 168. -3.07 / 2 168. -5.46 / 2
1230 TOP : 409. 19.42 / 2 168. 7.48 / 2
BOTT: 409. -19.42 / 4 168. -7.48 / 4
1231 TOP : 168. 3.46 / 2 168. 6.26 / 2
BOTT: 168. -6.04 / 12 168. -6.26 / 4
BOTT: 120. -0.36 / 3 120. -0.47 / 4
1293 TOP : 120. 0.34 / 1 120. 0.46 / 2
BOTT: 120. -0.34 / 3 120. -0.46 / 4
1294 TOP : 120. 0.30 / 1 120. 0.41 / 2
BOTT: 120. -0.30 / 3 120. -0.41 / 4
1295 TOP : 120. 0.21 / 1 120. 0.32 / 2
BOTT: 120. -0.21 / 3 120. -0.32 / 4
1296 TOP : 120. 0.20 / 1 120. 0.28 / 2
BOTT: 120. -0.20 / 3 120. -0.28 / 4
Page 56 of 85
Slabs are also designed as per IS456-2000
SLAB REPORT:
ELEMENT DESIGN SUMMARY
----------------------
ELEMENT LONG. REINF MOM-X /LOAD TRANS. REINF MOM-Y /LOAD
(SQ.MM/ME) (KN-M/M) (SQ.MM/ME) (KN-M/M)
1222 TOP : 168. 2.66 / 4 168. 4.77 / 4
BOTT: 168. -2.66 / 2 168. -4.77 / 2
1225 TOP : 379. 18.05 / 2 168. 6.93 / 2
BOTT: 379. -18.05 / 4 168. -6.93 / 4
1226 TOP : 168. 3.24 / 2 168. 5.81 / 2
BOTT: 168. -5.81 / 12 168. -5.81 / 4
1227 TOP : 168. 3.07 / 4 168. 5.46 / 4
BOTT: 168. -3.07 / 2 168. -5.46 / 2
1230 TOP : 409. 19.42 / 2 168. 7.48 / 2
BOTT: 409. -19.42 / 4 168. -7.48 / 4
1231 TOP : 168. 3.46 / 2 168. 6.26 / 2
BOTT: 168. -6.04 / 12 168. -6.26 / 4
BOTT: 120. -0.36 / 3 120. -0.47 / 4
1293 TOP : 120. 0.34 / 1 120. 0.46 / 2
BOTT: 120. -0.34 / 3 120. -0.46 / 4
1294 TOP : 120. 0.30 / 1 120. 0.41 / 2
BOTT: 120. -0.30 / 3 120. -0.41 / 4
1295 TOP : 120. 0.21 / 1 120. 0.32 / 2
BOTT: 120. -0.21 / 3 120. -0.32 / 4
1296 TOP : 120. 0.20 / 1 120. 0.28 / 2
BOTT: 120. -0.20 / 3 120. -0.28 / 4
25-Feb-14
Page 57 of 85
Page 57 of 85
25-Feb-14
Page 58 of 85
1323 TOP : 120. 0.15 / 1 120. 0.25 / 11
BOTT: 120. -0.15 / 3 120. -0.05 / 1
1324 TOP : 120. 0.14 / 1 120. 0.32 / 11
BOTT: 120. -0.14 / 3 120. -0.06 / 1
1325 TOP : 120. 0.13 / 12 120. 0.37 / 11
BOTT: 120. -0.12 / 3 120. -0.07 / 1
1326 TOP : 120. 0.13 / 12 120. 0.40 / 11
BOTT: 120. -0.08 / 3 120. -0.07 / 1
1327 TOP : 120. 0.22 / 12 120. 0.52 / 11
BOTT: 120. -0.08 / 3 120. -0.10 / 1
1329 TOP : 120. 0.38 / 1 120. 0.09 / 1
BOTT: 120. -0.38 / 3 120. -0.09 / 3
1330 TOP : 120. 0.38 / 1 120. 0.15 / 11
BOTT: 120. -0.38 / 3 120. -0.09 / 3
1331 TOP : 120. 0.35 / 1 120. 0.22 / 11
BOTT: 120. -0.35 / 3 120. -0.09 / 3
Page 58 of 85
1323 TOP : 120. 0.15 / 1 120. 0.25 / 11
BOTT: 120. -0.15 / 3 120. -0.05 / 1
1324 TOP : 120. 0.14 / 1 120. 0.32 / 11
BOTT: 120. -0.14 / 3 120. -0.06 / 1
1325 TOP : 120. 0.13 / 12 120. 0.37 / 11
BOTT: 120. -0.12 / 3 120. -0.07 / 1
1326 TOP : 120. 0.13 / 12 120. 0.40 / 11
BOTT: 120. -0.08 / 3 120. -0.07 / 1
1327 TOP : 120. 0.22 / 12 120. 0.52 / 11
BOTT: 120. -0.08 / 3 120. -0.10 / 1
1329 TOP : 120. 0.38 / 1 120. 0.09 / 1
BOTT: 120. -0.38 / 3 120. -0.09 / 3
1330 TOP : 120. 0.38 / 1 120. 0.15 / 11
BOTT: 120. -0.38 / 3 120. -0.09 / 3
1331 TOP : 120. 0.35 / 1 120. 0.22 / 11
BOTT: 120. -0.35 / 3 120. -0.09 / 3
25-Feb-14
Page 59 of 85
1332 TOP : 120. 0.30 / 1 120. 0.26 / 11
BOTT: 120. -0.30 / 3 120. -0.08 / 3
1333 TOP : 120. 0.21 / 1 120. 0.29 / 11
BOTT: 120. -0.21 / 3 120. -0.06 / 3
1334 TOP : 120. 0.13 / 1 120. 0.39 / 11
BOTT: 120. -0.13 / 3 120. -0.07 / 4
1336 TOP : 120. 0.15 / 11 120. 0.01 / 11
BOTT: 120. -0.04 / 4 120. -0.02 / 12
1337 TOP : 120. 0.20 / 11 120. 0.08 / 11
BOTT: 120. -0.04 / 4 120. -0.02 / 4
1394 TOP : 120. 0.34 / 1 120. 0.38 / 4
BOTT: 120. -0.34 / 3 120. -0.38 / 2
1395 TOP : 120. 0.29 / 1 120. 0.34 / 4
BOTT: 120. -0.29 / 3 120. -0.34 / 2
CHAPTER 8
FOOTINGS
Foundations are structural elements that transfer loads from the building or individual
column to the earth .If these loads are to be properly transmitted, foundations must be designed
to prevent excessive settlement or rotation, to minimize differential settlement and to provide
adequate safety against sliding and overturning.
BEARING CAPACITY OF SOIL:
The size foundation depends on permissible bearing capacity of soil. The total load per unit
area under the footing must be less than the permissible bearing capacity of soil to the
excessive settlements.
8.1 Foundation design:
Foundations are structure elements that transfer loads from building or individual column to
earth this loads are to be properly transmitted foundations must be designed to prevent excessive
settlement are rotation to minimize differential settlements and to provide adequate safety isolated
footings for multi storey buildings. These may be square rectangle are circular in plan that the choice
of type of foundation to be used in a given situation depends on a number of factors.
