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Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Transcript of Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 1
COMPARISON BETWEEN CIVILSOFT 2010 AND RCD 2000 IN
THE DESIGN OF THREE STOREY RESIDENTIAL BUILDING
BY
SAMAILA SANI SAULAWA
REG. NO: H10CE005
THE DEPARTMENT OF CIVIL ENGINEERING
COLLEGE OF ENGINEERING
HASSAN USMAN KATSINA POLYTECHNIC
IN PARTIAL FULFILMENT FOR THE AWARD OF
HIGHER NATIONAL DIPLOMA IN CIVIL ENGINEERING
AUGUST 2012
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 2
APPROVAL PAGE
This Project has been read, supervised and approved by:
---------------------------- ------------------------------
Supervisor Name Signature/Date
------------------------------ --------------------------------
Project Coordinator Signature/Date
------------------------------ --------------------------------
Head of Department Signature/Date
------------------------------ --------------------------------
External Examiner Signature/Date
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 3
CERTIFICATION
This is to certify that the research work entitled “Comparison between Civilsoft 2010 and RCD 2000 in
the Design of Three Storey Residential Building” Submitted to the Department of Civil Engineering in
partial fulfillment of the requirement for the award of Higher National Diploma in Civil Engineering
during the Session of 2011/2012 at Hassan Usman Katsina Polytechnic is a bona fide record of research
work carried out by me under the supervision and guidance of Engr. Samaila Mu’azu Bawa.
Samaila Sani Saulawa
Reg No: H10CE005
………………………………….
Signature/Date
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 4
DEDICATION
This Project is dedicated to my beloved Parents, Brothers, and Sisters in Islam.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 5
ABSTRACT
The structural analysis and design of three storey residential building presented here has been carried
out using Civilsoft 2010 and RCD 2000 software Systems, The design was accomplished for reinforced
concrete Slabs, Beams, Columns, and Foundations based on BS 8110. Whereby the results obtained was
compared to determine the speed, accuracy, and simplicity between them. Also a series of hand design
calculations were performed on Slabs, Beams, Columns and Foundations to verify manually.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 6
ACKNOWLEDGMENT
Praise be to Allah, The beneficent and most Merciful, Master of the Day of Judgment, May His grace and
mercy be upon His Messenger, Prophet Muhammad (P.B.U.H) and those who follow and obey him until
the Day of Judgment.
I am very grateful to Allah, our Lord and Cherisher, for guiding me throughout my studies.
Indeed, without His help and Will nothing is accomplished.
My grateful thanks and gratitude goes to my beloved parents for their Motherly and financial
support throughout my studies at Hassan Usman Katsina Polytechnic.
I once again express my special gratitude to my fellow students for their support throughout the
studies, especially Alh. Mukhtar B. Abdullahi for his friendly support during the project work.
I also extend my appreciation and gratitude to project coordination team Civil Engineering Departments
and also at the same time to my project supervisor in the person of Engr. Samaila Mu’azu Bawa for his
dedication, kind gesture and hardworking from the beginning up to the end point of this project work.
My sincere gratitude goes to the Head of Civil Engineering Department as well as the entire Staff
of the Department for their highly concern and cooperation throughout this programme.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 7
TABLE OF CONTENT
Approval Page ……………………………………………………..……………….……...i
Certification……………………………………………………………..…..…………….ii
Dedication………………………………………………………...………………………iii
Abstract……………………………………………………………….…..……………....iv
Acknowledgement……………………………………………..........….............................v
CHAPTER ONE (INTRODUCTION)
1.0 General ………………….……………….……………………………………...…1-2
1.1 Computer Application in Civil Engineering Profession……………………….……2-4
1.2.0 Aim and Objectives……………………………………………..…………………4
1.2.1 Aim of the Project……………………………………………….…………………..4
1.2.2 Objectives of the Project……………………………………….……………………4
1.3.0 Scope and limitations of the Project………………………………………………5
1.3.1 Scope…………………………………………………………...……………………5
1.3.2 Limitations……………………………………………….………………………….5
1.4.0 Methodology…………………………………………..……….………………..5-6
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 8
CHAPTER TWO (LITERATURE REVIEW)
2.0 Preamble…………………………………………………………...………………….7
2.1.0 Computers used in Structural Engineering Practice………………………………7-8
2.2.0 Computer Software…………….………………….………………….………..……8
2.2.1 Structural Analysis and Design Software…………………………………………8-9
2.2.2 Program Development in Engineering………………………………………..…9-10
2.2.3 Structures……………………………………………………………..……………10
2.2.4 Structural Design………….………………………….…….………………...……10
2.2.5 Design Requirement………………………………………..…….……….……10-11
2.3.0 Characteristics Material Strength ………………..…….………..…….…………...11
2.3.1 Design Method…………………………………….………………………….……11
2.3.2 Limit State Design…………………………….………………………....……..11-12
2.3.3 Ultimate Limit State (ULS)………….……..……………………………………...12
2.3.4 Serviceability Limit State (SLS)…………………….…………………….……12-13
2.3.5 Structure Element Make-up………………………………………………………..13
2.4.0 Concrete Structural Element……………………………………………………….13
2.4.1 Slab…………………………………………………………..………………….…13
2.4.2 Beam………………………………………….……………...…………………13-14
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 9
2.4.3 Column……………………………………….....……………….…………………14
2.4.4 Staircase…………………………………….………………….…………………..14
2.4.5 Foundation…………………………………...…………...………..……………....14
2.5.0 Structural Loading…………………………………………….…………………...15
2.5.1 Dead Load……………………………………………….……….………..……….15
2.5.2 Live Load (Imposed load)…………………...………………….….………………15
2.5.3 How Load is Transmitted in Structure………………………...…….…………..…15
2.5.4 Structural deformation……………………...………………...………………...15-16
2.5.5 Design Calculations…………………………………………………………..........16
2.6.0 The Benefits of Using Software to Engineers/Students……………….………...…16
CHAPTER THREE (METHODOLOGY)
3.0 Preamble………..……………………………………………………….…….……..17
3.1.0 Analysis, Design and Detailing Procedures Using Civilsoft 2010……………..17-19
3.2.0 Analysis and Design Procedure Using RCD 2000 ………………………….…….19
3.2.1 Program SL2000…………………………………………………………..……19-22
3.2.2 Program BM2000…………….…………………………………………...….22-23
3.2.3 Program CL2000……………………………………………………………..24-27
3.2.4 Program BS2000……………………………………………………………...27-31
3.4.0 The Results or Output of the Design……………………………………….…….31
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 10
CHAPTER FOUR (RESULT PRESENTATION AND DISCUSSION)
4.0 Preamble………………………………………………..……………….……….32
4.1.0 Analysis and Design using Civilsoft 2010……..………………..……………….33
4.1.1 Slab Loading……………………………………………...…………………...…33
4.2.0 Analysis and Design……………...………………………….………………….…33
4.2.1 Slab Design……………………………………………………………...……33-39
4.2.2 Beam Design……………………………………………….…………………39-48
4.2.3 Column Design………………………………………...……………………..48-65
4.2.4 Foundation Design………………………………………...………………….65-71
4.3.0 Design and Analysis using RCD 2000………………………………………...…72
4.3.1 Slab Analysis and Design…………………………...………………………..72-83
4.3.2 Beam Analysis and Design……………………………...……………..……83-116
4.3.3 Column Analysis and Design…………………………..………………….116-141
4.3.4 Base Analysis and Design……………………………...………………….141-161
4.4.0 Result Summary……………………………………………………..…….162-166
CHAPTER FIVE (CONCLUSION AND RECOMMENDATIONS)
5.1 Conclusion……………………………………………………………………..167-168
5.2 Recommendation……………………………………….……………………...168-169
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 11
CHAPTER ONE
(INTRODUCTION)
1.0 General
During the last few decades, computer software has become more and more critical in the
analysis of Engineering and scientific problems. Much of the reason for this change from manual
methods has been the advancement of Computer Techniques developed by the research
Community and, in particular, Universities/Polytechnics.
As both the Technology and Engineering Industries advance, new methodologies of interlinking
and complementing the industries via Computer applications will be created, with a similar
improvement in hardware capacities. This in turn will facilitate the implementation of more
efficient and professional Engineering software. As these software applications advance in
functionality, one can hope that they will be more affordable so as to promote their widespread
usage amongst Civil Engineers at a global scale.
Structural design of concrete primarily relates to compliance of the British standard that is use in
the design of reinforced concrete structures for the purpose of ensuring safety and economy in
the use of concrete structures. The method recommended in this code is that of limit state design.
Account should be taken of accepted theory, and experience and the need to design for
durability. Calculations alone do not produce safe, serviceable and durable structures, suitable
materials, quality control and good supervision are equally important.
The purpose of any design is the achievement of an acceptable probability that structures being
designed will perform satisfactorily during their intended life. With an appropriate degree of
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 12
safety, they should sustain all the loads and deformations of normal construction use and have
adequate durability and resistance to the effects of misuse and fire.
The structure should be so designed that adequate means exist to transmit the design ultimate
dead, wind and imposed loads safely from the highest supported level to the foundations. The
layout of the structure and the interaction between the structural members should be such as to
ensure a robust and stable design.
Generally design includes allocation of other means of accessing and providing resistance
against the designed structure in one which the members are arranged in such a way that the
weight loads and force are transmitted to the foundation by the cheapest nature of the site,
efficient design means and providing suitable sizes for the concrete members and providing of
the allocated amount of reinforcement in an economical manner.
This project deals with the creation of a computer application that analyzes and designs structural
elements. The use of two software (i.e. Civilsoft 2010 and RCD2000) will be used in the design
of one storey residential building to compare the speed, accuracy and simplicity of each of the
two software having a manual work as guidance or as a control throughout the design processes.
The project also aims at emphasizing the importance of computers in the solution of everyday
engineering problems.
1.1 Computer Application In Civil Engineering Profession
In this 21st century, technology has hit the climax more than one could imagine. A major
invention that has enhanced speed, accuracy, efficiency and also become widely used in almost
all fields of study and profession is computer software. Civil Engineering is not left out as there
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 13
are different types of software available to Civil Engineers. In all branches of Civil Engineering,
being it Structural Engineering, Transportation Planning, Water Engineering, etc have their own
separate software which can be used to solve different problems within a short time. There are
different companies which have come up with software some of which are very expensive and
complicated. As in this case, we are sticking our self to only Civilsoft 2010 and RCD2000.
Civil engineers design and construct major structures and facilities that are essential in our
everyday lives. Civil engineering is perhaps the broadest of the engineering fields, for it deals
with the creation, improvement and protection of the communal environment, providing facilities
for living, industry and transportation, including large buildings, roads, bridges, canals, railroad
lines, airports, water-supply systems, dams, irrigation, harbors, docks, tunnels, and other
engineered constructions. Over the course of history, civil engineers have made significant
contributions and improvements to the environment and the world we live in today.
The work of a Civil Engineer requires a lot of precision. This is mainly due to the fact that the
final result of any project will directly or indirectly affect people’s lives; hence safety becomes a
critical issue. Designing structures and developing new facilities may take up to several months
to complete. The volumes of work, as well as the seriousness of the issues considered in project
planning, contribute to the amount of time required to complete the development of an adequate,
safe and efficient design.
The introduction of software usage in the civil engineering profession has greatly reduced the
complexities of different aspects in the analysis and design of projects, as well as reducing the
amount of time necessary to complete the designs. Concurrently, this leads to greater savings and
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 14
reductions in costs. More complex projects that were almost impossible to work out several years
ago are now easily solved with the use of computers. In order to stay at the pinnacle of any
industry, one needs to keep at par with the latest technological advancements which accelerate
work timeframes and accuracy without decreasing the reliability and efficiency of the results.
1.2.0 Aim and Objectives of the Project
1.2.1 Aim of the Project
i. The aim of this project is to use Computer Application for the analysis, design and
detailing of reinforced concrete elements.
ii. And also to compare the speed, accuracy and simplicity between Civilsoft 2010 and RCD
2000 in the design of three storey residential building.
1.2.2 Objectives of the Project
The objectives of the project are:-
1. Obtain an architectural drawing
2. Manual Analysis and Design
3. Use Civilsoft 2010 to analyze, design and detail the structure.
4. Use RCD 2000 to analyze and design the structure.
5. Consider the time taken, and compare between them in order to know the speed of each.
6. Compare the simplicity or otherwise of each.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 15
1.3.0 Scope and Limitations of the Project
1.3.1 Scope
The scope of this project is based on BS110 method of reinforced concrete design which will be
use throughout in the design both for the Civilsoft 2010 and that of RCD 2000 that covers Slab,
Beam, Column, and Foundation Design.
1.3.2 Limitations
The project is limited only in the design of concrete structural elements or components using
Civilsoft 2010 and RCD 2000 software.
1.4.0 Methodology
The structural design of slab, beam, column, and foundation in a given architectural Plan is, in
most cases, very difficult. This comes with experience and the following steps were strictly
follows:-
a) Study and grid the Architectural drawings (i.e. Site plan, ground floor plan, first floor
plan, elevations, section, panel arrangement, etc). And note the number of storey.
b) Carry out enquiries on the soil type to enable you determine whether or not the building
will be designed as a framed structure or supported on load bearing walls.
c) Based on the outcome of the above, design the building as framed building, if the number
of storey exceed two or the soil pressure is low below (100KN/ ); otherwise design as
being supported by load bearing walls.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 16
d) Identify the various panels for the slab design, bearing in mind that for domestic building,
a span of 4.2m and below can economically be designed as a one way-spanning slab.
e) Identify the position of beams. It is advisable to name beams by their grid numbers. E.g.
E.1-4 meaning beam on grid line E and between grid lines 1 and 4.
f) Identify the position of the columns and refers to them by their grid lines. E.g. Col A4
meaning column at the meeting point of grid lines A and 4.
g) Determine the foundation type depending on the type of building and the nature of the
bearing soil.
h) Detailing of the structural elements. Detailing is the end product for the design and most
important, hence, cannot be underestimated.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 17
CHAPTER TWO
(LITERATURE REVIEW)
2.0 Preamble
The selection of the type of concrete is frequently by the strength required, which in turn
depends on the intensity of loading and the form. For example, in the lower columns of a multi-
story building a higher strength concrete may be chosen in preference to gently increasing the
size of the column section with a resultant loss in dear floor space.
Concrete is defined as the mixing of cement, sand, pebbles or crushed rock and water which
when placed in the Skelton of forms and allowed to cure becomes hard reference the proportion
of this material controls the strength and quality of the resultant concrete.