1.) Bearing capacity of soil
2.) Type of structure
3.) Type of loads
Page 59 of 85
1332 TOP : 120. 0.30 / 1 120. 0.26 / 11
BOTT: 120. -0.30 / 3 120. -0.08 / 3
1333 TOP : 120. 0.21 / 1 120. 0.29 / 11
BOTT: 120. -0.21 / 3 120. -0.06 / 3
1334 TOP : 120. 0.13 / 1 120. 0.39 / 11
BOTT: 120. -0.13 / 3 120. -0.07 / 4
1336 TOP : 120. 0.15 / 11 120. 0.01 / 11
BOTT: 120. -0.04 / 4 120. -0.02 / 12
1337 TOP : 120. 0.20 / 11 120. 0.08 / 11
BOTT: 120. -0.04 / 4 120. -0.02 / 4
1394 TOP : 120. 0.34 / 1 120. 0.38 / 4
BOTT: 120. -0.34 / 3 120. -0.38 / 2
1395 TOP : 120. 0.29 / 1 120. 0.34 / 4
BOTT: 120. -0.29 / 3 120. -0.34 / 2
CHAPTER 8
FOOTINGS
Foundations are structural elements that transfer loads from the building or individual
column to the earth .If these loads are to be properly transmitted, foundations must be designed
to prevent excessive settlement or rotation, to minimize differential settlement and to provide
adequate safety against sliding and overturning.
BEARING CAPACITY OF SOIL:
The size foundation depends on permissible bearing capacity of soil. The total load per unit
area under the footing must be less than the permissible bearing capacity of soil to the
excessive settlements.
8.1 Foundation design:
Foundations are structure elements that transfer loads from building or individual column to
earth this loads are to be properly transmitted foundations must be designed to prevent excessive
settlement are rotation to minimize differential settlements and to provide adequate safety isolated
footings for multi storey buildings. These may be square rectangle are circular in plan that the choice
of type of foundation to be used in a given situation depends on a number of factors.
1.) Bearing capacity of soil
2.) Type of structure
3.) Type of loads
25-Feb-14
Page 60 of 85
4.) Permissible differential settlements
5.) economy
A footing is the bottom most part of the structure and last member to transfer the load. In
order to design footings we used staad foundation software.
These are the types of foundations the software can deal.
Shallow (D<B)
1. Isolated (Spread) Footing
2.Combined (Strip) Footing
3.Mat (Raft) Foundation
Deep (D>B)
1.Pile Cap
2. Driller Pier
The advantage of this software is even after the analysis of staad we can update the following
properties if required.
The following Parameters can be updated:
Column Position
Column Shape
Column Size
Load Cases
After the analysis of structure at first we has to import the reactions of the columns from staad
pro using import button.
After importing the reactions in the staad foundation the following input data is required
regarding materials, Soil type, Type of foundation, safety factors.
Type of foundation : ISOLATED.
Unit weight of concrete :25kn/m^3
Minimum bar spacing :50mm
Maximum bar spacing :500mm
Strength of concrete :20 N/mm^2
Yield strength of steel :415 n/mm^2
Minimum bar size :6mm
Maximum bar size :40mm
Bottom clear cover :50mm
Unit weight of soil :22 kn/m^3
Soil bearing capacity :200 kn/m^3
Minimum length :1000mm
Minimum width :1000mm
Minimum thickness :500mm
Maximum length :12000mm
Maximum width :12000mm
Maximum thickness :1500mm
Plan dimension :50mm
Aspect ratio :1
Page 60 of 85
4.) Permissible differential settlements
5.) economy
A footing is the bottom most part of the structure and last member to transfer the load. In
order to design footings we used staad foundation software.
These are the types of foundations the software can deal.
Shallow (D<B)
1. Isolated (Spread) Footing
2.Combined (Strip) Footing
3.Mat (Raft) Foundation
Deep (D>B)
1.Pile Cap
2. Driller Pier
The advantage of this software is even after the analysis of staad we can update the following
properties if required.
The following Parameters can be updated:
Column Position
Column Shape
Column Size
Load Cases
After the analysis of structure at first we has to import the reactions of the columns from staad
pro using import button.
After importing the reactions in the staad foundation the following input data is required
regarding materials, Soil type, Type of foundation, safety factors.
Type of foundation : ISOLATED.
Unit weight of concrete :25kn/m^3
Minimum bar spacing :50mm
Maximum bar spacing :500mm
Strength of concrete :20 N/mm^2
Yield strength of steel :415 n/mm^2
Minimum bar size :6mm
Maximum bar size :40mm
Bottom clear cover :50mm
Unit weight of soil :22 kn/m^3
Soil bearing capacity :200 kn/m^3
Minimum length :1000mm
Minimum width :1000mm
Minimum thickness :500mm
Maximum length :12000mm
Maximum width :12000mm
Maximum thickness :1500mm
Plan dimension :50mm
Aspect ratio :1
25-Feb-14
Page 61 of 85
Safety against friction,
overturning, sliding :0.5,1.5,1.5
After this input various properties of the structure and click on design.
After the analysis detailed calculation of each and every footing is given with plan and elevation
Of footing including the manual calculation.
SHEAR FORCE DIAGRAM:
Page 61 of 85
Safety against friction,
overturning, sliding :0.5,1.5,1.5
After this input various properties of the structure and click on design.
After the analysis detailed calculation of each and every footing is given with plan and elevation
Of footing including the manual calculation.
SHEAR FORCE DIAGRAM:
25-Feb-14
Page 62 of 85
BENDING MOMENT:
Page 62 of 85
BENDING MOMENT:
25-Feb-14
Page 63 of 85
ANALYSIS AND DESIGN IN TERMS OF E-tabs:
Project Report
Model File: design, Revision 0
25-Feb-14
Page 63 of 85
ANALYSIS AND DESIGN IN TERMS OF E-tabs:
Project Report
Model File: design, Revision 0
25-Feb-14
25-Feb-14
Page 64 of 85
Page 64 of 85
25-Feb-14
Page 65 of 85
MEMBER LOAD:
Page 65 of 85
MEMBER LOAD:
25-Feb-14
Page 66 of 85
DEAD LOAD:
LIVE LOAD:
Page 66 of 85
DEAD LOAD:
LIVE LOAD:
25-Feb-14
Page 67 of 85
WIND LOAD:
Indian IS875:1987 Auto Wind Load Calculation
This calculation presents the automatically generated lateral wind loads for load pattern WIND according to Indian
IS875:1987, as calculated by ETABS.
Exposure Param eters
Exposure From = Diaphragms
Structure Class = Class B
Terrain Category = Category 2
Wind Direction = 0;90 degrees
Basic Wind Speed, Vb [IS Fig. 1] V
b=47
meter
sec
Windward Coefficient, Cp,wind C
p,wind=0.8
Leeward Coefficient, Cp,lee C
p,lee=0.5
Top Story = Story7
Bottom Story = Base
Include Parapet = No
Factors and Coefficients
Risk Coefficient, k1 [IS 5.3.1] k
1=1
Topography Factor, k3 [IS 5.3.3] k
3=1
Lateral Loading
Design Wind Speed, Vz [IS 5.3] V
z=V
bk
1k
2k
3 V
z=0
Design Wind Pressure, pz [IS 5.4] p
z=0.6V
z
2
Applied Story Forces
Page 67 of 85
WIND LOAD:
Indian IS875:1987 Auto Wind Load Calculation
This calculation presents the automatically generated lateral wind loads for load pattern WIND according to Indian
IS875:1987, as calculated by ETABS.