2.1.0 Computers Used In Structural Engineering Practice
It can be defined in the same vein as general purpose, stored program, and electronic digital
computers. Digital means that within the computer, discrete digits represent numbers, which is in
contrast to analog computers where numbers are represented by continuously varying physical
quantities. Digital computers can also represents and manipulate symbols other than numbers,
such as alphabetic characters or geometric entities. Electronic means that electronic circuits that
perform the internal operations. Stored means that for each application, the computer is provided
with a sequence of steps or instructions called the program, which defines the process of
solution. General purpose means that the computer is not built specifically for one type of
application so that by using different programs it is capable of solving a wide variety of
problems.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 18
The computer system can be said to consist of the hardware system and the software system. The
hardware system consists of all the physical machines, which include the computer itself (Central
processing unit, Primary memory, Arithmetic and logic units). The secondary memory system
(hard disc, floppy disc, CD ROM), printers, plotters and video display unit (monitor). (Oyenuga,
2010)
2.2.0 Computer Software:- Are simply sequence of instructions telling the computer what to
do and how to do it. Softwares generally are programs written for a specific purpose and stored
in a secondary storage device for later use. They are written in a coded language for the use of
computers. The special languages are referred to as programming languages and typical
examples include FORTRAN, BASIC, COBOL, C, ALGOL, and PASCAL. But FORTRAN,
BASIC, PASCAL, and C are good for engineering analysis and design. (Oyenuga, 2010)
2.2.1 Structural Analysis and Design Software
Currently, there are quite a number of structural analysis and design software applications
present in the market. Although they are rather expensive, their use has become prevalent
amongst a majority of Structural Engineers and Engineering firms. The computerized
computations make use of the systematic sequences execute d in a computer program as well as
the high processing speeds.
Below are some common Civil Engineering Software that are widely used:
a. CIVILSOFT 2010 Structural 3D/2D Modeling, Loading, Analysis, Design, Detailing,
Bar Schedule, Beam Sketchpad, Steel design, AutoCAD DXF import and export, and
PDF export.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 19
b. RCD2000 Analysis and design of Reinforced Concrete.
c. STAAD Pro
d. RISA
e. AutoCAD
f. STRUDL
g. SCADDS
h. ADAPT-RC 2010 Plus Analysis and/or design of reinforced concrete beams, slabs and
floor systems, designs up to 20 spans and two cantilevers.
i. STADD III: Comprehensive Structural Software that addresses all aspects of Structural
Engineering- model development, Analysis, Design, visualization and verification.
j. AXIS VM: Structural Analysis and Design with an updateable database of element
sections and specifications available in the market.
k. ANSYS: All-inclusive Engineering Software dealing with Structural Analysis and other
Engineering disciplines such as fluid dynamics, electronics and magnetism and heat
transfer
l. ETABS: Offers a sophisticated 3-D Analysis and Design for multistory building
structures.
2.2.2 Program Development in Engineering
The use of computer in arriving at engineering solutions requires that problem solving be
separated in to two phases of the program:
a) Problem definition:- In this phase the computational procedure, the available resources
(people, machine), and all known limitations are to develop the major functional and
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 20
conceptual aspects of the program, including the major input data types, the scope of the
program and the results required.
b) Program design:- In this phase , three sets of important decisions must be made and they
are:-
i) The determination of the computational procedures, like the method of analysis to be
followed, which may depart radically from the manual methods of analysis due to the
use of the machines.
ii) The organization and structuring of the data to be used by the program. This includes
the data to be supplied as input and the expected output.
iii) The interaction between the program and the intended users. This step is an important
one and it includes the careful designation and entry of the input data and the layout
of the expected output. A program requiring hours of preparing extraneous data for
input and producing pages of unorganized numerical results would be unpopular.
2.2.3 Structures:- A structure may be defined as any object (system) that has the sole function
of transmitting load. The structure may consist of single element (referred as a member) or
combination of several elements. (Oyenuga, 2010)
2.2.4 Structural Design:- Structural design is a mathematical approach of selecting and
coupling structural element sizes in order to withstand the applied load on them as well as to
active the structural stability.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 21
2.2.5 Design Requirement:- A good structure design must satisfy the basic requirement viz
that of strength, serviceability and economy.
The requirement for strength is not ensure that the structure is capable of carrying the applied
loads on it the requirement for serviceability relate to the amount of depletion, cracking., shear
and vibration that may be acceptable by the structure, the final aim of designer is to minimize
strength of the structure at minimum cost.
2.3.0 Characteristic Material Strength:-The strength of materials upon which design is based
in those strengths, which results are unlikely to fall. These are called characteristic strength. It is
assumed that for a given Material, the distribution of strength will be approximately normal so
that a frequency distribution curve of a large number of sample results would be of the form.
2.3.1 Design Method:- The design of an engineering structure most ensure that, under the
worst loading, the structure is safe and during normal working condition the deformation of the
members does not detract from the appearance, durability or performance of the structure.
The Three Basic Methods are:-
(1) The Permissible stress method: - In which the ultimate strength of the Materials are
divided by a factor of safety to provide design stresses which are usually within the
elastic range.
(2) The load factor method: - In which the working load are multiplied by factor of safety.
(3) The limit state method: - Which multiplied the working loads by partial factors of safety
and also divides the material Intimates strength by further partial factor of safety.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 22
2.3.2 Limit State Design
The design of an engineering structure must ensure that (1) under the worst loadings, the
structure is safe, and (2) during normal working conditions the deformation of the
members does not detract from the appearance, durability or performance of the structure.
The Limit State method involves applying partial factors of safety, both to the loads and
to the material strengths. The magnitude of the factors may be varied so that they may be
used either with the plastic conditions in the ultimate state or with the more elastic stress
range in the working loads. The two principal type s of limit state are the ultimate limit
state and the serviceability limit state. (Oyenuga, 2010)
2.3.3 Ultimate Limit State (ULS)
This requires that the structure must be able to withstand, with an adequate factor of
safety against collapse, the loads for which it is designed. The possibility of buckling or
overturning must also be taken into account, as must the possibility of accidental damage
as caused, for example, by an internal explosion.
2.3.4 Serviceability Limit State (SLS)
This requires that the structural elements do not exhibit any preliminary signs of failure.
Generally, the most important serviceability limit states are: Deflection (appearance or
efficiency of any part of the structure must not be adversely affected by deflections),
Cracking (local damage due to cracking and spalling must not affect the appearance,
efficiency or durability of the structure) and Durability (in terms of the proposed life of
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 23
the structure and its conditions of exposure). Other Limit States that may be reached
include: Excessive Vibration, Fatigue and Fire Resistance.
The relative importance of each limit state will vary according to the nature of the
structure. The usual procedure is to decide which the crucial limit state for a particular
structure is, and base the design on this, although durability and fire resistance
requirements may well influence the initial member sizing and concrete grade selection.
2.3.5 Structure Element Make-Up
The structure element are of different make up among which are concrete steel or timber,
however the structural element that will be of interest for the scope of this project is concrete.
2.4.0 Concrete Structural Element
The common concrete structural element are slab, beans, column, and foundation they are of
different forms and have different foundation in a structure to which they are attached, they are
discuss as follows;
2.4.1 Slab:- Is a planner structure element having an aerial that is comparatively larger them
it’s Overall thickness, it could he ribbed, solid, voided and flat slab. However, slab is usually
constructed in horizontal plane, but when Vertical, they are referred to as shear walls. Its main
function is to serve as floor, roof and transmit its weight plus imposed load that is on it to the
beam.
In many domestic and industrial buildings a thick concrete slab, supported on foundations or
directly on the subsoil, is used to construct the ground floor of a building. In high rise buildings
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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and skyscrapers, thinner, pre-cast concrete slabs are slung between the steel frames to form the
floors and ceilings on each level.
2.4.2 Beam:- Is a structural element having overall length that is comparatively larger than its
literal dimension, it is usually constructed in horizontal plane, However when constructed in
vertical plane it becomes column, most common beams have cross –section or shape that are
either T beams, L beams, circular or trapezoidal. Its Main function is to transmit it self-weight
and the weight from slab to the column. (Oyenuga, 2010)
2.4.3 Column: - Is a structural element, which the ratio of overall length to internal dimension
is comparatively large and they are usually vertical. However, column are members that carry
load chiefly in compression column caring bending moment as well about one or both axis of
the cross- section and bending reaction may produced tensile forces over a point of the correction
even in such cases, column are generally referred to as compression members because the
compression forces dominate the behavior. In fact the main faction of column is to transmit
direct thrust (axial or eccentric lead) from the bean to the foundation.
2.4.4 Staircase Is a name for a construction designed to bridge a large vertical distance by
dividing it into smaller vertical distances, called steps. Stairs may be straight, round, or may
consist of two or more straight pieces connected at angles.
Special types of stairs include escalators and ladders. Some alternatives to stairs are elevators,
stair lifts and inclined moving walkways as well as stationary inclined sidewalks.
2.4.5 Foundation: - The lowest artificially prepared parts of the structures which are in direct
contact with the ground and which transmits the load of the structures of the ground are known
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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as the foundation. The solid ground on which the foundation rest is called the foundation bed or
foundation soil it ultimately bears the loads and interacts with the foundation of building. The
lower most portion of the foundation which is direct contact with the sub-soil is called the
footing.
2.5.0 Structural Loading:- The load on the structure is divided in to two types i.e. dead load
and live load or (imposed load) Dead load are those that are permanent and constant during the
structure life live loads on the other hand is transient and are variable in magnitude for example
due to wind or human occupants.
For designing a safe and economical structure it is necessary to ascertain with affair a degree of
accuracy, the various types of words which are likely to act on structure. The imposed load
including wind load which are specified below
2.5.1 Dead Load: - This is the load of the materials used for the various components of a
building such as walls; roofs etc all provision of loads are thus included in dead load. Sometimes
the provision the future construction, a partition wall is made by allowing a dead load of 0.01
KN/M2 of the area.
2.5.2 Live Load: - This is a movable load on the Floor and hence it is variable. It is also
sometime known as the superimposed load. It includes the load of persons standing on the floor,
articles of furniture’s, weight of the material temporary stored on a floor weight of a snow of a
roof etc.
2.5.3 How Load is transmitted In a Structure: - The imposed load from the slab is carried by
a horizontal member called beam and from which the total combination of the load from the slab
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and beam is carting a vertical supporting member called column. The column transferred the
pressure to the soil in the most efficient manner.
2.5.4 Structural Deformation:- A given structure once loaded, may deformed by bending due
to the effect of (bending moment) by buckling (due to eccentric loading) by elongation (due to
stretching force) or twist on a worst part it may experience all of the above effect and there worst
result to failure, therefore to overcome such short coming the idea of design was rooted.
2.5.5 Design Calculations
The following are to be determined before embarking on the design calculations.
I. The concrete grade to be employed:- for domestic buildings in Nigeria, it is advisable
that concrete grade not exceeding 20N/mm2 be used.
II. The type of steel to be used:- for domestic buildings, mild steel round bars may be
sufficient with steel stresses, not exceeding 250N/mm2. Where however, such domestic
clients can guarantee the supply of high yield tensile bars, such can be used with stresses
(in Nigeria) limited to 410N/mm2. (Oyenuga, 2010)
2.6.0 The Benefits of Using Software to Engineers/Students
a. It enables the Engineers/Students to appreciate the use of Computer Aided Design (CAD)
in their field of study to have fun playing with modern Technologies in their practice of
Engineering.
b. It is very fast, fluid, highly advanced and easy to use. No dull moments.
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c. Software are widely used in so many Construction Companies, Universities and
Polytechnics, so they will be taping in to a CAD tools that are peculiar to all, in which
knowledge are constantly being updated, shared among all and the same world class
technology is available and affordable to all.
d. They are widely available and affordable to buy.
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CHAPTER THREE
(METHODOLOGY)
3.0 Preamble
Structure is made up of different members joined together. The analysis of the structure tends to
follow this too. The analysis of the structure as a whole component is very tedious and the
advantages may not be worth the efforts. The analysis can be done manually or using computer
programs written especially for very complex structures.
The structure will consist of the slab, beam, column, and foundation joined together rigidly so as
to act as one structure. The loads from the occupants are transmitted through the slab, beam,
column, and foundation. Thus, each element of the structure, that is, slab, beam, column, and
foundation must be designed to effectively handle its own dead load and the load being
transferred to it.
3.1.0 Analysis, Design and Detailing Procedure Using Civil Soft 2010
1) Switch on the system and permit it to boot
2) Search for the installed Civilsoft 2010 on the Desktop, if not found go to All Programs
and traced Civilsoft 2010
3) Open the program by double clicking on it
4) On the Civilsoft 2010 workspace, click file and click new project, all the tools will be
switched on ready to be used. The workspace is ruled and calibrated on both axis using
500mm equal intervals
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5) On the menu bar click on modeling where you find tools such as rectangle, special panel,
reference by panel, panel properties, etc.
6) Click on rectangle
7) Come to the workspace then hold and drag to draw a panel then click again to go out of
the command
8) A single panel is drawn on the workspace
9) If there are more panels to be drawn, select the first panel and click “reference by panel”
in order to have the subsequent panels on either left hand side or right hand side or
bottom of the existing one
10) This step is repeated until the entire ground floor plan is drawn on the workspace
11) In order to edit the drawing to meet the required dimensions as contain in the
architectural drawing
12) Edit the edge condition, depth, Fcu, Fy, Cc, Qk, Gk, etc of each panel
13) Click “copy floor” in order to have the first upper floor
14) Edit where necessary if different from the ground floor, provide a cantilever where
necessary
15) Repeat copy floor and where necessary for each of the floors you have
16) Go back to the ground floor on the same workspace “Modeling”
17) Click create beam span, click create new
18) Click create column, click create new column, click create foundation, click create new
19) Go to the next floor (Second floor)
20) Click create beam span , click create new, click create column, click append column
21) This step is repeated for the remaining floors up to roof
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22) Go to the menu bar and change the workspace to design by clicking “design”
23) Click load structure, click analyze structure, click design structure, click design pad
foundation
24) Click view on the menu bar
25) Click 3D on the tool bar in order to see the 3-dimension view of the drawn structure if it
is as required then proceed otherwise go back to modeling environment and edit it to
meet your requirement.
26) In order to view the detailed drawing as result/output change the workspace by clicking
on “Detailing” then select what you want to display by clicking on it, e.g. click on floor
general arrangement to view the detail for the particular floor. You can click on
foundation layout, floor slab details, column details, pad foundation details, etc. to view
the detail drawing.
3.2.0 Analysis and Design Procedure Using RCD2000
3.2.1 Program SL2000
Inputs via terminal
Enter job reference
Enter design engineer
Samaila Sani Saulawa
Enter design date
20/08/2012
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Enter concrete & steel characteristics stresses
25 410
Enter total No of panels
4
For inputs No 1
Enter panel ID No
Panel 1
Enter -1- for cantilever slab
Enter -2- for s. supported slab
Enter -3- for continuous slab
Enter -4- for two way slab
Eg 2
For simply supported slab
Enter slab span, udl, depth and no. of point loads
Eg 3225 10.52 150.0 0
For continuous slab
Enter total no. of spans and slab depth
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Eg 2 150.0
Enter end cantilever moments and loads
Eg 13.894 6.312
For span 1 enter span length, udl and no. point loads
Eg 8225 10.52 0
For span 2 enter span length, udl and no. point loads
E.g 4625 10.52 0
For point load, enter load and distance from left Sppt
15.0
1500
For cantilever slab
Enter cantilever span, udl, depth and no. point loads
eg 500 10.52 150.0 0
For point load, enter load and distance from fixed sppt
20.0
600
For two way slab
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Enter the slab lx, ly, udl, deph & span depth
eg 5225 8225 10.52 150.0 25
Enter -1- for interior panel
Enter -2- for one short discontinuous
Enter -3- for one long discontunous
Enter -4- for two adjacent edges discontunous
Enter -5- for two short edges discontinuous
Enter -6- for two long edges discontinuous
Enter -7- for three edges discontinuous 1-long cont.
Enter -8- for three edges discontinuous 1-short cont.
Enter -9- for four edges discontinuous
Enter slab case number
3.2.2 Program BM2000
Inputs via terminal
Enter job reference
e.g design of three storey building
Enter design engineer
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Samaila Sani Saulawa
Enter design date
20/08/2012
Enter no beams, concrete, steel and stirrup stresses
3 25 410 250
Enter beam id no.
Beam 1
Enter no of supports & members
2 1
Enter supports grid number (2 space for each)
ab cd
Enter beam width (b, bf) and depth (h, hf)
225 600 450 150
Enter end supports types, moments and loads if any
0 91.20 112.0 0
0 0.00 0.00 0.00
Enter member s/n, span and loads
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Inputs for the value for span 1
1 4500 60.00 0.00 0.00 0.00
Inputs the value for span 2
2 5000 25.00 0.00 0.00 0.00
These steps continues up to the total number of beams
3.2.3 Program CL2000
Inputs via terminal
Enter job reference
e.g design of three storey building
Enter design engineer
Samaila Sani Saulawa
Enter design date
20/08/2012
Enter concrete & steel stresses
Total No of columns, max steel % d/h
e.g 25 410 3 4 0 0.85
The following are repeated for each column
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For column no 1
Enter column identification
CL1
Enter column type & shape
(Type -1: axial 2: uniaxial 3: biaxial)
(Shape -1: rectangular/square 2: circular)
e.g 1 1
Enter -1 for braced col. or -2- for unbraced
e.g 1
Braced Column
Top end cond. Bottom cond. End cond.
1 2
1 0.75 0.80
2 0.80 0.85
3 0.90 0.95
Unbraced Column
1 1.20 1.20
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2 1.30 1.50
3 1.60 1.80
4 2.20 -
Enter values of Bx & By
0.75 0.75
Enter column dimension (x,y –axis, length) and load
e.g 300 300 4150 720.0
End input for column 1
For column no. 2
Enter column identification
CL2
Enter column type & shape
(Type -1: axial 2: uniaxial 3: biaxial)
(Shape -1: rectangular/square 2: circular)
1 2
Enter values of bx & by
0.75 0.80
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Enter column dimension (x,y –axis, length), load and moments ( mxx, myy)
300 300 3150 570.0 25.0 0.00
For column no 3
Enter column identification
CL3
Enter column type & shape
(Type -1: axial 2: uniaxial 3: biaxial)
(Shape -1: rectangular/square 2: circular)
3 1
Enter -1 for braced col. or -2- for unbraced
2
Enter values of Bx & By
1.20 1.50
Enter column dimension (x,y –axis, length), load and moments ( Mxx, Myy)
300 300 3000 240.0 12.0 22.0
End of input for the remaining columns.
3.2.4 Program BS2000
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Inputs via terminal
Enter job reference
e.g design of three storey building
Enter design engineer
Samaila Sani Saulawa
Enter design date
20/08/2012
Enter No. of bases, pressure, concrete & steel stresses
4 150 20 250
Enter base identification no
Base 1
Enter base type -1: square 2: rect. & 3: combined
1
Enter base column type – 1: rect. 2: circular
1
Enter column load, dimension, & dowel diameter
430 225 225 16
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For base 2
enter base identification no
Base 2
Enter base type -1: square 2: rect. & 3: combined
2
Enter base column type – 1: rect. 2: circular
2
Enter column load, dimension, & dowel diameter
890 300 20
For base 3
Enter base identification no
Base 3
Enter base type -1: square 2: rect. & 3: combined
3
Enter total No of columns on the base
2
Enter column type for each column
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1 1
For base 3 – column 1 enter
Load dist. from col. 1, dimension & dowel diameter
580 0.00 225 450 16
For base 3 – column 2 enter
Load dist. from col. 1, dimension & dowel diameter
320 2600 225 225 16
For base 4
Enter base identification no
Base 4
Enter base type -1: square 2: rect. & 3: combined
3
Enter total No of columns on the base
5
Enter column type for each column
1 1 1 1 2
For base 4 – column 1 enter
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Load dist. from col. 1, dimension & dowel diameter
420 0.00 225 225 16
for base 4 – column 2 enter
Load dist. from col. 1, dimension & dowel diameter
760 3600 450 225 16
For base 4 – column 3 enter
Load dist. from col. 1, dimension & dowel diameter
820 7800 450 225 20
For base 4 – column 4 enter
Load dist. from col. 1, dimension & dowel diameter
760 12600 450 225 20
For base 4 – column 5 enter
Load dist. from col. 1, dimension & dowel diameter
360 15600 300 16
3.3.0 The Results or Output of the Design
In the output listing, efforts have been made to reduce the volume of output to the most
designed results that can be used for the drafting as well as for design checks. Thus, for
beams, slabs, and bases, the span and support moments, area of steel required and shear
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treatment (where applicable) are printed as output. The ultimate strength of the column in
terms of axial and moments and area of steel are the results printed for columns.
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CHAPTER FOUR
(DESIGN AND ANALYSIS)
4.0 Preamble
The purpose of any design is the achievement of an acceptable probability that structures being
designed will perform satisfactorily during their intended life. With an appropriate degree of
safety, they should sustain all the loads and deformations of normal construction use and have
adequate durability and resistance to the effects of misuse and fire.
The structure should be so designed that adequate means exist to transmit the design ultimate
dead, wind and imposed loads safely from the highest supported level to the foundations. The
layout of the structure and the interaction between the structural members should be such as to
ensure a robust and stable design.
Structure is made up of different members joined together. The analysis of the structure tends to
follow this too. The analysis of the structure as a whole component is very tedious and the
advantages may not be worth the efforts. The analysis can be done manually or using computer
programs written especially for very complex structures.
Generally design includes allocation of other means of accessing and providing resistance
against the designed structure in one which the members are arranged in such away that the
weight loads and force are transmitted to the foundation by the cheapest nature of the site,
efficient design means and providing suitable sizes for the concrete members and providing of
the allocated amount of reinforcement in an economical manner.
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The Design and Analysis of the project for both Civilsoft 2010 and RCD 2000 is as follows:
4.1.0 Analysis and Design Using Civilsoft 2010
4.1.1 Slab Loading
Slab Thickness = 150mm
Characteristic imposed load = 1.5KN/m²
Finishes = 1.2KN/m²
Partition allowance = 1KN/m²
Density of concrete = 24KN/m³
Self-weight of slab = 0.15 x 24 = 3.6KN/m²
Characteristic dead load , gk = 3.6 + 1.2 + 1 = 5.8KN/m²
Design ultimate load = 1.4gk + 1.6 qk
Design ultimate load , n = 1.4 x 5.8 + 1.6 x 1.5 = 10.52KN/m²
Design ultimate load , n = 10.52KN/m²
4.2.0 Analysis and Design
4.2.1 Slab Design
Panel 1
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 3000mm : Length of long span ,ly = 3500mm : ly / lx = 1.166667
Short span - mid span : Msx = Bsx x n x lx² = 2.9KNm/m
effective depth, d = 124 : As required = 69.98 : As provided = 377 : Use Y12 @ 300 : Deflection
Check Ok
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Long span - mid span : Msy = Bsy x n x lx² = 2.27KNm/m
effective depth, d = 112 : As required = 69.98 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 3.82KNm/m
effective depth, d = 124 : As required = 92.18 : As provided = 377 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 3.03KNm/m
effective depth, d = 124 : As required = 73.11 : As provided = 377 : Use Y12 @ 300
Panel 2
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 2000mm : Length of long span ,ly = 2100mm : ly / lx = 1.05
Short span - mid span : Msx = Bsx x n x lx² = 1.09KNm/m
effective depth, d = 124 : As required = 26.3 : As provided = 377 : Use Y12 @ 300 : Deflection
Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 1.01KNm/m
effective depth, d = 112 : As required = 26.3 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 1.43KNm/m
effective depth, d = 124 : As required = 34.51 : As provided = 377 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 1.35KNm/m
effective depth, d = 124 : As required = 32.58 : As provided = 377 : Use Y12 @ 300
Panel 3
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 1500mm : Length of long span ,ly = 9600mm : ly / lx = 6.4
Short span - mid span : Msx = Bsx x n x lx² = 2.96KNm/m
effective depth, d = 124 : As required = 71.42 : As provided = 377 : Use Y12 @ 300 : Deflection
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 0KNm/m
effective depth, d = 112 : As required = 71.42 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 0KNm/m
effective depth, d = 124 : As required = 0 : As provided = 0 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 0KNm/m
effective depth, d = 124 : As required = 0 : As provided = 0 : Use Y12 @ 300
Panel 4
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 3500mm : Length of long span ,ly = 3500mm : ly / lx = 1
Short span - mid span : Msx = Bsx x n x lx² = 3.09KNm/m
effective depth, d = 124 : As required = 74.56 : As provided = 377 : Use Y12 @ 300 : Deflection
Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 3.09KNm/m
effective depth, d = 112 : As required = 74.56 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 3.99KNm/m
effective depth, d = 124 : As required = 96.28 : As provided = 377 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 4.12KNm/m
effective depth, d = 124 : As required = 99.41 : As provided = 377 : Use Y12 @ 300
Panel 5
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 3000mm : Length of long span ,ly = 7000mm : ly / lx = 2.333333
Short span - mid span : Msx = Bsx x n x lx² = 11.84KNm/m
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effective depth, d = 124 : As required = 285.69 : As provided = 377 : Use Y12 @ 300 :
Deflection Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 0KNm/m
effective depth, d = 112 : As required = 285.69 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 0KNm/m
effective depth, d = 124 : As required = 0 : As provided = 0 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 0KNm/m
effective depth, d = 124 : As required = 0 : As provided = 0 : Use Y12 @ 300
Panel 6
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 3500mm : Length of long span ,ly = 3500mm : ly / lx = 1
Short span - mid span : Msx = Bsx x n x lx² = 3.09KNm/m
effective depth, d = 124 : As required = 74.56 : As provided = 377 : Use Y12 @ 300 : Deflection
Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 3.09KNm/m
effective depth, d = 112 : As required = 74.56 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 3.99KNm/m
effective depth, d = 124 : As required = 96.28 : As provided = 377 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 4.12KNm/m
effective depth, d = 124 : As required = 99.41 : As provided = 377 : Use Y12 @ 300
Panel 7
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 5100mm : Length of long span ,ly = 7000mm : ly / lx = 1.372549
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Short span - mid span : Msx = Bsx x n x lx² = 9.97KNm/m
effective depth, d = 124 : As required = 240.57 : As provided = 377 : Use Y12 @ 300 :
Deflection Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 6.57KNm/m
effective depth, d = 112 : As required = 240.57 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 13.38KNm/m
effective depth, d = 124 : As required = 322.85 : As provided = 377 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 8.76KNm/m
effective depth, d = 124 : As required = 211.38 : As provided = 377 : Use Y12 @ 300
Panel 8
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 3500mm : Length of long span ,ly = 3500mm : ly / lx = 1
Short span - mid span : Msx = Bsx x n x lx² = 3.09KNm/m
effective depth, d = 124 : As required = 74.56 : As provided = 377 : Use Y12 @ 300 : Deflection
Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 3.09KNm/m
effective depth, d = 112 : As required = 74.56 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 3.99KNm/m
effective depth, d = 124 : As required = 96.28 : As provided = 377 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 4.12KNm/m
effective depth, d = 124 : As required = 99.41 : As provided = 377 : Use Y12 @ 300
Panel 9
Total design load ,n = 10.52KN/m²
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Length of short span ,lx = 2000mm : Length of long span ,ly = 8600mm : ly / lx = 4.3
Short span - mid span : Msx = Bsx x n x lx² = 5.26KNm/m
effective depth, d = 124 : As required = 126.92 : As provided = 377 : Use Y12 @ 300 :
Deflection Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 0KNm/m
effective depth, d = 112 : As required = 126.92 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 0KNm/m
effective depth, d = 124 : As required = 0 : As provided = 0 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 0KNm/m
effective depth, d = 124 : As required = 0 : As provided = 0 : Use Y12 @ 300
Panel 10
Total design load ,n = 10.52KN/m²
Length of short span ,lx = 2000mm : Length of long span ,ly = 3000mm : ly / lx = 1.5
Short span - mid span : Msx = Bsx x n x lx² = 1.68KNm/m
effective depth, d = 124 : As required = 40.54 : As provided = 377 : Use Y12 @ 300 : Deflection
Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 1.01KNm/m
effective depth, d = 112 : As required = 40.54 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 2.23KNm/m
effective depth, d = 124 : As required = 53.81 : As provided = 377 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 1.35KNm/m
effective depth, d = 124 : As required = 32.58 : As provided = 377 : Use Y12 @ 300
Panel 11
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Total design load ,n = 10.52KN/m²
Length of short span ,lx = 3000mm : Length of long span ,ly = 3500mm : ly / lx = 1.166667
Short span - mid span : Msx = Bsx x n x lx² = 2.9KNm/m
effective depth, d = 124 : As required = 69.98 : As provided = 377 : Use Y12 @ 300 : Deflection
Check Ok
Long span - mid span : Msy = Bsy x n x lx² = 2.27KNm/m
effective depth, d = 112 : As required = 69.98 : As provided = 377 : Use Y12 @ 300
Short span - edge : Mx = Bx x n x lx² = 3.82KNm/m
effective depth, d = 124 : As required = 92.18 : As provided = 377 : Use Y12 @ 300
Long span - edge : My = By x n x lx² = 3.03KNm/m
effective depth, d = 124 : As required = 73.11 : As provided = 377 : Use Y12 @ 300
Code reference - BS 8110 : Part 1 : 1997 : Section 3.5.3.4
4.2.2 Beam Design
Beam 1
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 6000 mm : Start Reaction = 66.33 KN : End Reaction = 66.33 KN : Span
Moment = 185.18 KNm
As Required = 1453.9 mm² : As Provided = 1608 mm² : Use = 8Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 2
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 39.67 KN : End Reaction = 39.67 KN : Span
Moment = 113.1 KNm
As Required = 843.94 mm² : As Provided = 1005 mm² : Use = 5Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 3
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 2100 mm : Start Reaction = 22.17 KN : End Reaction = 22.17 KN : Span
Moment = 41.49 KNm
As Required = 274.63 mm² : As Provided = 402 mm² : Use = 2Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 4
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 2100 mm : Start Reaction = 22.17 KN : End Reaction = 22.17 KN : Span
Moment = 41.49 KNm
As Required = 274.63 mm² : As Provided = 402 mm² : Use = 2Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Beam 5
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 6000 mm : Start Reaction = 84.25 KN : End Reaction = 76.06 KN : Span