Exposure Param eters
Exposure From = Diaphragms
Structure Class = Class B
Terrain Category = Category 2
Wind Direction = 0;90 degrees
Basic Wind Speed, Vb [IS Fig. 1] V
b=47
meter
sec
Windward Coefficient, Cp,wind C
p,wind=0.8
Leeward Coefficient, Cp,lee C
p,lee=0.5
Top Story = Story7
Bottom Story = Base
Include Parapet = No
Factors and Coefficients
Risk Coefficient, k1 [IS 5.3.1] k
1=1
Topography Factor, k3 [IS 5.3.3] k
3=1
Lateral Loading
Design Wind Speed, Vz [IS 5.3] V
z=V
bk
1k
2k
3 V
z=0
Design Wind Pressure, pz [IS 5.4] p
z=0.6V
z
2
Applied Story Forces
25-Feb-14
Page 68 of 85
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 0
Story6 19.5 0 0
Story5 16.1 0 0
Story4 12.7 0 0
Story3 9.3 0 0
Story2 5.9 0 0
Story1 2.5 0 0
Base 0 0 0
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 0
Story6 19.5 0 0
Story5 16.1 0 0
Story4 12.7 0 0
Story3 9.3 0 0
Story2 5.9 0 0
Story1 2.5 0 0
Base 0 0 0
SEISMIC LOAD:
Page 68 of 85
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 0
Story6 19.5 0 0
Story5 16.1 0 0
Story4 12.7 0 0
Story3 9.3 0 0
Story2 5.9 0 0
Story1 2.5 0 0
Base 0 0 0
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 0
Story6 19.5 0 0
Story5 16.1 0 0
Story4 12.7 0 0
Story3 9.3 0 0
Story2 5.9 0 0
Story1 2.5 0 0
Base 0 0 0
SEISMIC LOAD:
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Page 69 of 85
IS1893 2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern SEISMIC -X according
to IS1893 2002, as calculated by ETABS.
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Seismic Zone Factor, Z [IS Table 2] Z=0.36
Response Reduction Factor, R [IS Table 7] R=5
Importance Factor, I [IS Table 6] I=1
Site Type [IS Table 1] = II
Seism ic Response
Spectral Acceleration Coefficient, Sa /g [IS
6.4.5]
S
a
g
=2.5
S
a
g
=2.5
Equivalent Lateral Forces
Seismic Coefficient, Ah [IS 6.4.2]
A
h=
ZI
S
a
g
2R
Calculated Base Shear
Direction
Period
Used
(sec)
W
(kN)
Vb
(kN)
X 0.348 31396.1253 2825.6513
Y 0.392 31396.1253 2825.6513
X + Ecc. Y 0.348 31396.1253 2825.6513
Y + Ecc. X 0.392 31396.1253 2825.6513
X - Ecc. Y 0.348 31396.1253 2825.6513
Y - Ecc. X 0.392 31396.1253 2825.6513
Applied Story Forces
Page 69 of 85
IS1893 2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern SEISMIC -X according
to IS1893 2002, as calculated by ETABS.
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Seismic Zone Factor, Z [IS Table 2] Z=0.36
Response Reduction Factor, R [IS Table 7] R=5
Importance Factor, I [IS Table 6] I=1
Site Type [IS Table 1] = II
Seism ic Response
Spectral Acceleration Coefficient, Sa /g [IS
6.4.5]
S
a
g
=2.5
S
a
g
=2.5
Equivalent Lateral Forces
Seismic Coefficient, Ah [IS 6.4.2]
A
h=
ZI
S
a
g
2R
Calculated Base Shear
Direction
Period
Used
(sec)
W
(kN)
Vb
(kN)
X 0.348 31396.1253 2825.6513
Y 0.392 31396.1253 2825.6513
X + Ecc. Y 0.348 31396.1253 2825.6513
Y + Ecc. X 0.392 31396.1253 2825.6513
X - Ecc. Y 0.348 31396.1253 2825.6513
Y - Ecc. X 0.392 31396.1253 2825.6513
Applied Story Forces
25-Feb-14
Page 70 of 85
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 804.3286 0
Story6 19.5 836.0514 0
Story5 16.1 569.9221 0
Story4 12.7 354.6265 0
Story3 9.3 190.1646 0
Story2 5.9 65.3927 0
Story1 2.5 5.1654 0
Base 0 0 0
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 804.3286
Story6 19.5 0 836.0514
Story5 16.1 0 569.9221
Story4 12.7 0 354.6265
Story3 9.3 0 190.1646
Story2 5.9 0 65.3927
Story1 2.5 0 5.1654
Base 0 0 0
Page 70 of 85
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 804.3286 0
Story6 19.5 836.0514 0
Story5 16.1 569.9221 0
Story4 12.7 354.6265 0
Story3 9.3 190.1646 0
Story2 5.9 65.3927 0
Story1 2.5 5.1654 0
Base 0 0 0
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 804.3286
Story6 19.5 0 836.0514
Story5 16.1 0 569.9221
Story4 12.7 0 354.6265
Story3 9.3 0 190.1646
Story2 5.9 0 65.3927
Story1 2.5 0 5.1654
Base 0 0 0
25-Feb-14
Page 71 of 85
IS1893 2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern SEISMIC Y according to
IS1893 2002, as calculated by ETABS.
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Seismic Zone Factor, Z [IS Table 2] Z=0.36
Response Reduction Factor, R [IS Table 7] R=5
Importance Factor, I [IS Table 6] I=1
Site Type [IS Table 1] = II
Seism ic Response
Spectral Acceleration Coefficient, Sa /g [IS
6.4.5]
S
a
g
=2.5
S
a
g
=2.5
Equivalent Lateral Forces
Seismic Coefficient, Ah [IS 6.4.2]
A
h=
ZI
S
a
g
2R
Calculated Base Shear
Direction
Period
Used
(sec)
W
(kN)
Vb
(kN)
X 0.348 31396.1253 2825.6513
Y 0.392 31396.1253 2825.6513
X + Ecc. Y 0.348 31396.1253 2825.6513
Y + Ecc. X 0.392 31396.1253 2825.6513
X - Ecc. Y 0.348 31396.1253 2825.6513
Y - Ecc. X 0.392 31396.1253 2825.6513
Applied Story Forces
Page 71 of 85
IS1893 2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern SEISMIC Y according to
IS1893 2002, as calculated by ETABS.