Moment = 338.6 KNm
As Required = 2524.25 mm² : As Provided = 2613 mm² : Use = 13Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 6
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 48.01 KN : End Reaction = 52.83 KN : Span
Moment = 114.15 KNm
As Required = 853.62 mm² : As Provided = 1005 mm² : Use = 5Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 7
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3000 mm : Start Reaction = 45.04 KN : End Reaction = 41.56 KN : Span
Moment = 49.97 KNm
As Required = 334.75 mm² : As Provided = 402 mm² : Use = 2Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Span 2 : Length = 5100 mm : Start Reaction = 68.52 KN : End Reaction = 68.52 KN : Span
Moment = 583.42 KNm
As Required = 4232.27 mm² : As Provided = 4422 mm² : Use = 22Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Span 3 : Length = 3500 mm : Start Reaction = 48.01 KN : End Reaction = 52.83 KN : Span
Moment = 996.21 KNm
As Required = 7112.14 mm² : As Provided = 7236 mm² : Use = 36Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Support 2 : Support Moment = -50.18 KNm : As Required = 334.39 mm² : As Provided = 402
mm² : Use = 2Y16
Support 3 : Support Moment = -55.22 KNm : As Required = 370.66 mm² : As Provided = 402
mm² : Use = 2Y16
Beam 8
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 46.43 KN : End Reaction = 46.43 KN : Span
Moment = 113.64 KNm
As Required = 848.91 mm² : As Provided = 1005 mm² : Use = 5Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 9
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3000 mm : Start Reaction = 37.4 KN : End Reaction = 37.4 KN : Span
Moment = 51.06 KNm
As Required = 342.6 mm² : As Provided = 402 mm² : Use = 2Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Span 2 : Length = 5100 mm : Start Reaction = 70.66 KN : End Reaction = 70.66 KN : Span
Moment = 583.63 KNm
As Required = 4233.73 mm² : As Provided = 4422 mm² : Use = 22Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Span 3 : Length = 3500 mm : Start Reaction = 45.45 KN : End Reaction = 45.45 KN : Span
Moment = 1250.58 KNm
As Required = 8886.78 mm² : As Provided = 9045 mm² : Use = 45Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Support 2 : Support Moment = -49.86 KNm : As Required = 332.11 mm² : As Provided = 402
mm² : Use = 2Y16
Support 3 : Support Moment = -54.83 KNm : As Required = 367.83 mm² : As Provided = 402
mm² : Use = 2Y16
Beam 10
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 12 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 413 mm
Span 1 : Length = 3000 mm : Start Reaction = 32.44 KN : End Reaction = 32.44 KN : Span
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Moment = 0 KNm
As Required = 0 mm² : As Provided = 226 mm² : Use = 2Y12 : Deflection Check Ok : Shear
Check Ok : Use Y8 @ 300
Span 2 : Length = 8600 mm : Start Reaction = 95.07 KN : End Reaction = 95.07 KN : Span
Moment = 1265.39 KNm
As Required = 8990.1 mm² : As Provided = 9045 mm² : Use = 45Y16 : Deflection Check Not
Ok : Shear Check Ok : Use Y8 @ 300
Support 2 : Support Moment = -157.84 KNm : As Required = 1258.19 mm² : As Provided =
1407 mm² : Use = 7Y16
Beam 11
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 39.46 KN : End Reaction = 39.46 KN : Span
Moment = 82.66 KNm
As Required = 582.76 mm² : As Provided = 603 mm² : Use = 3Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 12
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 7000 mm : Start Reaction = 83.12 KN : End Reaction = 83.12 KN : Span
Moment = 346.08 KNm
As Required = 2576.44 mm² : As Provided = 2613 mm² : Use = 13Y16 : Deflection Check Ok :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Shear Check Ok : Use Y8 @ 300
Span 2 : Length = 2000 mm : Start Reaction = 21.01 KN : End Reaction = 21.01 KN : Span
Moment = 759.51 KNm
As Required = 5460.78 mm² : As Provided = 5628 mm² : Use = 28Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Support 2 : Support Moment = -115.47 KNm : As Required = 859.64 mm² : As Provided = 1005
mm² : Use = 5Y16
Beam 13
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 1500 mm : Start Reaction = 15.35 KN : End Reaction = 15.35 KN : Span
Moment = 21.72 KNm
As Required = 143.52 mm² : As Provided = 402 mm² : Use = 2Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 14
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 7000 mm : Start Reaction = 107.35 KN : End Reaction = 107.35 KN : Span
Moment = 313.03 KNm
As Required = 2345.86 mm² : As Provided = 2412 mm² : Use = 12Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Span 2 : Length = 2000 mm : Start Reaction = 23.21 KN : End Reaction = 23.21 KN : Span
Moment = 722.88 KNm
As Required = 5205.21 mm² : As Provided = 5226 mm² : Use = 26Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Support 2 : Support Moment = -148.68 KNm : As Required = 1194.97 mm² : As Provided =
1206 mm² : Use = 6Y16
Beam 15
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 60.35 KN : End Reaction = 67.31 KN : Span
Moment = 115.49 KNm
As Required = 866.05 mm² : As Provided = 1005 mm² : Use = 5Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 16
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 60.56 KN : End Reaction = 67.52 KN : Span
Moment = 115.58 KNm
As Required = 866.89 mm² : As Provided = 1005 mm² : Use = 5Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Beam 17
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 51.78 KN : End Reaction = 51.78 KN : Span
Moment = 78.2 KNm
As Required = 547.21 mm² : As Provided = 603 mm² : Use = 3Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Span 2 : Length = 3500 mm : Start Reaction = 51.78 KN : End Reaction = 51.78 KN : Span
Moment = 452.14 KNm
As Required = 3316.38 mm² : As Provided = 3417 mm² : Use = 17Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Support 2 : Support Moment = -45.31 KNm : As Required = 299.87 mm² : As Provided = 402
mm² : Use = 2Y16
Beam 18
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 1500 mm : Start Reaction = 15.35 KN : End Reaction = 15.35 KN : Span
Moment = 21.72 KNm
As Required = 143.52 mm² : As Provided = 402 mm² : Use = 2Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 19
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 39.67 KN : End Reaction = 39.67 KN : Span
Moment = 113.1 KNm
As Required = 843.94 mm² : As Provided = 1005 mm² : Use = 5Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Beam 20
Depth = 450 mm : Breadth = 225 mm : Cover = 25 mm : Bar dia = 16 : fcu = 25N/mm² : fy =
410 N/mm² : effectiveDepth, d = 409 mm
Span 1 : Length = 3500 mm : Start Reaction = 39.67 KN : End Reaction = 39.67 KN : Span
Moment = 87.28 KNm
As Required = 620.25 mm² : As Provided = 804 mm² : Use = 4Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Span 2 : Length = 3500 mm : Start Reaction = 39.67 KN : End Reaction = 39.67 KN : Span
Moment = 435.77 KNm
As Required = 3202.17 mm² : As Provided = 3216 mm² : Use = 16Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Span 3 : Length = 2000 mm : Start Reaction = 21.01 KN : End Reaction = 21.01 KN : Span
Moment = 670 KNm
As Required = 4836.29 mm² : As Provided = 5025 mm² : Use = 25Y16 : Deflection Check Ok :
Shear Check Ok : Use Y8 @ 300
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Support 2 : Support Moment = -30.66 KNm : As Required = 201.6 mm² : As Provided = 402
mm² : Use = 2Y16
Support 3 : Support Moment = -16.83 KNm : As Required = 110.67 mm² : As Provided = 201
mm² : Use = 2Y16
Code reference - BS 8110 : Part 1 : 1997 : Section 3.4.4.4
4.2.3 Column Design
Column Type, CT 1 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 113.77 KN : Column Moment = 25.88 KNm : d/h = 0.818 : N/bhfcu = 0.0899 :
M/bh²fcu = 0.0909
As Required = 617.38 mm² : As Provided = 804 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 263.52 KN : Column Moment = 25.7 KNm : d/h = 0.818 : N/bhfcu = 0.2082 :
M/bh²fcu = 0.0902
As Required = 30.87 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 413.27 KN : Column Moment = 24.93 KNm : d/h = 0.818 : N/bhfcu = 0.3265 :
M/bh²fcu = 0.0875
As Required = 555.64 mm² : As Provided = 603 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 563.02 KN : Column Moment = 24.16 KNm : d/h = 0.818 : N/bhfcu = 0.4449 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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M/bh²fcu = 0.0848
As Required = 592.68 mm² : As Provided = 603 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 2 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 134.66 KN : Column Moment = 28.48 KNm : d/h = 0.818 : N/bhfcu = 0.1064 :
M/bh²fcu = 0.1
As Required = 432.16 mm² : As Provided = 603 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 294.97 KN : Column Moment = 28.21 KNm : d/h = 0.818 : N/bhfcu = 0.2331 :
M/bh²fcu = 0.0991
As Required = 401.3 mm² : As Provided = 402 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 450.73 KN : Column Moment = 26.88 KNm : d/h = 0.818 : N/bhfcu = 0.3561 :
M/bh²fcu = 0.0944
As Required = 679.12 mm² : As Provided = 804 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 606.49 KN : Column Moment = 25.55 KNm : d/h = 0.818 : N/bhfcu = 0.4792 :
M/bh²fcu = 0.0897
As Required = 802.59 mm² : As Provided = 804 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 3 : Top Level = 12600 - Bottom Level = 0
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 108.21 KN : Column Moment = 12.64 KNm : d/h = 0.818 : N/bhfcu = 0.0855 :
M/bh²fcu = 0.0444
As Required = 15.43 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 235.57 KN : Column Moment = 13.76 KNm : d/h = 0.818 : N/bhfcu = 0.1861 :
M/bh²fcu = 0.0483
As Required = 3.09 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 358.38 KN : Column Moment = 13.12 KNm : d/h = 0.818 : N/bhfcu = 0.2832 :
M/bh²fcu = 0.0461
As Required = 9.26 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 481.19 KN : Column Moment = 12.48 KNm : d/h = 0.818 : N/bhfcu = 0.3802 :
M/bh²fcu = 0.0438
As Required = 30.87 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 4 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 87.32 KN : Column Moment = 9.66 KNm : d/h = 0.818 : N/bhfcu = 0.069 :
M/bh²fcu = 0.0339
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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As Required = 0.31 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 204.12 KN : Column Moment = 10.28 KNm : d/h = 0.818 : N/bhfcu = 0.1613 :
M/bh²fcu = 0.0361
As Required = 30.87 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 320.92 KN : Column Moment = 9.67 KNm : d/h = 0.818 : N/bhfcu = 0.2536 :
M/bh²fcu = 0.034
As Required = 6.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 437.72 KN : Column Moment = 9.06 KNm : d/h = 0.818 : N/bhfcu = 0.3459 :
M/bh²fcu = 0.0318
As Required = 3.4 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 9 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 131.69 KN : Column Moment = 31.29 KNm : d/h = 0.818 : N/bhfcu = 0.1041 :
M/bh²fcu = 0.1099
As Required = 185.21 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 300.11 KN : Column Moment = 33.57 KNm : d/h = 0.818 : N/bhfcu = 0.2371 :
M/bh²fcu = 0.1179
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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As Required = 246.95 mm² : As Provided = 402 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 466.28 KN : Column Moment = 32.72 KNm : d/h = 0.818 : N/bhfcu = 0.3684 :
M/bh²fcu = 0.1149
As Required = 302.52 mm² : As Provided = 402 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 632.45 KN : Column Moment = 31.86 KNm : d/h = 0.818 : N/bhfcu = 0.4997 :
M/bh²fcu = 0.1119
As Required = 277.82 mm² : As Provided = 402 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 11 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 151.35 KN : Column Moment = 31.45 KNm : d/h = 0.818 : N/bhfcu = 0.1196 :
M/bh²fcu = 0.1104
As Required = 250.04 mm² : As Provided = 402 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 338.61 KN : Column Moment = 34.25 KNm : d/h = 0.818 : N/bhfcu = 0.2675 :
M/bh²fcu = 0.1203
As Required = 305.6 mm² : As Provided = 402 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 519.36 KN : Column Moment = 32.68 KNm : d/h = 0.818 : N/bhfcu = 0.4104 :
M/bh²fcu = 0.1148
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
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As Required = 679.12 mm² : As Provided = 804 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 700.11 KN : Column Moment = 31.11 KNm : d/h = 0.818 : N/bhfcu = 0.5532 :
M/bh²fcu = 0.1092
As Required = 617.38 mm² : As Provided = 804 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 12 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 123.51 KN : Column Moment = 13.7 KNm : d/h = 0.818 : N/bhfcu = 0.0976 :
M/bh²fcu = 0.0481
As Required = 3.09 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 267.83 KN : Column Moment = 15.3 KNm : d/h = 0.818 : N/bhfcu = 0.2116 :
M/bh²fcu = 0.0537
As Required = 3.09 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 405.31 KN : Column Moment = 14.33 KNm : d/h = 0.818 : N/bhfcu = 0.3202 :
M/bh²fcu = 0.0503
As Required = 30.87 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 542.79 KN : Column Moment = 13.36 KNm : d/h = 0.818 : N/bhfcu = 0.4289 :
M/bh²fcu = 0.0469
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 67
As Required = 6.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 14 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 100.48 KN : Column Moment = 11.67 KNm : d/h = 0.818 : N/bhfcu = 0.0794 :
M/bh²fcu = 0.041
As Required = 6.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 226.25 KN : Column Moment = 12.77 KNm : d/h = 0.818 : N/bhfcu = 0.1788 :
M/bh²fcu = 0.0448
As Required = 67.91 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 350.08 KN : Column Moment = 12.12 KNm : d/h = 0.818 : N/bhfcu = 0.2766 :
M/bh²fcu = 0.0426
As Required = 64.82 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 473.91 KN : Column Moment = 11.48 KNm : d/h = 0.818 : N/bhfcu = 0.3744 :
M/bh²fcu = 0.0403
As Required = 9.26 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 15 : Top Level = 12600 - Bottom Level = 0
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 68
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 136.14 KN : Column Moment = 38.76 KNm : d/h = 0.818 : N/bhfcu = 0.1076 :
M/bh²fcu = 0.1361
As Required = 833.46 mm² : As Provided = 1005 mm² : Use = 6Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 316.24 KN : Column Moment = 41.01 KNm : d/h = 0.818 : N/bhfcu = 0.2499 :
M/bh²fcu = 0.144
As Required = 802.59 mm² : As Provided = 804 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 494.54 KN : Column Moment = 40.12 KNm : d/h = 0.818 : N/bhfcu = 0.3907 :
M/bh²fcu = 0.1409
As Required = 895.2 mm² : As Provided = 1005 mm² : Use = 6Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 672.84 KN : Column Moment = 39.23 KNm : d/h = 0.818 : N/bhfcu = 0.5316 :
M/bh²fcu = 0.1378
As Required = 922.98 mm² : As Provided = 1005 mm² : Use = 6Y16 : Link Use Y8 @ 250
Column Type, CT 17 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 225.41 KN : Column Moment = 49.27 KNm : d/h = 0.818 : N/bhfcu = 0.1781 :
M/bh²fcu = 0.173
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 69
As Required = 2006.48 mm² : As Provided = 2010 mm² : Use = 10Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 600.78 KN : Column Moment = 64.84 KNm : d/h = 0.818 : N/bhfcu = 0.4747 :
M/bh²fcu = 0.2277
As Required = 6.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 975.25 KN : Column Moment = 61.8 KNm : d/h = 0.818 : N/bhfcu = 0.7706 :
M/bh²fcu = 0.217
As Required = 1265.62 mm² : As Provided = 1407 mm² : Use = 8Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 1349.72 KN : Column Moment = 58.76 KNm : d/h = 0.818 : N/bhfcu = 1.0664 :
M/bh²fcu = 0.2063