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Seismic Zone Factor, Z [IS Table 2] Z=0.36
Response Reduction Factor, R [IS Table 7] R=5
Importance Factor, I [IS Table 6] I=1
Site Type [IS Table 1] = II
Seism ic Response
Spectral Acceleration Coefficient, Sa /g [IS
6.4.5]
S
a
g
=2.5
S
a
g
=2.5
Equivalent Lateral Forces
Seismic Coefficient, Ah [IS 6.4.2]
A
h=
ZI
S
a
g
2R
Calculated Base Shear
Direction
Period
Used
(sec)
W
(kN)
Vb
(kN)
X 0.348 31396.1253 2825.6513
Y 0.392 31396.1253 2825.6513
X + Ecc. Y 0.348 31396.1253 2825.6513
Y + Ecc. X 0.392 31396.1253 2825.6513
X - Ecc. Y 0.348 31396.1253 2825.6513
Y - Ecc. X 0.392 31396.1253 2825.6513
Applied Story Forces
25-Feb-14
Page 72 of 85
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 804.3286 0
Story6 19.5 836.0514 0
Story5 16.1 569.9221 0
Story4 12.7 354.6265 0
Story3 9.3 190.1646 0
Story2 5.9 65.3927 0
Story1 2.5 5.1654 0
Base 0 0 0
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 804.3286
Story6 19.5 0 836.0514
Story5 16.1 0 569.9221
Story4 12.7 0 354.6265
Story3 9.3 0 190.1646
Story2 5.9 0 65.3927
Story1 2.5 0 5.1654
Base 0 0 0
Page 72 of 85
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 804.3286 0
Story6 19.5 836.0514 0
Story5 16.1 569.9221 0
Story4 12.7 354.6265 0
Story3 9.3 190.1646 0
Story2 5.9 65.3927 0
Story1 2.5 5.1654 0
Base 0 0 0
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 804.3286
Story6 19.5 0 836.0514
Story5 16.1 0 569.9221
Story4 12.7 0 354.6265
Story3 9.3 0 190.1646
Story2 5.9 0 65.3927
Story1 2.5 0 5.1654
Base 0 0 0
IS1893 2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern SEISMIC -Y
according to IS1893 2002, as calculated by ETABS.
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Seismic Zone Factor, Z [IS Table 2] Z=0.36
Response Reduction Factor, R [IS Table 7] R=5
Importance Factor, I [IS Table 6] I=1
Site Type [IS Table 1] = II
Seism ic Response
Spectral Acceleration Coefficient, Sa /g [IS
6.4.5]
S
a
g
=2.5
S
a
g
=2.5
Equivalent Lateral Forces
Seismic Coefficient, Ah [IS 6.4.2]
A
h=
ZI
S
a
g
2R
Calculated Base Shear
Direction
Period
Used
(sec)
W
(kN)
Vb
(kN)
X 0.348 31396.1253 2825.6513
Y 0.392 31396.1253 2825.6513
X + Ecc. Y 0.348 31396.1253 2825.6513
Y + Ecc. X 0.392 31396.1253 2825.6513
X - Ecc. Y 0.348 31396.1253 2825.6513
Y - Ecc. X 0.392 31396.1253 2825.6513
Applied Story Forces
This calculation presents the automatically generated lateral seismic loads for load pattern SEISMIC -Y
according to IS1893 2002, as calculated by ETABS.
Direction and Eccentricity
Direction = Multiple
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Factors and Coefficients
Seismic Zone Factor, Z [IS Table 2] Z=0.36
Response Reduction Factor, R [IS Table 7] R=5
Importance Factor, I [IS Table 6] I=1
Site Type [IS Table 1] = II
Seism ic Response
Spectral Acceleration Coefficient, Sa /g [IS
6.4.5]
S
a
g
=2.5
S
a
g
=2.5
Equivalent Lateral Forces
Seismic Coefficient, Ah [IS 6.4.2]
A
h=
ZI
S
a
g
2R
Calculated Base Shear
Direction
Period
Used
(sec)
W
(kN)
Vb
(kN)
X 0.348 31396.1253 2825.6513
Y 0.392 31396.1253 2825.6513
X + Ecc. Y 0.348 31396.1253 2825.6513
Y + Ecc. X 0.392 31396.1253 2825.6513
X - Ecc. Y 0.348 31396.1253 2825.6513
Y - Ecc. X 0.392 31396.1253 2825.6513
Applied Story Forces
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 804.3286 0
Story6 19.5 836.0514 0
Story5 16.1 569.9221 0
Story4 12.7 354.6265 0
Story3 9.3 190.1646 0
Story2 5.9 65.3927 0
Story1 2.5 5.1654 0
Base 0 0 0
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 804.3286
Story6 19.5 0 836.0514
Story5 16.1 0 569.9221
Story4 12.7 0 354.6265
Story3 9.3 0 190.1646
Story2 5.9 0 65.3927
Story1 2.5 0 5.1654
Base 0 0 0
m kN kN
Story7 22.9 804.3286 0
Story6 19.5 836.0514 0
Story5 16.1 569.9221 0
Story4 12.7 354.6265 0
Story3 9.3 190.1646 0
Story2 5.9 65.3927 0
Story1 2.5 5.1654 0
Base 0 0 0
Story Elevation X-Dir Y-Dir
m kN kN
Story7 22.9 0 804.3286
Story6 19.5 0 836.0514
Story5 16.1 0 569.9221
Story4 12.7 0 354.6265
Story3 9.3 0 190.1646
Story2 5.9 0 65.3927
Story1 2.5 0 5.1654
Base 0 0 0
REINFORCEMENT DETAILS:
BEAM
SPA N
LENGT
SECTION SIZ
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEV A T I O N
ID NO. H (LC WIDT DEPT A B C D F G H ZONE A ZONE B ZONE C S
1
2.400 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
3
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
6
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
8CB 1
(428) (42 8 ) TYPE A TYPE A
7
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
9
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
10
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
11
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
12
2.400 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.550 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8CB 2
3
2.200 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.050 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
2.050 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.400 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
3
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
6
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
8CB 3
(428) (42 8 ) TYPE A TYPE A
7
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
9
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
10
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
11
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
12
2.400 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.550 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8CB 4
3
2.200 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.125 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
1.975 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.400 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
3
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
2.700 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
6
2.700 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
8CB 5
(428) (42 8 ) TYPE A TYPE A
7
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
9
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
10
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
11
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
12
2.400 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.400 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(477) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
BEAM
SPA N
LENGT
SECTION SIZ
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEV A T I O N
ID NO. H (LC WIDT DEPT A B C D F G H ZONE A ZONE B ZONE C S
1
2.400 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
3
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
6
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
8CB 1
(428) (42 8 ) TYPE A TYPE A
7
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
9
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
10
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
11
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
12
2.400 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.550 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8CB 2
3
2.200 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.050 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
2.050 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.400 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
3
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
6
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
8CB 3
(428) (42 8 ) TYPE A TYPE A
7
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
9
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
10
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
11
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
12
2.400 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.550 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8CB 4
3
2.200 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.125 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
1.975 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.400 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
2
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
3
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
2.700 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
6
2.700 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
8CB 5
(428) (42 8 ) TYPE A TYPE A
7
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
9
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
10
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
11
2.400 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
12
2.400 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
1
2.400 M
300 MM
450
MM
2-18
- - -
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(477) (42 8 ) TYPE A TYPE A
2
2.550 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
8CB 6
3
2.200 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.050 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
1.900 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
BEAM
SPA N
LENGT
SECTION SI
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEVATION
ID
NO.
WIDT
DEPT A
B
C
D
F
G
H ZONE A
ZONE B
ZONE C
1
2.5 5 0 M
300 MM
450
MM
2-20
1-20
-
-
4-20
-
- 0.637 M
-
5-10 @ 75 MM
-
10 @ 75 MM ELEVATION
3S
(824) (984) TYPE A TYPE A
2
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 100 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8CB 7
3
1.9 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
1.9 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
2.0 5 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 150 MM ELEVATION
3S
(428) (428) (428) TYPE A TYPE A
1
2.5 5 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 125 MM ELEVATION
3S
(507) (428) TYPE A TYPE A
2
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8CB 8
3
1.9 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
1.9 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(46 5 ) (428) TYPE A TYPE A
5
2.0 5 0 M
300 MM
450
MM
2-20
-
2-18
-
3-20
-
- -
-
5-8 @ 75 MM
-
8 @ 75 MM ELEVATION
3S
(545) (42 8 ) (670) TYPE A TYPE A
1
2.4 0 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (428) TYPE A TYPE A
2
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8CB 9
3
2.2 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
TYPE A TYPE A
4
2.0 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
1.9 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (428) (428) TYPE A TYPE A
1
2.4 0 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
TYPE A TYPE A
2
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8CB 1 0
3
2.2 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
2.0 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
TYPE A TYPE A
5
1.9 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (42 8 ) (428) TYPE A TYPE A
1
2.4 0 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 125 MM ELEVATION
3S
(466) (428) TYPE A TYPE A
2
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
3
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
2.7 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
6
2.7 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
8CB 1 1
(42 8 ) (428) TYPE A TYPE A
7
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
9
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
10
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
11
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
12
2.4 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 125 MM ELEVATION
3S
(467) (428) (428) TYPE A TYPE A
8CB 1 2
1
2.4 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM ELEVATION
1S
(428) (42 8 ) (428) TYPE A TYPE A
8CB 1 3
1
4.5 5 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
1S
(428) (42 8 ) (428) TYPE A TYPE A
8CB 1 4
1
5.5 5 0 M
300 MM
450
MM
2-20
1-20
2-18
-
4-12 2-20
- 1.388 M
-
4-10 @ 100 MM
-
8 @ 175 MM ELEVATION
1S
(813) (42 8 ) (428) (878) TYPE A TYPE A
8CB 1 5
1
6.0 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
1S
TYPE A TYPE A
1
2.4 0 0 M
300 MM
450
MM
2-12
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(107) (428) TYPE A TYPE A
2
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
3
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
TYPE A TYPE A
4
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
6
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
7CB 1
TYPE A TYPE A
7
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
9
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
10 2.5 5 0 M 300 MM 450 - - 2-18 - 4-12 - - - - 3-8 @ 175 MM - 8 @ 175 MM ELEVATION
3
2.200 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
4
2.050 M
300 MM
450
MM - -
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (42 8 ) TYPE A TYPE A
5
1.900 M
300 MM
450
MM
2-18
-
2-18
-
4-12
- - -
-
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) (42 8 ) TYPE A TYPE A
BEAM
SPA N
LENGT
SECTION SI
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEVATION
ID
NO.
WIDT
DEPT A
B
C
D
F
G
H ZONE A
ZONE B
ZONE C
1
2.5 5 0 M
300 MM
450
MM
2-20
1-20
-
-
4-20
-
- 0.637 M
-
5-10 @ 75 MM
-
10 @ 75 MM ELEVATION
3S
(824) (984) TYPE A TYPE A
2
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 100 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8CB 7
3
1.9 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
1.9 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
2.0 5 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 150 MM ELEVATION
3S
(428) (428) (428) TYPE A TYPE A
1
2.5 5 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 125 MM ELEVATION
3S
(507) (428) TYPE A TYPE A
2
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8CB 8
3
1.9 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
1.9 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(46 5 ) (428) TYPE A TYPE A
5
2.0 5 0 M
300 MM
450
MM
2-20
-
2-18
-
3-20
-
- -
-
5-8 @ 75 MM
-
8 @ 75 MM ELEVATION
3S
(545) (42 8 ) (670) TYPE A TYPE A
1
2.4 0 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (428) TYPE A TYPE A
2
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8CB 9
3
2.2 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
TYPE A TYPE A
4
2.0 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
1.9 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (428) (428) TYPE A TYPE A
1
2.4 0 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
TYPE A TYPE A
2
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8CB 1 0
3
2.2 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
2.0 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
TYPE A TYPE A
5
1.9 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (42 8 ) (428) TYPE A TYPE A
1
2.4 0 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 125 MM ELEVATION
3S
(466) (428) TYPE A TYPE A
2
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
3
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
2.7 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
6
2.7 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
8CB 1 1
(42 8 ) (428) TYPE A TYPE A
7
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
9
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
10
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
11
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
12
2.4 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 125 MM ELEVATION
3S
(467) (428) (428) TYPE A TYPE A
8CB 1 2
1
2.4 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM ELEVATION
1S
(428) (42 8 ) (428) TYPE A TYPE A
8CB 1 3
1
4.5 5 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
1S
(428) (42 8 ) (428) TYPE A TYPE A
8CB 1 4
1
5.5 5 0 M
300 MM
450
MM
2-20
1-20
2-18
-
4-12 2-20
- 1.388 M
-
4-10 @ 100 MM
-
8 @ 175 MM ELEVATION
1S
(813) (42 8 ) (428) (878) TYPE A TYPE A
8CB 1 5
1
6.0 0 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
1S
TYPE A TYPE A
1
2.4 0 0 M
300 MM
450
MM
2-12
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(107) (428) TYPE A TYPE A
2
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
3
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
TYPE A TYPE A
4
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
6
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
7CB 1
TYPE A TYPE A
7
2.4 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
8
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
9
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
10 2.5 5 0 M 300 MM 450 - - 2-18 - 4-12 - - - - 3-8 @ 175 MM - 8 @ 175 MM ELEVATION
MM (42 8 ) (428) TYPE A TYPE A 3S
11
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
12
2.4 0 0 M
300 MM
450
MM
2-12
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(107) (428) (428) TYPE A TYPE A
1
2.5 5 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (428) TYPE A TYPE A
2
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
7CB 2
3
2.2 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
2.0 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
2.0 5 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (42 8 ) (428) TYPE A TYPE A
SECTION SI
CONCRETE BEAM REBAR TABLE (4 OF 11)
BEA M
SPA N
LENG
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEVATION
ID
NO.
WIDT
DEPT A
B
C
D
F
G
H ZONE A
ZONE B
ZONE C
7CB 1 3
1
4.550 M
300
MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
1S
TYPE A TYPE A
7CB 1 4
1
5.550 M
300
MM
450
MM
2-20
1-20
2-18
-
4-12 3-20
- 1.388 M
-
5-10 @ 75 MM
-
8 @ 175 MM ELEV A T I O N
1S
TYPE A TYPE A
7CB 1 5
1
5.550 M
300
MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
1S
(42 8 ) (42 8 ) (428) TYPE A TYPE A
1 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
2 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
3
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
4
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
5
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
6CB 1
6 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
7
2.400 M
300
MM
450
MM -
-
-
-
- -
- TYPE A
-
TYPE A
ELEV A T I O N
3S
8 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
9
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
10
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
11 2.550 M
300
MM
450
MM - - (42 8 ) - (428) - - - - TYPE A - TYPE A
ELEV A T I O N
3S
12 2.400 M
300
MM
450
MM - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
1 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
2
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
6CB 2
3
2.200 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
4
2.050 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
5 2.050 M
300
MM
450
MM - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
1 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
2
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
3
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
4
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
5 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
6CB 3
6 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
7
2.400 M
300
MM
450
MM -
-
-
-
- -
- TYPE A
-
TYPE A
ELEV A T I O N
3S
8
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
9
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
10 2.550 M
300
MM
450
MM - - (42 8 ) - (428) - - - - TYPE A - TYPE A
ELEV A T I O N
3S
11 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
12 2.400 M
300
MM
450
MM - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
1
2.550 M
300
MM
450
MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
2
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
6CB 4
3
2.200 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
4 2.125 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
5 1.975 M
300
MM
450
MM - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
1 2.400 M 300 450 2-18 - - - 4-12 - - - - 4-8 @ 100 MM - 8 @ 125 MM ELEV A T I O N
11
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
12
2.4 0 0 M
300 MM
450
MM
2-12
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(107) (428) (428) TYPE A TYPE A
1
2.5 5 0 M
300 MM
450
MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (428) TYPE A TYPE A
2
2.5 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
7CB 2
3
2.2 0 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
4
2.0 5 0 M
300 MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(42 8 ) (428) TYPE A TYPE A
5
2.0 5 0 M
300 MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEVATION
3S
(428) (42 8 ) (428) TYPE A TYPE A
SECTION SI
CONCRETE BEAM REBAR TABLE (4 OF 11)
BEA M
SPA N
LENG
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEVATION
ID
NO.