As Required = 2099.09 mm² : As Provided = 2211 mm² : Use = 12Y16 : Link Use Y8 @ 250
Column Type, CT 18 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 176.29 KN : Column Moment = 11.25 KNm : d/h = 0.818 : N/bhfcu = 0.1393 :
M/bh²fcu = 0.0395
As Required = 6.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 458.82 KN : Column Moment = 14.65 KNm : d/h = 0.818 : N/bhfcu = 0.3625 :
M/bh²fcu = 0.0514
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 70
As Required = 123.48 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 740.57 KN : Column Moment = 12.43 KNm : d/h = 0.818 : N/bhfcu = 0.5851 :
M/bh²fcu = 0.0436
As Required = 987.8 mm² : As Provided = 1005 mm² : Use = 6Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 1022.32 KN : Column Moment = 10.2 KNm : d/h = 0.818 : N/bhfcu = 0.8078 :
M/bh²fcu = 0.0358
As Required = 1358.23 mm² : As Provided = 1407 mm² : Use = 8Y16 : Link Use Y8 @ 250
Column Type, CT 20 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 100.48 KN : Column Moment = 11.67 KNm : d/h = 0.818 : N/bhfcu = 0.0794 :
M/bh²fcu = 0.041
As Required = 6.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 226.25 KN : Column Moment = 12.77 KNm : d/h = 0.818 : N/bhfcu = 0.1788 :
M/bh²fcu = 0.0448
As Required = 0.62 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 350.08 KN : Column Moment = 12.12 KNm : d/h = 0.818 : N/bhfcu = 0.2766 :
M/bh²fcu = 0.0426
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 71
As Required = 3.09 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 473.91 KN : Column Moment = 11.48 KNm : d/h = 0.818 : N/bhfcu = 0.3744 :
M/bh²fcu = 0.0403
As Required = 12.35 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 21 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 157.97 KN : Column Moment = 7.09 KNm : d/h = 0.818 : N/bhfcu = 0.1248 :
M/bh²fcu = 0.0249
As Required = 3.09 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 427.95 KN : Column Moment = 9.31 KNm : d/h = 0.818 : N/bhfcu = 0.3381 :
M/bh²fcu = 0.0327
As Required = 9.26 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 697.93 KN : Column Moment = 8.74 KNm : d/h = 0.818 : N/bhfcu = 0.5515 :
M/bh²fcu = 0.0307
As Required = 246.95 mm² : As Provided = 402 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 967.91 KN : Column Moment = 8.16 KNm : d/h = 0.818 : N/bhfcu = 0.7648 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 72
M/bh²fcu = 0.0287
As Required = 1234.76 mm² : As Provided = 1407 mm² : Use = 8Y16 : Link Use Y8 @ 250
Column Type, CT 22 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 133.75 KN : Column Moment = 6.71 KNm : d/h = 0.818 : N/bhfcu = 0.1057 :
M/bh²fcu = 0.0236
As Required = 5.56 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 326.45 KN : Column Moment = 8.76 KNm : d/h = 0.818 : N/bhfcu = 0.2579 :
M/bh²fcu = 0.0308
As Required = 6.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 519.15 KN : Column Moment = 8.54 KNm : d/h = 0.818 : N/bhfcu = 0.4102 :
M/bh²fcu = 0.03
As Required = 3.09 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 711.85 KN : Column Moment = 8.33 KNm : d/h = 0.818 : N/bhfcu = 0.5624 :
M/bh²fcu = 0.0293
As Required = 185.21 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 23 : Top Level = 12600 - Bottom Level = 0
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 73
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 149.51 KN : Column Moment = 13.23 KNm : d/h = 0.818 : N/bhfcu = 0.1181 :
M/bh²fcu = 0.0465
As Required = 9.26 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 361.83 KN : Column Moment = 16.5 KNm : d/h = 0.818 : N/bhfcu = 0.2859 :
M/bh²fcu = 0.0579
As Required = 3.09 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 574.15 KN : Column Moment = 15.59 KNm : d/h = 0.818 : N/bhfcu = 0.4536 :
M/bh²fcu = 0.0547
As Required = 27.78 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 786.47 KN : Column Moment = 14.69 KNm : d/h = 0.818 : N/bhfcu = 0.6214 :
M/bh²fcu = 0.0516
As Required = 1265.62 mm² : As Provided = 1407 mm² : Use = 8Y16 : Link Use Y8 @ 250
Column Type, CT 24 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 246.6 KN : Column Moment = 18.02 KNm : d/h = 0.818 : N/bhfcu = 0.1948 :
M/bh²fcu = 0.0633
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 74
As Required = 123.48 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 663.6 KN : Column Moment = 25.99 KNm : d/h = 0.818 : N/bhfcu = 0.5243 :
M/bh²fcu = 0.0913
As Required = 117.3 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 1080.6 KN : Column Moment = 22.27 KNm : d/h = 0.818 : N/bhfcu = 0.8538 :
M/bh²fcu = 0.0782
As Required = 2006.48 mm² : As Provided = 2010 mm² : Use = 10Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 1497.6 KN : Column Moment = 18.54 KNm : d/h = 0.818 : N/bhfcu = 1.1833 :
M/bh²fcu = 0.0651
As Required = 3704.27 mm² : As Provided = 3819 mm² : Use = 20Y16 : Link Use Y8 @ 250
Column Type, CT 25 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 175.87 KN : Column Moment = 11.67 KNm : d/h = 0.818 : N/bhfcu = 0.139 :
M/bh²fcu = 0.041
As Required = 3.7 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 470.11 KN : Column Moment = 15.02 KNm : d/h = 0.818 : N/bhfcu = 0.3714 :
M/bh²fcu = 0.0527
As Required = 33.96 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 75
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 764.35 KN : Column Moment = 12.48 KNm : d/h = 0.818 : N/bhfcu = 0.6039 :
M/bh²fcu = 0.0438
As Required = 740.85 mm² : As Provided = 804 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 1058.59 KN : Column Moment = 9.93 KNm : d/h = 0.818 : N/bhfcu = 0.8364 :
M/bh²fcu = 0.0349
As Required = 1419.97 mm² : As Provided = 1608 mm² : Use = 8Y16 : Link Use Y8 @ 250
Column Type, CT 26 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 114.11 KN : Column Moment = 7.26 KNm : d/h = 0.818 : N/bhfcu = 0.0902 :
M/bh²fcu = 0.0255
As Required = 3.09 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 275.15 KN : Column Moment = 9.22 KNm : d/h = 0.818 : N/bhfcu = 0.2174 :
M/bh²fcu = 0.0324
As Required = 6.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 436.19 KN : Column Moment = 8.9 KNm : d/h = 0.818 : N/bhfcu = 0.3446 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 76
M/bh²fcu = 0.0313
As Required = 12.35 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 597.23 KN : Column Moment = 8.57 KNm : d/h = 0.818 : N/bhfcu = 0.4719 :
M/bh²fcu = 0.0301
As Required = 246.95 mm² : As Provided = 402 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 27 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 61.43 KN : Column Moment = 4.03 KNm : d/h = 0.818 : N/bhfcu = 0.0485 :
M/bh²fcu = 0.0142
As Required = 3.7 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 136.89 KN : Column Moment = 4.27 KNm : d/h = 0.818 : N/bhfcu = 0.1082 :
M/bh²fcu = 0.015
As Required = 3.4 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 212.35 KN : Column Moment = 4.2 KNm : d/h = 0.818 : N/bhfcu = 0.1678 :
M/bh²fcu = 0.0147
As Required = 46.3 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 287.81 KN : Column Moment = 4.12 KNm : d/h = 0.818 : N/bhfcu = 0.2274 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 77
M/bh²fcu = 0.0145
As Required = 0.31 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Column Type, CT 28 : Top Level = 12600 - Bottom Level = 0
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 158.7 KN : Column Moment = 19.7 KNm : d/h = 0.818 : N/bhfcu = 0.1254 :
M/bh²fcu = 0.0692
As Required = 154.34 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 367.3 KN : Column Moment = 22.66 KNm : d/h = 0.818 : N/bhfcu = 0.2902 :
M/bh²fcu = 0.0796
As Required = 148.17 mm² : As Provided = 201 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 575.9 KN : Column Moment = 22.41 KNm : d/h = 0.818 : N/bhfcu = 0.455 :
M/bh²fcu = 0.0787
As Required = 771.72 mm² : As Provided = 804 mm² : Use = 4Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 784.5 KN : Column Moment = 22.16 KNm : d/h = 0.818 : N/bhfcu = 0.6199 :
M/bh²fcu = 0.0778
As Required = 1296.49 mm² : As Provided = 1407 mm² : Use = 8Y16 : Link Use Y8 @ 250
Column Type, CT 29 : Top Level = 12600 - Bottom Level = 0
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 78
Cover = 25 mm : fcu = 25N/mm² : fy = 410 N/mm²
Level 1 : Top Level 12600 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 124.06 KN : Column Moment = 56.13 KNm : d/h = 0.818 : N/bhfcu = 0.098 :
M/bh²fcu = 0.1971
As Required = 1883 mm² : As Provided = 2010 mm² : Use = 10Y16 : Link Use Y8 @ 250
Level 2 : Top Level 9450 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 283.99 KN : Column Moment = 52.94 KNm : d/h = 0.818 : N/bhfcu = 0.2244 :
M/bh²fcu = 0.1859
As Required = 1481.71 mm² : As Provided = 1608 mm² : Use = 8Y16 : Link Use Y8 @ 250
Level 3 : Top Level 6300 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 443.92 KN : Column Moment = 52.79 KNm : d/h = 0.818 : N/bhfcu = 0.3508 :
M/bh²fcu = 0.1854
As Required = 1907.7 mm² : As Provided = 2010 mm² : Use = 10Y16 : Link Use Y8 @ 250
Level 4 : Top Level 3150 : Length = 3150 mm : Width = 225 mm : Height = 225
Axialload = 603.85 KN : Column Moment = 52.63 KNm : d/h = 0.818 : N/bhfcu = 0.4771 :
M/bh²fcu = 0.1848
As Required = 2129.95 mm² : As Provided = 2211 mm² : Use = 12Y16 : Link Use Y8 @ 250
Code reference - BS 8110 : Part 1 : 1997 : Section 3.8.4
4.2.4 Foundation Design
Cover = 50 mm : Bar dia = 12 : fcu = 25N/mm² : fy = 410 N/mm²
Base Type, BT 1 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 338 mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 79
MomentX = 51.99KNm : As required = 408.44mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 51.99KNm : As required = 408.44mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 2 : Base Thickness = 400mm : Width = 1800mm : Height = 1800 :
effectiveDepth, d = 338 mm
MomentX = 58.05KNm : As required = 456.05mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 58.05KNm : As required = 456.05mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 3 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 338 mm
MomentX = 44.42KNm : As required = 348.97mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 44.42KNm : As required = 348.97mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 4 : Base Thickness = 400mm : Width = 1400mm : Height = 1400 :
effectiveDepth, d = 338 mm
MomentX = 38.55KNm : As required = 302.86mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 38.55KNm : As required = 302.86mm² : As provided = 566 : Use Y12 @ 200 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 80
Punching Shear Check Ok
Base Type, BT 5 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 338 mm
MomentX = 58.4KNm : As required = 458.8mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 58.4KNm : As required = 458.8mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 6 : Base Thickness = 400mm : Width = 1800mm : Height = 1800 :
effectiveDepth, d = 338 mm
MomentX = 67.02KNm : As required = 526.52mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 67.02KNm : As required = 526.52mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 7 : Base Thickness = 400mm : Width = 1450mm : Height = 1450 :
effectiveDepth, d = 338 mm
MomentX = 48.43KNm : As required = 380.47mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 48.43KNm : As required = 380.47mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 81
Base Type, BT 8 : Base Thickness = 400mm : Width = 1400mm : Height = 1400 :
effectiveDepth, d = 338 mm
MomentX = 41.73KNm : As required = 327.84mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 41.73KNm : As required = 327.84mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 9 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 338 mm
MomentX = 62.13KNm : As required = 488.1mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 62.13KNm : As required = 488.1mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 10 : Base Thickness = 400mm : Width = 2000mm : Height = 2000 :
effectiveDepth, d = 338 mm
MomentX = 132.92KNm : As required = 1047.22mm² : As provided = 1130 : Use Y12 @ 100 :
Punching Shear Check Not Ok
MomentY = 132.92KNm : As required = 1047.22mm² : As provided = 1130 : Use Y12 @ 100 :
Punching Shear Check Not Ok
Base Type, BT 11 : Base Thickness = 400mm : Width = 2400mm : Height = 2400 :
effectiveDepth, d = 338 mm
MomentX = 104.98KNm : As required = 824.74mm² : As provided = 905 : Use Y12 @ 125 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 82
Punching Shear Check Ok
MomentY = 104.98KNm : As required = 824.74mm² : As provided = 905 : Use Y12 @ 125 :
Punching Shear Check Ok
Base Type, BT 12 : Base Thickness = 400mm : Width = 1400mm : Height = 1400 :
effectiveDepth, d = 338 mm
MomentX = 41.73KNm : As required = 327.84mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 41.73KNm : As required = 327.84mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 13 : Base Thickness = 400mm : Width = 2200mm : Height = 2200 :
effectiveDepth, d = 338 mm
MomentX = 97.52KNm : As required = 766.13mm² : As provided = 905 : Use Y12 @ 125 :
Punching Shear Check Ok
MomentY = 97.52KNm : As required = 766.13mm² : As provided = 905 : Use Y12 @ 125 :
Punching Shear Check Ok
Base Type, BT 14 : Base Thickness = 400mm : Width = 2000mm : Height = 2000 :
effectiveDepth, d = 338 mm
MomentX = 70.09KNm : As required = 550.64mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 70.09KNm : As required = 550.64mm² : As provided = 566 : Use Y12 @ 200 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 83
Punching Shear Check Ok
Base Type, BT 15 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 338 mm
MomentX = 72.62KNm : As required = 570.51mm² : As provided = 646 : Use Y12 @ 175 :
Punching Shear Check Ok
MomentY = 72.62KNm : As required = 570.51mm² : As provided = 646 : Use Y12 @ 175 :
Punching Shear Check Ok
Base Type, BT 16 : Base Thickness = 500mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 438 mm
MomentX = 138.27KNm : As required = 841.62mm² : As provided = 905 : Use Y12 @ 125 :
Punching Shear Check Ok
MomentY = 138.27KNm : As required = 841.62mm² : As provided = 905 : Use Y12 @ 125 :
Punching Shear Check Ok
Base Type, BT 17 : Base Thickness = 500mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 438 mm
MomentX = 97.75KNm : As required = 594.98mm² : As provided = 754 : Use Y12 @ 150 :
Punching Shear Check Ok
MomentY = 97.75KNm : As required = 594.98mm² : As provided = 754 : Use Y12 @ 150 :
Punching Shear Check Ok
Base Type, BT 18 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 84
effectiveDepth, d = 338 mm
MomentX = 55.14KNm : As required = 433.19mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 55.14KNm : As required = 433.19mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 19 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 338 mm
MomentX = 26.58KNm : As required = 208.82mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
MomentY = 26.58KNm : As required = 208.82mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
Base Type, BT 20 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 338 mm
MomentX = 72.44KNm : As required = 569.1mm² : As provided = 646 : Use Y12 @ 175 :
Punching Shear Check Ok
MomentY = 72.44KNm : As required = 569.1mm² : As provided = 646 : Use Y12 @ 175 :
Punching Shear Check Ok
Base Type, BT 21 : Base Thickness = 400mm : Width = 1600mm : Height = 1600 :
effectiveDepth, d = 338 mm
MomentX = 55.76KNm : As required = 438.06mm² : As provided = 566 : Use Y12 @ 200 :
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 85
Punching Shear Check Ok
MomentY = 55.76KNm : As required = 438.06mm² : As provided = 566 : Use Y12 @ 200 :
Punching Shear Check Ok
4.3.0 Design and Analysis Using RCD 2000
4.3.1 Slab Analysis and Design
Job Ref: Slab Design Date : August, 2012
Designed: Samaila Sani Saulawa Checked: ____Engr. Samaila Bawa____
fcu = 25.0N/sq. mm. fy = 410.0N/sq. mm.