WIDT
DEPT A
B
C
D
F
G
H ZONE A
ZONE B
ZONE C
7CB 1 3
1
4.550 M
300
MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
1S
TYPE A TYPE A
7CB 1 4
1
5.550 M
300
MM
450
MM
2-20
1-20
2-18
-
4-12 3-20
- 1.388 M
-
5-10 @ 75 MM
-
8 @ 175 MM ELEV A T I O N
1S
TYPE A TYPE A
7CB 1 5
1
5.550 M
300
MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
1S
(42 8 ) (42 8 ) (428) TYPE A TYPE A
1 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
2 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
3
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
4
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
5
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
6CB 1
6 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
7
2.400 M
300
MM
450
MM -
-
-
-
- -
- TYPE A
-
TYPE A
ELEV A T I O N
3S
8 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
9
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
10
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
11 2.550 M
300
MM
450
MM - - (42 8 ) - (428) - - - - TYPE A - TYPE A
ELEV A T I O N
3S
12 2.400 M
300
MM
450
MM - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
1 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
2
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
6CB 2
3
2.200 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
4
2.050 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
5 2.050 M
300
MM
450
MM - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
1 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
2
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
3
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
4
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
5 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
6CB 3
6 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
7
2.400 M
300
MM
450
MM -
-
-
-
- -
- TYPE A
-
TYPE A
ELEV A T I O N
3S
8
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
9
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
10 2.550 M
300
MM
450
MM - - (42 8 ) - (428) - - - - TYPE A - TYPE A
ELEV A T I O N
3S
11 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
12 2.400 M
300
MM
450
MM - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
1
2.550 M
300
MM
450
MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
2
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
6CB 4
3
2.200 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
4 2.125 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
5 1.975 M
300
MM
450
MM - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
1 2.400 M 300 450 2-18 - - - 4-12 - - - - 4-8 @ 100 MM - 8 @ 125 MM ELEV A T I O N
MM MM TYPE A TYPE A 3S
2
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM ELEV A T I O N
3S
TYPE A TYPE A
3
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
4 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
5 2.700 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
6CB 5
6 2.700 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
7
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
8
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
9 2.400 M
300
MM
450
MM - - (42 8 ) - (428) - - - - TYPE A - TYPE A
ELEV A T I O N
3S
10 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
11 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
12
2.400 M
300
MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM ELEV A T I O N
3S
TYPE A TYPE A
1
2.400 M
300
MM
450
MM
2-18
-
-
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
2
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM ELEV A T I O N
3S
6CB 6
(42 8 ) (428) TYPE A TYPE A
3 2.200 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
4 2.050 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
5
1.900 M
300
MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
SECTION SI
CONCRET E BEAM REBAR TABLE (5 OF 11)
BE A M
SP A N
LENG
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEVATION
ID
NO.
WIDT
DEPT A
B
C
D
F
G
H ZONE A
ZONE B
ZONE C
1
2.550 M
300 MM
450 MM
2-20
1-20
-
-
4-20
-
- 0.637 M
-
4-12 @ 100 MM
-
10 @ 75 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
5-8 @ 75 MM
-
8 @ 75 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
6CB7
3
1.900 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 1.900 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.050 M 300 MM 450 MM
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
1
2.550 M
300 MM
450 MM
2-20
-
-
-
4-12
-
- -
-
5-8 @ 75 MM
-
8 @ 100 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 150 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
6CB8
3
1.900 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 1.900 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.050 M 300 MM 450 MM 1-20
- -
- 0.513 M - T Y P E A
- T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
6CB9
3
2.200 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4 2.050 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5
1.900 M
300 MM
450 MM
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
6CB1 0
3
2.200 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4
2.050 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
5 1.900 M 300 MM 450 MM
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM
- -
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
2
2.400 M
300 MM
450 MM -
-
3-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 100 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
3
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 150 MM
E L E V AT I O N 3S
(481) (428) T Y P E A T Y P E A
5
2.700 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
6CB1 1
6 2.700 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
7
2.550 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
8
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
9
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
10 2.400 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
11
2.400 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
12 2.400 M 300 MM 450 MM - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
6CB1 2
1
2.400 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM
E L E V AT I O N 1S
T Y P E A T Y P E A
6CB1 3
1
4.550 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM
E L E V AT I O N 1S
T Y P E A T Y P E A
6CB1 4
1
5.550 M
300 MM
450 MM
2-20
1-20
2-18
-
4-12 3-20
- 1.388 M
-
5-10 @ 75 MM
-
8 @ 175 MM
E L E V AT I O N 1S
(926) (428) (428) (1,19 1 ) T Y P E A T Y P E A
6CB1 5
1 3.750 M 300 MM 450 MM
- -
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 2S
2
2.250 M
300 MM
450 MM
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 2S
2
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM ELEV A T I O N
3S
TYPE A TYPE A
3
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
3S
(42 8 ) (428) TYPE A TYPE A
4 2.550 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
5 2.700 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
6CB 5
6 2.700 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
7
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
8
2.400 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
9 2.400 M
300
MM
450
MM - - (42 8 ) - (428) - - - - TYPE A - TYPE A
ELEV A T I O N
3S
10 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
11 2.400 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
12
2.400 M
300
MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM ELEV A T I O N
3S
TYPE A TYPE A
1
2.400 M
300
MM
450
MM
2-18
-
-
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
2
2.550 M
300
MM
450
MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM ELEV A T I O N
3S
6CB 6
(42 8 ) (428) TYPE A TYPE A
3 2.200 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
4 2.050 M
300
MM
450
MM - - - - - - - TYPE A - TYPE A
ELEV A T I O N
3S
5
1.900 M
300
MM
450
MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM ELEV A T I O N
3S
TYPE A TYPE A
SECTION SI
CONCRET E BEAM REBAR TABLE (5 OF 11)
BE A M
SP A N
LENG
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEVATION
ID
NO.
WIDT
DEPT A
B
C
D
F
G
H ZONE A
ZONE B
ZONE C
1
2.550 M
300 MM
450 MM
2-20
1-20
-
-
4-20
-
- 0.637 M
-
4-12 @ 100 MM
-
10 @ 75 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
5-8 @ 75 MM
-
8 @ 75 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
6CB7
3
1.900 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 1.900 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.050 M 300 MM 450 MM
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
1
2.550 M
300 MM
450 MM
2-20
-
-
-
4-12
-
- -
-
5-8 @ 75 MM
-
8 @ 100 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 150 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
6CB8
3
1.900 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 1.900 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.050 M 300 MM 450 MM 1-20
- -
- 0.513 M - T Y P E A
- T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
6CB9
3
2.200 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4 2.050 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5
1.900 M
300 MM
450 MM
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
6CB1 0
3
2.200 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4
2.050 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
5 1.900 M 300 MM 450 MM
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM
- -
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
2
2.400 M
300 MM
450 MM -
-
3-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 100 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
3
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 150 MM
E L E V AT I O N 3S
(481) (428) T Y P E A T Y P E A
5
2.700 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
6CB1 1
6 2.700 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
7
2.550 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
8
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
9
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
10 2.400 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
11
2.400 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
12 2.400 M 300 MM 450 MM - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
6CB1 2
1
2.400 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM
E L E V AT I O N 1S
T Y P E A T Y P E A
6CB1 3
1
4.550 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM
E L E V AT I O N 1S
T Y P E A T Y P E A
6CB1 4
1
5.550 M
300 MM
450 MM
2-20
1-20
2-18
-
4-12 3-20
- 1.388 M
-
5-10 @ 75 MM
-
8 @ 175 MM
E L E V AT I O N 1S
(926) (428) (428) (1,19 1 ) T Y P E A T Y P E A
6CB1 5
1 3.750 M 300 MM 450 MM
- -
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 2S
2
2.250 M
300 MM
450 MM
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 2S
1
2.400 M
300 MM
450 MM
2-12
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
3
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4
2.400 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
5 2.400 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5CB1
6 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
7
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
8
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
9 2.550 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
10
2.550 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
11 2.550 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
12
2.400 M
300 MM
450 MM
2-12
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
1
2.550 M
300 MM
450 MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
5CB2
(428) (428) T Y P E A T Y P E A
3 2.200 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
4 2.050 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5
2.050 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
SECTION SI
CONCRET E BEAM REBAR TABLE (8 OF 11)
BE A M
SP A N
LENG
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEVATION
ID
NO.
WIDT
DEPT A
B
C
D
F
G
H ZONE A
ZONE B
ZONE C
1
2.550 M
300 MM
450 MM
2-20
1-20
-
-
4-20
-
- 0.637 M
-
5-10 @ 75 MM
-
8 @ 75 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.400 M
300 MM
450 MM -
-
2-18
-
2-20
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4CB7
3
1.900 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 1.900 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.050 M 300 MM 450 MM - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
1
2.550 M
300 MM
450 MM
2-18
-
-
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.400 M
300 MM
450 MM -
-
2-18
-
2-18
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4CB8
3
1.900 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 150 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 1.900 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.050 M 300 MM 450 MM 1-20
- -
- 0.513 M - T Y P E A
- T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4CB9
3
2.200 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4 2.050 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5
1.900 M
300 MM
450 MM
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4CB1 0
3
2.200 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4
2.050 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
5 1.900 M 300 MM 450 MM
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM
- -
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
2
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
3
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM
E L E V AT I O N 3S
(474) (428) T Y P E A T Y P E A
5 2.700 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
4CB1 1
6 2.700 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
7
2.550 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
8
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
9
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
10 2.400 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
11
2.400 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
12 2.400 M 300 MM 450 MM - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
4CB1 2
1
2.400 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 1S
T Y P E A T Y P E A
4CB1 3
1
4.550 M
300 MM
450 MM
2-18
-
2-20
-
4-12
-
- -
-
4-8 @ 100 MM 6-8 @ 125 MM 8 @ 175 MM
E L E V AT I O N 1S
T Y P E A T Y P E A T Y P E A
4CB1 4
1
5.550 M
300 MM
450 MM
2-20
1-20
2-18
-
4-12 3-20
- 1.388 M
-
5-10 @ 75 MM
-
8 @ 175 MM
E L E V AT I O N 1S
(940) (428) (428) (1,20 7 ) T Y P E A T Y P E A
4CB1 5
1 3.100 M 300 MM 450 MM
- -
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 2S
2
2.250 M
300 MM
450 MM
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 2S
1
2.400 M
300 MM
450 MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
3
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
2.400 M
300 MM
450 MM
2-12
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
3
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4
2.400 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
5 2.400 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5CB1
6 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
7
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
8
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
9 2.550 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
10
2.550 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
11 2.550 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
12
2.400 M
300 MM
450 MM
2-12
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
1
2.550 M
300 MM
450 MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
5CB2
(428) (428) T Y P E A T Y P E A
3 2.200 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
4 2.050 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5
2.050 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
SECTION SI
CONCRET E BEAM REBAR TABLE (8 OF 11)
BE A M
SP A N
LENG
LONGITUDINAL BARS
L1
L2
STIRRUPS
ELEVATION
ID
NO.
WIDT
DEPT A
B
C
D
F
G
H ZONE A
ZONE B
ZONE C
1
2.550 M
300 MM
450 MM
2-20
1-20
-
-
4-20
-
- 0.637 M
-
5-10 @ 75 MM
-
8 @ 75 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.400 M
300 MM
450 MM -
-
2-18
-
2-20
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4CB7
3
1.900 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 1.900 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.050 M 300 MM 450 MM - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
1
2.550 M
300 MM
450 MM
2-18
-
-
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.400 M
300 MM
450 MM -
-
2-18
-
2-18
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4CB8
3
1.900 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 150 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 1.900 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.050 M 300 MM 450 MM 1-20
- -
- 0.513 M - T Y P E A
- T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4CB9
3
2.200 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4 2.050 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5
1.900 M
300 MM
450 MM
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4CB1 0
3
2.200 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4
2.050 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 150 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
5 1.900 M 300 MM 450 MM
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
1 2.400 M 300 MM 450 MM
- -
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
2
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
3
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
4
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM
E L E V AT I O N 3S
(474) (428) T Y P E A T Y P E A
5 2.700 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
4CB1 1
6 2.700 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
7
2.550 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
8
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 100 MM
-
8 @ 125 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
9
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
4-8 @ 125 MM
-
8 @ 150 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
10 2.400 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
11
2.400 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
12 2.400 M 300 MM 450 MM - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
4CB1 2
1
2.400 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 1S
T Y P E A T Y P E A
4CB1 3
1
4.550 M
300 MM
450 MM
2-18
-
2-20
-
4-12
-
- -
-
4-8 @ 100 MM 6-8 @ 125 MM 8 @ 175 MM
E L E V AT I O N 1S
T Y P E A T Y P E A T Y P E A
4CB1 4
1
5.550 M
300 MM
450 MM
2-20
1-20
2-18
-
4-12 3-20
- 1.388 M
-
5-10 @ 75 MM
-
8 @ 175 MM
E L E V AT I O N 1S
(940) (428) (428) (1,20 7 ) T Y P E A T Y P E A
4CB1 5
1 3.100 M 300 MM 450 MM
- -
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 2S
2
2.250 M
300 MM
450 MM
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 2S
1
2.400 M
300 MM
450 MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
3
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
(428) (428) T Y P E A T Y P E A
4 2.400 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.400 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
3CB1
6 2.400 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
7
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
8
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
9 2.550 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
10 2.550 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
11 2.550 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
12
2.400 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
1
2.550 M
300 MM
450 MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
3CB2
(428) (428) T Y P E A T Y P E A
3
2.200 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
4 2.050 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
5
2.050 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
SP A N
CONCRET E BEAM REBAR TABLE (11 OF 11)
BEAM
SP A N
LONGITUDINAL BARS
STIRRUPS
TYPICAL
ID
NO.