Panel No. P1 Type: Two Way Case 4
Sketch: Depth: 150.00 mm
lx = 3000.mm. ly = 3500.mm. ly/lx = 1.167
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 86
Short Span Coeff. -0.058 & 0.043 Long Span Coeff. -0.047 & 0.035
Uniformly Distributed Load = 10.520kN/m.
SHORT SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 4.09 195.00 Y12. @ 250.mm c/c B
Cont. Edge 5.46 195.00 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 10.520 kN/m
LONG SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 3.31 176.80 Y12. @ 250.mm c/c B
Cont. Edge 4.45 176.80 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 11.916 kN/m
*Torsional Bars. if any. is 375.000 sq. mm
Provide Y12. @ 250.mm c/c T
DEFLECTION
^^^^^^^^^^
Span/Depth = **** %As = 0.16 Fs = 273.5 Mod. Factor = 2.00
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 87
Effective Depth of slab Reqd. = 12.1mm
Panel 2 of 11
Panel No. P2 Type: Two Way Case 2
Sketch: Depth: 150.00 mm
lx = 2000.mm. ly = 2100.mm. ly/lx = 1.050
Short Span Coeff. -0.040 & 0.030 Long Span Coeff. -0.037 & 0.028
Uniformly Distributed Load = 10.520kN/m.
SHORT SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 1.27 195.00 Y12. @ 250.mm c/c B
Cont. Edge 1.69 195.00 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 7.013 kN/m
LONG SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 1.18 176.80 Y12. @ 250.mm c/c B
Cont. Edge 1.56 176.80 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 7.339 kN/m
*Torsional Bars. if any. is 375.000 sq. mm
Provide Y12. @ 250.mm c/c T
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 88
DEFLECTION
^^^^^^^^^^
Span/Depth = **** %As = 0.16 Fs = 273.5 Mod. Factor = 2.00
Effective Depth of slab Reqd. = 8.1mm
Panel 3 of 11
Panel No. P3 Type: Simply Supported
Sketch: Depth: 225.00 mm
Span Length = 9600.mm.
Span UDL = 10.520kN/m.
No. of Point Loads = 0
Moment = 121.19kN. m
Steel Required = 2200.00sq. mm
Provide Y20. @ 125.mm c/c Btm
Left Shear on Beam/Wall = 50.50kN/m
Right Shear on Beam/Wall = 50.50kN/m
DEFLECTION
^^^^^^^^^^
Span/Depth = 20.0 %As = 1.10 Fs = 230.3 Mod. Factor = 1.07
Effective Depth of slab Reqd. = 447.3mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 89
Panel 4 of 11
Panel No. P4 Type: Two Way Case 4
Sketch: Depth: 150.00 mm
lx = 3500.mm. ly = 3500.mm. ly/lx = 1.000
Short Span Coeff. -0.047 & 0.035 Long Span Coeff. -0.047 & 0.035
Uniformly Distributed Load = 10.520kN/m.
SHORT SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 4.55 195.00 Y12. @ 250.mm c/c B
Cont. Edge 6.04 195.00 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 12.273 kN/m
LONG SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 4.51 176.80 Y12. @ 250.mm c/c B
Cont. Edge 6.06 176.80 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 12.273 kN/m
*Torsional Bars. if any. is 375.000 sq. mm
Provide Y12. @ 250.mm c/c T
DEFLECTION
^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 90
Span/Depth = **** %As = 0.16 Fs = 273.5 Mod. Factor = 1.97
Effective Depth of slab Reqd. = 14.3mm
Panel 5 of 11
Panel No. P5 Type: Simply Supported
Sketch: Depth: 175.00 mm
Span Length = 7000.mm.
Span UDL = 10.520kN/m.
No. of Point Loads = 0
Moment = 64.44kN. m
Steel Required = 2300.30sq. mm
Provide Y20. @ 125.mm c/c Btm
Left Shear on Beam/Wall = 36.82kN/m
Right Shear on Beam/Wall = 36.82kN/m
DEFLECTION
^^^^^^^^^^
Span/Depth = 20.0 %As = 1.53 Fs = 154.2 Mod. Factor = 1.26
Effective Depth of slab Reqd. = 276.7mm
Panel 6 of 11
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 91
Panel No. P6 Type: Two Way Case 2
Sketch: Depth: 150.00 mm
lx = 3500.mm. ly = 3500.mm. ly/lx = 1.000
Short Span Coeff. -0.038 & 0.028 Long Span Coeff. -0.037 & 0.028
Uniformly Distributed Load = 10.520kN/m.
SHORT SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 3.66 195.00 Y12. @ 250.mm c/c B
Cont. Edge 4.86 195.00 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 12.273 kN/m
LONG SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 3.61 176.80 Y12. @ 250.mm c/c B
Cont. Edge 4.77 176.80 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 12.273 kN/m
*Torsional Bars. if any. is 375.000 sq. mm
Provide Y12. @ 250.mm c/c T
DEFLECTION
^^^^^^^^^^
Span/Depth = **** %As = 0.16 Fs = 273.5 Mod. Factor = 2.00
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 92
Effective Depth of slab Reqd. = 14.1mm
Panel 7 of 11
Panel No. P7 Type: Two Way Case 1
Sketch: Depth: 150.00 mm
lx = 5100.mm. ly = 7000.mm. ly/lx = 1.373
Short Span Coeff. -0.049 & 0.038 Long Span Coeff. -0.032 & 0.024
Uniformly Distributed Load = 10.520kN/m.
SHORT SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 10.34 223.65 Y12. @ 250.mm c/c B
Cont. Edge 13.50 291.92 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 17.884 kN/m
LONG SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 6.57 176.80 Y12. @ 250.mm c/c B
Cont. Edge 8.76 213.18 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 22.079 kN/m
*Torsional Bars. if any. is 375.000 sq. mm
Provide Y12. @ 250.mm c/c T
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 93
DEFLECTION
^^^^^^^^^^
Span/Depth = **** %As = 0.18 Fs = 273.5 Mod. Factor = 1.64
Effective Depth of slab Reqd. = 25.1mm
Panel 8 of 11
Panel No. P8 Type: Two Way Case 2
Sketch: Depth: 150.00 mm
lx = 3500.mm. ly = 3500.mm. ly/lx = 1.000
Short Span Coeff. -0.038 & 0.028 Long Span Coeff. -0.037 & 0.028
Uniformly Distributed Load = 10.520kN/m.
SHORT SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 3.66 195.00 Y12. @ 250.mm c/c B
Cont. Edge 4.86 195.00 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 12.273 kN/m
LONG SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 3.61 176.80 Y12. @ 250.mm c/c B
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 94
Cont. Edge 4.77 176.80 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 12.273 kN/m
*Torsional Bars. if any. is 375.000 sq. mm
Provide Y12. @ 250.mm c/c T
DEFLECTION
^^^^^^^^^^
Span/Depth = **** %As = 0.16 Fs = 273.5 Mod. Factor = 2.00
Effective Depth of slab Reqd. = 14.1mm
Panel 9 of 11
Panel No. P9 Type: Simply Supported
Sketch: Depth: 200.00 mm
Span Length = 8600.mm.
Span UDL = 10.520kN/m.
No. of Point Loads = 0
Moment = 97.26kN. m
Steel Required = 2130.20sq. mm
Provide Y20. @ 125.mm c/c Btm
Left Shear on Beam/Wall = 45.24kN/m
Right Shear on Beam/Wall = 45.24kN/m
DEFLECTION
^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 95
Span/Depth = 20.0 %As = 1.22 Fs = 220.7 Mod. Factor = 1.07
Effective Depth of slab Reqd. = 400.4mm
Panel 10 of 11
Panel No. P10 Type: Two Way Case 4
Sketch: Depth: 150.00 mm
lx = 2000.mm. ly = 3000.mm. ly/lx = 1.500
Short Span Coeff. -0.075 & 0.056 Long Span Coeff. -0.047 & 0.035
Uniformly Distributed Load = 10.520kN/m.
SHORT SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 2.37 195.00 Y12. @ 250.mm c/c B
Cont. Edge 3.16 195.00 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 7.013 kN/m
LONG SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 1.47 176.80 Y12. @ 250.mm c/c B
Cont. Edge 1.98 176.80 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 8.961 kN/m
*Torsional Bars. if any. is 375.000 sq. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 96
Provide Y12. @ 250.mm c/c T
DEFLECTION
^^^^^^^^^^
Span/Depth = **** %As = 0.16 Fs = 273.5 Mod. Factor = 2.00
Effective Depth of slab Reqd. = 8.1mm
Panel 11 of 11
Panel No. P11 Type: Two Way Case 2
Sketch: Depth: 150.00 mm
lx = 3000.mm. ly = 3500.mm. ly/lx = 1.167
Short Span Coeff. -0.046 & 0.034 Long Span Coeff. -0.037 & 0.028
Uniformly Distributed Load = 10.520kN/m.
SHORT SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Span 3.26 195.00 Y12. @ 250.mm c/c B
Cont. Edge 4.31 195.00 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 10.520 kN/m
LONG SPAN
^^^^^^^^^^
Section Moment (kN.m) Steel (sq. mm) PROVIDE
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 97
Span 2.65 176.80 Y12. @ 250.mm c/c B
Cont. Edge 3.50 176.80 Y12. @ 250.mm c/c T
Equivqlent Udl on Beam = 11.916 kN/m
*Torsional Bars. if any. is 375.000 sq. mm
Provide Y12. @ 250.mm c/c T
DEFLECTION
^^^^^^^^^^
Span/Depth = **** %As = 0.16 Fs = 273.5 Mod. Factor = 2.00
Effective Depth of slab Reqd. = 12.1mm
4.3.2 Beam Analysis and Design
Job Ref: BEAM DESIGN Date : August, 2012
Designed: Samaila Sani Saulawa Checked: __Engr. Samaila Bawa__
Beam Id: BM1 Size: 410. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 113.724kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 98
1 - 4 6000. 0.0 122. 122. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
1 62. 185.2 1617. 573. 6 - Y20mm T
4 1. 0.0 122. 122. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 1 0. 270. R10 @ 250. mm c/c
1 -4 62. 270. R10 @ 250.mm c/c 1. 270. R10 @ 250.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 1: BM1
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 410.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 185.2kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 99
1 -4 6000. 10.5 0.0 0.0 0. 0
Beam 2 of 20
Beam Id: BM2 Size: 410. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 113.724kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
5 - 7 3500. -40.4 122. 304. 3 - Y16mm B
Support Reinforcements
------------------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
5 51. 113.1 1036. 122. 4 - Y20mm T
7 -14. 0.0 122. 122. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 100
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 5 0. 270. R10 @ 250. mm c/c
5 -7 51. 270. R10 @ 250.mm c/c -14. 270. R10 @ 250.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
----------------------
Beam No. 2: BM2
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 410.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 113.1kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
5 -7 3500. 10.5 0.0 0.0 0. 0
Beam 3 of 20
Beam Id: BM3 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 101
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
4 - 5 2100. -14.9 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
4 31. 41.5 282. 135. 3 - Y16mm T
5 -9. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 4 0. 300. R10 @ 300. mm c/c
4 -5 31. 300. R10 @ 300.mm c/c -9. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 3: BM3
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 41.5kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 102
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
4 -5 2100. 10.5 0.0 0.0 0. 0
Beam 4 of 20
Beam Id: BM4 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
4 - 5 2100. -14.9 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
4 31. 41.5 282. 135. 3 - Y16mm T
5 -9. 0.0 135. 135. 3 - Y16mm T
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 103
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 4 0. 300. R10 @ 300. mm c/c
4 -5 31. 300. R10 @ 300.mm c/c -9. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 4: BM4
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 41.5kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
4 -5 2100. 10.5 0.0 0.0 0. 0
Beam 5 of 20
Beam Id: BM5 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 104
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
1 - 2 1000. -189.5 135. 1316. 3 - Y16mm B
2 - 4 5000. 31.7 214. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
1 300. 338.6 2573. 1413. 6 - Y25mm T
2 -243. 42.4 288. 135. 3 - Y16mm T
4 32. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 1 0. 300. R10 @ 300. mm c/c
1 -2 300. 55. 2R10 @ 100.mm c/c -292. 59. 2R10 @ 100.mm c/c
2 -4 49. 300. R10 @ 300.mm c/c 32. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 105
INPUT LISTING
-------------
Beam No. 5: BM5
Number of Supports = 3 Number of Spans = 2
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 338.6kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
1 -2 1000. 8.2 0.0 0.0 0. 0
2 -4 5000. 16.2 0.0 0.0 0. 0
Beam 6 of 20
Beam Id: BM6 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 106
5 - 6 2500. -50.8 135. 343. 3 - Y16mm B
6 - 7 1000. -2.3 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
5 59. 114.2 882. 135. 3 - Y20mm T
6 -13. 7.6 135. 135. 3 - Y16mm T
7 -2. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 5 0. 300. R10 @ 300. mm c/c
5 -6 59. 300. R10 @ 300.mm c/c -27. 300. R10 @ 300.mm c/c
6 -7 13. 300. R10 @ 300.mm c/c -2. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 6: BM6
Number of Supports = 3 Number of Spans = 2
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 114.2kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 107
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
5 -6 2500. 12.9 0.0 0.0 0. 0
6 -7 1000. 11.6 0.0 0.0 0. 0
Beam 7 of 20
Beam Id: BM7 Size: 2250. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 4247.100kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
1 - 2 1000. -665.9 743. 818. 2-Y20 + 1-Y16mm B
2 - 3 2000. 111.7 743. 743. 2-Y20 + 1-Y16mm B
3 - 5 5100. 20.3 743. 743. 2-Y20 + 1-Y16mm B
5 - 6 2500. 3.6 743. 743. 2-Y20 + 1-Y16mm B
6 - 7 1000. 0.8 743. 743. 2-Y20 + 1-Y16mm B
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 108
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
1 1930. 1629.6 2048. 743. 3-Y25 + 2-Y20mm T
2 -2095. -295.1 743. 743. 2-Y20 + 1-Y16mm T
3 276. 87.2 743. 743. 2-Y20 + 1-Y16mm T
5 77. 23.9 743. 743. 2-Y20 + 1-Y16mm T
6 27. 2.9 743. 743. 2-Y20 + 1-Y16mm T
7 5. 0.0 743. 743. 2-Y20 + 1-Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 1 0. 600. R10 @ 600. mm c/c
1 -2 1930. 47. 2R10 @ 75.mm c/c ***** 47. 2R10 @ 75.mm c/c
2 -3 -176. 414. R10 @ 400.mm c/c 207. 414. R10 @ 400.mm c/c
3 -5 69. 600. R10 @ 600.mm c/c 44. 600. R10 @ 600.mm c/c
5 -6 33. 600. R10 @ 600.mm c/c 16. 600. R10 @ 600.mm c/c
6 -7 11. 600. R10 @ 600.mm c/c 5. 600. R10 @ 600.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 109
Beam No. 7: BM7
Number of Supports = 6 Number of Spans = 5
Initial Beam Sizes are: H = 2250.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 1629.6kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
1 -2 1000. 11.0 0.0 0.0 0. 0
2 -3 2000. 15.5 0.0 0.0 0. 0
3 -5 5100. 22.3 0.0 0.0 0. 0
5 -6 2500. 19.5 0.0 0.0 0. 0
6 -7 1000. 16.1 0.0 0.0 0. 0
Beam 8 of 20
Beam Id: BM8 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 110
S/N (mm) (kN. m) Bottom Top
5 - 7 3500. 0.2 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
5 68. 113.6 878. 135. 3 - Y20mm T
7 3. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 5 0. 300. R10 @ 300. mm c/c
5 -7 68. 300. R10 @ 300.mm c/c 3. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 8: BM8
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 113.6kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 111
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
5 -7 3500. 20.2 0.0 0.0 0. 0
Beam 9 of 20
Beam Id: BM9 Size: 1050. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 877.500kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
1 - 3 3000. -746.9 338. 2019. 3 - Y16mm B
3 - 5 5100. 178.4 482. 338. 3 - Y16mm B
5 - 7 3500. -44.0 338. 338. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
1 780. 1885.3 5595. 2695. 8 - Y32mm T
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 112
3 -715. -328.7 338. 338. 3 - Y16mm T
5 279. 175.7 475. 338. 3 - Y16mm T
7 0. 0.0 338. 338. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 1 0. 600. R10 @ 600. mm c/c
1 -3 780. 53. 2R10 @ 100.mm c/c -696. 60. 2R10 @ 100.mm c/c
3 -5 -19. 600. R10 @ 600.mm c/c 179. 396. R10 @ 375.mm c/c
5 -7 100. 414. R10 @ 400.mm c/c 0. 600. R10 @ 600.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 9: BM9
Number of Supports = 4 Number of Spans = 3
Initial Beam Sizes are: H = 1050.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 1885.3kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
1 -3 3000. 27.9 0.0 0.0 0. 0
3 -5 5100. 31.4 0.0 0.0 0. 0
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 113
5 -7 3500. 28.6 0.0 0.0 0. 0
Beam 10 of 20
Beam Id: BM10 Size: 750. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 429.975kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
1 - 3 3000. -724.1 236. 2941. 3 - Y16mm B
3 - 7 8600. 197.8 764. 236. 2-Y20 + 1-Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
1 377. 1265.4 5280. 3250. 8 - Y32mm T
3 -147. 229.9 941. 236. 3 - Y20mm T
7 114. 0.0 236. 236. 3 - Y16mm T
B. S H E A R
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 114
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT 1 0. 450. R10 @ 450. mm c/c
1 -3 377. 81. 2R10 @ 150.mm c/c -314. 114. 2R10 @ 225.mm c/c
3 -7 167. 313. R10 @ 300.mm c/c 114. 414. R10 @ 400.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 10: BM10
Number of Supports = 3 Number of Spans = 2
Initial Beam Sizes are: H = 750.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 1265.4kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
1 -3 3000. 20.9 0.0 0.0 0. 0
3 -7 8600. 32.7 0.0 0.0 0. 0
Beam 11 of 20
Beam Id: BM11 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 115
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
A - D 3500. 5.8 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
A 63. 82.7 600. 135. 3 - Y16mm T
D 16. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT A 0. 300. R10 @ 300. mm c/c
A -D 63. 300. R10 @ 300.mm c/c 16. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 116
-------------
Beam No. 11: BM11
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 82.7kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
A -D 3500. 22.8 0.0 0.0 0. 0
Beam 12 of 20
Beam Id: BM12 Size: 750. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 429.975kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
E - G 7000. -429.4 236. 1667. 3 - Y16mm B
G - H 2000. -66.2 236. 256. 3 - Y16mm B
Support Reinforcements
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 117
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
E 252. 1105.6 4658. 2628. 6 - Y32mm T
G 93. 162.4 641. 236. 1-Y20 + 2-Y16mm T
H -51. 0.0 236. 236. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT E 0. 450. R10 @ 450. mm c/c
E -G 252. 131. R10 @ 125.mm c/c -18. 450. R10 @ 450.mm c/c
G -H 111. 414. R10 @ 400.mm c/c -51. 414. R10 @ 400.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 12: BM12
Number of Supports = 3 Number of Spans = 2
Initial Beam Sizes are: H = 750.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 1105.6kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 118
E -G 7000. 33.4 0.0 0.0 0. 0
G -H 2000. 30.0 0.0 0.0 0. 0
Beam 13 of 20
Beam Id: BM13 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
D - E 1500. -4.9 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
D 30. 21.7 147. 135. 3 - Y16mm T
E 1. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 119
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT D 0. 300. R10 @ 300. mm c/c
D -E 30. 300. R10 @ 300.mm c/c 1. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 13: BM13
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 21.7kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
D -E 1500. 21.1 0.0 0.0 0. 0
Beam 14 of 20
Beam Id: BM14 Size: 750. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 429.975kN. m. Flange width = 750.mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 120
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
E - G 7000. -389.6 236. 1504. 3 - Y16mm B
G - H 2000. -72.4 236. 280. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
E 245. 1035.9 4387. 2357. 6 - Y32mm T
G 104. 167.5 663. 236. 1-Y20 + 2-Y16mm T
H -61. 0.0 236. 236. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT E 0. 450. R10 @ 450. mm c/c
E -G 245. 136. R10 @ 125.mm c/c -3. 450. R10 @ 450.mm c/c
G -H 106. 414. R10 @ 400.mm c/c -61. 414. R10 @ 400.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 121
INPUT LISTING
-------------
Beam No. 14: BM14
Number of Supports = 3 Number of Spans = 2
Initial Beam Sizes are: H = 750.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 1035.9kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
E -G 7000. 34.6 0.0 0.0 0. 0
G -H 2000. 22.7 0.0 0.0 0. 0
Beam 15 of 20
Beam Id: BM15 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 122
A - B 1000. -47.8 135. 323. 3 - Y16mm B
B - C 2000. 17.6 135. 135. 3 - Y16mm B
C - D 500. -8.4 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
A 141. 115.5 896. 135. 3 - Y20mm T
B -103. -14.0 135. 135. 3 - Y16mm T
C 88. 18.1 135. 135. 3 - Y16mm T
D -31. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT A 0. 300. R10 @ 300. mm c/c
A -B 141. 134. R10 @ 125.mm c/c -118. 170. R10 @ 150.mm c/c
B -C 15. 300. R10 @ 300.mm c/c 47. 300. R10 @ 300.mm c/c
C -D 41. 300. R10 @ 300.mm c/c -31. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 15: BM15
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 123
Number of Supports = 4 Number of Spans = 3
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 115.5kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
A -B 1000. 23.5 0.0 0.0 0. 0
B -C 2000. 30.8 0.0 0.0 0. 0
C -D 500. 20.5 0.0 0.0 0. 0
Beam 16 of 20
Beam Id: BM16 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
A - B 1000. -47.6 135. 322. 3 - Y16mm B
B - C 2000. 17.2 135. 135. 3 - Y16mm B
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 124
C - D 500. -7.9 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
A 142. 115.6 896. 135. 3 - Y20mm T
B -107. -14.8 135. 135. 3 - Y16mm T
C 84. 17.2 135. 135. 3 - Y16mm T
D -29. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT A 0. 300. R10 @ 300. mm c/c
A -B 142. 134. R10 @ 125.mm c/c -119. 168. R10 @ 150.mm c/c
B -C 12. 300. R10 @ 300.mm c/c 44. 300. R10 @ 300.mm c/c
C -D 40. 300. R10 @ 300.mm c/c -29. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 16: BM16
Number of Supports = 4 Number of Spans = 3
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 125
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 115.6kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
A -B 1000. 22.3 0.0 0.0 0. 0
B -C 2000. 27.8 0.0 0.0 0. 0
C -D 500. 21.6 0.0 0.0 0. 0
Beam 17 of 20
Beam Id: BM17 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
E - F 3500. -240.6 135. 1714. 3 - Y16mm B
F - G 3500. 27.7 187. 135. 3 - Y16mm B
Support Reinforcements
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 126
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
E 194. 530.3 3941. 2781. 5 - Y32mm T
F -11. 49.2 337. 135. 3 - Y16mm T
G 42. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT E 0. 300. R10 @ 300. mm c/c
E -F 194. 91. 2R10 @ 175.mm c/c -81. 300. R10 @ 300.mm c/c
F -G 70. 300. R10 @ 300.mm c/c 42. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 17: BM17
Number of Supports = 3 Number of Spans = 2
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 530.3kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 127
E -F 3500. 32.1 0.0 0.0 0. 0
F -G 3500. 32.1 0.0 0.0 0. 0
Beam 18 of 20
Beam Id: BM18 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
D - E 1500. -5.2 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
D 30. 21.7 147. 135. 3 - Y16mm T
E 1. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 128
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT D 0. 300. R10 @ 300. mm c/c
D -E 30. 300. R10 @ 300.mm c/c 1. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 18: BM18
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 21.7kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
D -E 1500. 20.1 0.0 0.0 0. 0
Beam 19 of 20
Beam Id: BM19 Size: 450. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 140.400kN. m. Flange width = 750.mm
A. M O M E N T S
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 129
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
A - D 3500. 6.2 135. 135. 3 - Y16mm B
Support Reinforcements
----------------------
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
A 84. 113.1 872. 135. 3 - Y20mm T
D 19. 0.0 135. 135. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT A 0. 300. R10 @ 300. mm c/c
A -D 84. 279. R10 @ 275.mm c/c 19. 300. R10 @ 300.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 19: BM19
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 130
Number of Supports = 2 Number of Spans = 1
Initial Beam Sizes are: H = 450.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 113.1kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
A -D 3500. 29.4 0.0 0.0 0. 0
Beam 20 of 20
Beam Id: BM20 Size: 750. BY 225. mm
fcu = 25.0N/sq. mm fy = 410.0N/sq. mm
Mu = 429.975kN. m. Flange width = 750.mm
A. M O M E N T S
^^^^^^^^^^^^^^^^^^
Span Reinforcements
-------------------
Span Length Moment Steel (Sq. mm) Provide
S/N (mm) (kN. m) Bottom Top
E - F 3500. -407.4 236. 1576. 3 - Y16mm B
F - G 3500. 126.2 487. 236. 3 - Y16mm B
G - H 2000. -48.1 236. 236. 3 - Y16mm B
Support Reinforcements
----------------------
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 131
Supt Reaction Moment Steel (Sq. mm) Provide
S/N (kN) (kN. m) Top Bottom
E 477. 1193.1 4998. 2968. 8 - Y32mm T
F -427. -281.2 236. 236. 3 - Y16mm T
G 264. 125.7 487. 236. 3 - Y16mm T
H -33. 0.0 236. 236. 3 - Y16mm T
B. S H E A R
^^^^^^^^^^^^^^^^^
SPAN LEFT SUPPORT RIGHT SUPPORT
S/N Shear Spacing Provide Shear Spacing Provide
SUPT E 0. 450. R10 @ 450. mm c/c
E -F 477. 62. 2R10 @ 100.mm c/c -366. 83. 2R10 @ 150.mm c/c
F -G -61. 414. R10 @ 400.mm c/c 172. 250. R10 @ 250.mm c/c
G -H 92. 414. R10 @ 400.mm c/c -33. 414. R10 @ 400.mm c/c
*NOTE*: Spacing Based on 2 Legs 10mm Dia. Bar with fy = 250.0 N/sq. mm
INPUT LISTING
-------------
Beam No. 20: BM20
Number of Supports = 4 Number of Spans = 3
Initial Beam Sizes are: H = 750.0 B = 225.0 Bf = 750.0 Hf = 150.0
First Support Cantilever load and Moment are: 0.0kN. & 1193.1kN. m.
Last Support Cantilever load and Moment are: 0.0kN. & 0.0kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 132
Beam Loads are:
Member Span Udl Triang. Trapez. & Dist. No. of Point Loads
E -F 3500. 31.7 0.0 0.0 0. 0
F -G 3500. 31.7 0.0 0.0 0. 0
G -H 2000. 29.4 0.0 0.0 0. 0
4.3.3 Column Analysis and Design
Job Ref: Column Design Date : August, 2012
Designed: Samaila Sani Saulawa Checked: ___Engr. Samaila Bawa_____
Column Id.: Cl 1
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 113.8kN.