LE NGT
L1 L2
ELEVATI O N S
H (LC) A B C D F G H ZONE A ZONE B ZONE C
1
2.400 M 300 MM 450 MM
2-18
- - -
4-12
- - - -
4-8 @ 125 MM
-
8 @ 175 MM
ELEVATION 3S
(501) (428) T Y P E A T Y P E A
2
2.400 M 300 MM 450 MM - -
2-20
1-20
4-12
- - - 0.600 M
4-8 @ 125 MM
-
8 @ 175 MM
ELEVATION 3S
(752) (428) T Y P E A T Y P E A
3
2.400 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(463) (428) T Y P E A T Y P E A
4
2.550 M 300 MM 450 MM - -
2-20
1-20
4-12
- - - 0.638 M
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(717) (428) T Y P E A T Y P E A
5
2.700 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) T Y P E A T Y P E A
6
2.700 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
2CB8
(449) (428) T Y P E A T Y P E A
7
2.550 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) T Y P E A T Y P E A
8
2.400 M 300 MM 450 MM - -
2-20
1-20
4-12
- - - 0.600 M
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(726) (428) T Y P E A T Y P E A
9
2.400 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
4-8 @ 125 MM
-
8 @ 175 MM
ELEVATION 3S
(464) (428) T Y P E A T Y P E A
10
2.400 M 300 MM 450 MM - -
2-20
1-20
4-12
- - - 0.600 M
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(718) (428) T Y P E A T Y P E A
11
2.400 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
4-8 @ 100 MM
-
8 @ 150 MM
ELEVATION 3S
(467) (428) T Y P E A T Y P E A
12
2.400 M 300 MM 450 MM
3-18
-
2-20
1-20
4-12
- - - 0.600 M
4-8 @ 125 MM
-
8 @ 175 MM
ELEVATION 3S
(512) (741) (428) T Y P E A T Y P E A
1
3.050 M 300 MM 450 MM
3-18
- - -
2-20
- - - -
4-8 @ 125 MM
-
8 @ 150 MM
ELEVATION 2S
2CB11
(515) (623) T Y P E A T Y P E A
2
2.500 M 300 MM 450 MM
2-18
-
2-18
-
4-12
- - - -
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 2S
(428) (428) (428) T Y P E A T Y P E A
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
5 2.400 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
3CB1
6 2.400 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
7
2.400 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
8
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
9 2.550 M 300 MM 450 MM -
- (428)
- (428) -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
10 2.550 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
11 2.550 M 300 MM 450 MM -
-
- -
- - - T Y P E A
- T Y P E A E L E V AT I O N 3S
12
2.400 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
1
2.550 M
300 MM
450 MM
2-18
-
-
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
2
2.550 M
300 MM
450 MM -
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
3CB2
(428) (428) T Y P E A T Y P E A
3
2.200 M
300 MM
450 MM -
-
-
-
- -
- T Y P E A
-
T Y P E A E L E V AT I O N 3S
4 2.050 M 300 MM 450 MM - - - - - - - T Y P E A - T Y P E A E L E V AT I O N 3S
5
2.050 M
300 MM
450 MM
2-18
-
2-18
-
4-12
-
- -
-
3-8 @ 175 MM
-
8 @ 175 MM
E L E V AT I O N 3S
T Y P E A T Y P E A
SP A N
CONCRET E BEAM REBAR TABLE (11 OF 11)
BEAM
SP A N
LONGITUDINAL BARS
STIRRUPS
TYPICAL
ID
NO.
LE NGT
L1 L2
ELEVATI O N S
H (LC) A B C D F G H ZONE A ZONE B ZONE C
1
2.400 M 300 MM 450 MM
2-18
- - -
4-12
- - - -
4-8 @ 125 MM
-
8 @ 175 MM
ELEVATION 3S
(501) (428) T Y P E A T Y P E A
2
2.400 M 300 MM 450 MM - -
2-20
1-20
4-12
- - - 0.600 M
4-8 @ 125 MM
-
8 @ 175 MM
ELEVATION 3S
(752) (428) T Y P E A T Y P E A
3
2.400 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(463) (428) T Y P E A T Y P E A
4
2.550 M 300 MM 450 MM - -
2-20
1-20
4-12
- - - 0.638 M
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(717) (428) T Y P E A T Y P E A
5
2.700 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) T Y P E A T Y P E A
6
2.700 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
2CB8
(449) (428) T Y P E A T Y P E A
7
2.550 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
3-8 @ 175 MM
-
8 @ 175 MM
ELEVATION 3S
(428) (428) T Y P E A T Y P E A
8
2.400 M 300 MM 450 MM - -
2-20
1-20
4-12
- - - 0.600 M
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(726) (428) T Y P E A T Y P E A
9
2.400 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
4-8 @ 125 MM
-
8 @ 175 MM
ELEVATION 3S
(464) (428) T Y P E A T Y P E A
10
2.400 M 300 MM 450 MM - -
2-20
1-20
4-12
- - - 0.600 M
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 3S
(718) (428) T Y P E A T Y P E A
11
2.400 M 300 MM 450 MM - -
2-18
-
4-12
- - - -
4-8 @ 100 MM
-
8 @ 150 MM
ELEVATION 3S
(467) (428) T Y P E A T Y P E A
12
2.400 M 300 MM 450 MM
3-18
-
2-20
1-20
4-12
- - - 0.600 M
4-8 @ 125 MM
-
8 @ 175 MM
ELEVATION 3S
(512) (741) (428) T Y P E A T Y P E A
1
3.050 M 300 MM 450 MM
3-18
- - -
2-20
- - - -
4-8 @ 125 MM
-
8 @ 150 MM
ELEVATION 2S
2CB11
(515) (623) T Y P E A T Y P E A
2
2.500 M 300 MM 450 MM
2-18
-
2-18
-
4-12
- - - -
3-8 @ 150 MM
-
8 @ 175 MM
ELEVATION 2S
(428) (428) (428) T Y P E A T Y P E A
Conclusions:
1. Designing using Software’s like Staad reduces lot of time in design work.
2. Details of each and every member can be obtained using staad pro.
3 .All the List of failed beams can be Obtained and also Better Section is given by the software.
4. Accuracy is Improved by using software.
References:
1. Theory of Structures by Ramamrutham for literature review on kani,s method
2. Theory of structures by B.C.punmia for literature on moment distribution method.
3. Reinforced concrete Structures by a.k. jain and b.c.punmia for design of beams, columns and
slab.
4. Fundamentals of Reinforced concrete structure by N. c. Sinha .
Code Books
1. IS 456-2000 code book for design of beams, columns and slabs
2. SP-16 for design of columns.
3. IS-875 parts
1. Designing using Software’s like Staad reduces lot of time in design work.
2. Details of each and every member can be obtained using staad pro.
3 .All the List of failed beams can be Obtained and also Better Section is given by the software.
4. Accuracy is Improved by using software.
References:
1. Theory of Structures by Ramamrutham for literature review on kani,s method
2. Theory of structures by B.C.punmia for literature on moment distribution method.
3. Reinforced concrete Structures by a.k. jain and b.c.punmia for design of beams, columns and
slab.
4. Fundamentals of Reinforced concrete structure by N. c. Sinha .
Code Books
1. IS 456-2000 code book for design of beams, columns and slabs
2. SP-16 for design of columns.
3. IS-875 parts
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