Moment about X - axis = 25.88kN. m.
Moment about Y - axis = 31.20kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 25.88kN. m.
Moment about Y - axis = 31.20kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 133
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 1519. Sq. mm.
Main Bars : Provide 4 - Y20mm + 2 - Y16mm. Bars
Links : Provide Y10mm @ 200mm c/c.
Ultimate Axial Load = 997.8kN.
Ultimate Moment about X-axis = 55.70kN. m.
Ultimate Moment about Y-axis = 55.70kN. m.
*Steel Percentage = 3.0%
*NOTE:- Steel % based on area required please.
COL. 2 OF 23
Column Id.: Cl 2
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 134.7kN.
Moment about X - axis = 28.48kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 28.48kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 134
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 709. Sq. mm.
Main Bars : Provide 4 - Y16mm. Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 737.4kN.
Ultimate Moment about X-axis = 29.61kN. m.
Ultimate Moment about Y-axis = 29.61kN. m.
*Steel Percentage = 1.4%
*NOTE:- Steel % based on area required please.
COL. 3 OF 23
Column Id.: Cl 3
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 108.2kN.
Moment about X - axis = 12.64kN. m.
Moment about Y - axis = 20.70kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 135
Moment about X - axis = 12.64kN. m.
Moment about Y - axis = 20.70kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 810. Sq. mm.
Main Bars : Provide 4 - Y16mm + 2 - Y12mm. Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 776.8kN.
Ultimate Moment about X-axis = 32.43kN. m.
Ultimate Moment about Y-axis = 32.43kN. m.
*Steel Percentage = 1.6%
*NOTE:- Steel % based on area required please.
COL. 4 OF 23
Column Id.: Cl 4
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 87.3kN.
Moment about X - axis = 9.66kN. m.
Moment about Y - axis = 8.44kN. m.
B. FINAL INPUT MOMENTS
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 136
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 9.66kN. m.
Moment about Y - axis = 8.44kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 203. Sq. mm.
Main Bars : Provide 4 - Y12mm Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 478.2kN.
Ultimate Moment about X-axis = 17.68kN. m.
Ultimate Moment about Y-axis = 17.68kN. m.
*Steel Percentage = 0.4%
*NOTE:- Steel % based on area required please.
COL. 5 OF 23
Column Id.: Cl 5
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 131.7kN.
Moment about X - axis = 31.29kN. m.
Moment about Y - axis = 28.90kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 137
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 31.29kN. m.
Moment about Y - axis = 28.90kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 1569. Sq. mm.
Main Bars : Provide 4 - Y20mm + 2 - Y16mm. Bars
Links : Provide Y10mm @ 200mm c/c.
Ultimate Axial Load = 1014.0kN.
Ultimate Moment about X-axis = 57.36kN. m.
Ultimate Moment about Y-axis = 57.36kN. m.
*Steel Percentage = 3.1%
*NOTE:- Steel % based on area required please.
COL. 6 OF 23
Column Id.: Cl 6
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 138
Axial Load = 151.4kN.
Moment about X - axis = 31.45kN. m.
Moment about Y - axis = 25.21kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 31.45kN. m.
Moment about Y - axis = 25.21kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 1468. Sq. mm.
Main Bars : Provide 4 - Y20mm + 2 - Y12mm. Bars
Links : Provide Y10mm @ 200mm c/c.
Ultimate Axial Load = 981.6kN.
Ultimate Moment about X-axis = 54.03kN. m.
Ultimate Moment about Y-axis = 54.03kN. m.
*Steel Percentage = 2.9%
*NOTE:- Steel % based on area required please.
COL. 7 OF 23
Column Id.: Cl 7
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 139
Size : 350 BY 350 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 123.5kN.
Moment about X - axis = 13.70kN. m.
Moment about Y - axis = 225.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 13.70kN. m.
Moment about Y - axis = 225.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 4287. Sq. mm.
Main Bars : Provide 4 - Y32mm + 4 - Y20mm. Bars
Links : Provide Y10mm @ 225mm c/c.
Ultimate Axial Load = 2610.2kN.
Ultimate Moment about X-axis = 240.98kN. m.
Ultimate Moment about Y-axis = 240.98kN. m.
*Steel Percentage = 3.5%
*NOTE:- Steel % based on area required please.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 140
COL. 8 OF 23
Column Id.: Cl 8
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 100.5kN.
Moment about X - axis = 11.67kN. m.
Moment about Y - axis = 15.61kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 11.67kN. m.
Moment about Y - axis = 15.61kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 608. Sq. mm.
Main Bars : Provide 4 - Y16mm. Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 697.9kN.
Ultimate Moment about X-axis = 26.79kN. m.
Ultimate Moment about Y-axis = 26.79kN. m.
*Steel Percentage = 1.2%
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 141
*NOTE:- Steel % based on area required please.
COL. 9 OF 23
Column Id.: Cl 9
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 136.1kN.
Moment about X - axis = 38.76kN. m.
Moment about Y - axis = 29.70kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 38.76kN. m.
Moment about Y - axis = 29.70kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 1822. Sq. mm.
Main Bars : Provide 6 - Y20mm. Bars
Links : Provide Y10mm @ 225mm c/c.
Ultimate Axial Load = 1094.9kN.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 142
Ultimate Moment about X-axis = 65.69kN. m.
Ultimate Moment about Y-axis = 65.69kN. m.
*Steel Percentage = 3.6%
*NOTE:- Steel % based on area required please.
COL. 10 OF 23
Column Id.: Cl 10
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 300 BY 300 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 225.4kN.
Moment about X - axis = 49.27kN. m.
Moment about Y - axis = 37.60kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 49.27kN. m.
Moment about Y - axis = 37.60kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 1620. Sq. mm.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 143
Main Bars : Provide 4 - Y20mm + 2 - Y16mm. Bars
Links : Provide Y10mm @ 200mm c/c.
Ultimate Axial Load = 1451.1kN.
Ultimate Moment about X-axis = 83.57kN. m.
Ultimate Moment about Y-axis = 83.57kN. m.
*Steel Percentage = 1.8%
*NOTE:- Steel % based on area required please.
COL. 11 OF 23
Column Id.: Cl 11
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 176.3kN.
Moment about X - axis = 11.25kN. m.
Moment about Y - axis = 12.80kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 11.25kN. m.
Moment about Y - axis = 12.80kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 144
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 456. Sq. mm.
Main Bars : Provide 4 - Y16mm. Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 627.4kN.
Ultimate Moment about X-axis = 22.76kN. m.
Ultimate Moment about Y-axis = 22.76kN. m.
*Steel Percentage = 0.9%
*NOTE:- Steel % based on area required please.
COL. 12 OF 23
Column Id.: Cl 12
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 100.5kN.
Moment about X - axis = 11.67kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 145
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 11.67kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 203. Sq. mm.
Main Bars : Provide 4 - Y12mm Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 193.2kN.
Ultimate Moment about X-axis = 12.63kN. m.
Ultimate Moment about Y-axis = 12.63kN. m.
*Steel Percentage = 0.4%
*NOTE:- Steel % based on area required please.
COL. 13 OF 23
Column Id.: Cl 13
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 158.0kN.
Moment about X - axis = 7.09kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 146
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 7.09kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 203. Sq. mm.
Main Bars : Provide 4 - Y12mm Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 193.2kN.
Ultimate Moment about X-axis = 12.63kN. m.
Ultimate Moment about Y-axis = 12.63kN. m.
*Steel Percentage = 0.4%
*NOTE:- Steel % based on area required please.
COL. 14 OF 23
Column Id.: Cl 14
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 147
Axial Load = 133.8kN.
Moment about X - axis = 6.71kN. m.
Moment about Y - axis = 8.80kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 6.71kN. m.
Moment about Y - axis = 8.80kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 203. Sq. mm.
Main Bars : Provide 4 - Y12mm Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 244.5kN.
Ultimate Moment about X-axis = 14.76kN. m.
Ultimate Moment about Y-axis = 14.76kN. m.
*Steel Percentage = 0.4%
*NOTE:- Steel % based on area required please.
COL. 15 OF 23
Column Id.: Cl 15
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 148
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 149.5kN.
Moment about X - axis = 13.23kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 13.23kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 203. Sq. mm.
Main Bars : Provide 4 - Y12mm Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 244.5kN.
Ultimate Moment about X-axis = 14.76kN. m.
Ultimate Moment about Y-axis = 14.76kN. m.
*Steel Percentage = 0.4%
*NOTE:- Steel % based on area required please.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 149
COL. 16 OF 23
Column Id.: Cl 16
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : AXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 246.6kN.
Moment about X - axis = 0.00kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 0.00kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 203. Sq. mm.
Main Bars : Provide 4 - Y12mm Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 246.6kN.
*Steel Percentage = 0.4%
*NOTE:- Steel % based on area required please.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 150
COL. 17 OF 23
Column Id.: Cl 17
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 114.1kN.
Moment about X - axis = 7.26kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 7.26kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 203. Sq. mm.
Main Bars : Provide 4 - Y12mm Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 140.0kN.
Ultimate Moment about X-axis = 9.31kN. m.
Ultimate Moment about Y-axis = 9.31kN. m.
*Steel Percentage = 0.4%
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 151
*NOTE:- Steel % based on area required please.
COL. 18 OF 23
Column Id.: Cl 18
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 61.4kN.
Moment about X - axis = 4.03kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 4.03kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 203. Sq. mm.
Main Bars : Provide 4 - Y12mm Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 140.0kN.
Ultimate Moment about X-axis = 9.31kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 152
Ultimate Moment about Y-axis = 9.31kN. m.
*Steel Percentage = 0.4%
*NOTE:- Steel % based on area required please.
COL. 19 OF 23
Column Id.: Cl 19
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 158.7kN.
Moment about X - axis = 19.70kN. m.
Moment about Y - axis = 15.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 19.70kN. m.
Moment about Y - axis = 15.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 861. Sq. mm.
Main Bars : Provide 4 - Y16mm + 2 - Y12mm. Bars
Links : Provide Y10mm @ 150mm c/c.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 153
Ultimate Axial Load = 796.5kN.
Ultimate Moment about X-axis = 33.85kN. m.
Ultimate Moment about Y-axis = 33.85kN. m.
*Steel Percentage = 1.7%
*NOTE:- Steel % based on area required please.
COL. 20 OF 23
Column Id.: Cl 20
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 124.1kN.
Moment about X - axis = 56.13kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 56.13kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 1569. Sq. mm.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 154
Main Bars : Provide 4 - Y20mm + 2 - Y16mm. Bars
Links : Provide Y10mm @ 200mm c/c.
Ultimate Axial Load = 1014.0kN.
Ultimate Moment about X-axis = 57.36kN. m.
Ultimate Moment about Y-axis = 57.36kN. m.
*Steel Percentage = 3.1%
*NOTE:- Steel % based on area required please.
COL. 21 OF 23
Column Id.: Cl 21
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 300 BY 300 mm Type : BIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 284.0kN.
Moment about X - axis = 52.94kN. m.
Moment about Y - axis = 44.30kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 52.94kN. m.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 155
Moment about Y - axis = 44.30kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 1800. Sq. mm.
Main Bars : Provide 6 - Y20mm. Bars
Links : Provide Y10mm @ 225mm c/c.
Ultimate Axial Load = 1486.3kN.
Ultimate Moment about X-axis = 92.57kN. m.
Ultimate Moment about Y-axis = 92.57kN. m.
*Steel Percentage = 2.0%
*NOTE:- Steel % based on area required please.
COL. 22 OF 23
Column Id.: Cl 22
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 20.5kN.
Moment about X - axis = 34.17kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 156
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 34.17kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 911. Sq. mm.
Main Bars : Provide 4 - Y16mm + 2 - Y12mm. Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 816.3kN.
Ultimate Moment about X-axis = 35.26kN. m.
Ultimate Moment about Y-axis = 35.26kN. m.
*Steel Percentage = 1.8%
*NOTE:- Steel % based on area required please.
COL. 23 OF 23
Column Id.: Cl 23
fcu = 25.0N/Sq. mm fy = 410.0N/Sq. mm
Size : 225 BY 225 mm Type : UNIAXIALLY LOADED
A. INPUT DATA
^^^^^^^^^^^^^^^
Axial Load = 24.6kN.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 157
Moment about X - axis = 30.10kN. m.
Moment about Y - axis = 0.00kN. m.
B. FINAL INPUT MOMENTS
^^^^^^^^^^^^^^^^^^^^^^^
Moment about X - axis = 30.10kN. m.
Moment about Y - axis = 0.00kN. m.
C. OUTPUT DATA
^^^^^^^^^^^^^^^
Area of Steel required = 759. Sq. mm.
Main Bars : Provide 4 - Y16mm. Bars
Links : Provide Y10mm @ 150mm c/c.
Ultimate Axial Load = 757.1kN.
Ultimate Moment about X-axis = 31.02kN. m.
Ultimate Moment about Y-axis = 31.02kN. m.
*Steel Percentage = 1.5%
*NOTE:- Steel % based on area required please.
4.3.4 Base Analysis and Design
Job Ref: Base Design Date : August, 2012
Designed: Samaila Sani Saulawa Checked: ____Engr. Samaila Bawa____
Perm./Assumed Soil Pressure = 150.0kN/Sq. m
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 158
fcu = 25.0 N/Sq. mm fy = 410.0 N/Sq. mm
Base Id: BS 1 TYPE : ISOLATED FOOTING
Size : 800. by 800. mm Depth : 300. mm
Sketch : Load : 113.770 kN.
A. PARALLEL TO 800.mm
Moments = 7.665 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 800.mm
Moments = 7.665 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.11 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.62 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 2 of 23
Base Id: BS 2 TYPE : ISOLATED FOOTING
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 159
Size : 850. by 850. mm Depth : 300. mm
Sketch : Load : 134.660 kN.
A. PARALLEL TO 850.mm
Moments = 9.518 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 850.mm
Moments = 9.518 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.08 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.85 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 3 of 23
Base Id: BS 3 TYPE : ISOLATED FOOTING
Size : 750. by 750. mm Depth : 300. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 160
Sketch : Load : 108.210 kN.
A. PARALLEL TO 750.mm
Moments = 6.943 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 750.mm
Moments = 6.943 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.16 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.61 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 4 of 23
Base Id: BS 4 TYPE : ISOLATED FOOTING
Size : 700. by 700. mm Depth : 250. mm
Sketch : Load : 87.320 kN.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 161
A. PARALLEL TO 700.mm
Moments = 5.292 kN. m
Area of Steel req. = 322.500 Sq. m
Provide Y12. @ 350.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 700.mm
Moments = 5.292 kN. m
Area of Steel req. = 292.500 Sq. m
Provide Y12. @ 375.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.09 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 2.18 N/SQ. mm
Perm. Shear Stress = 0.42 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 5 of 23
Base Id: BS 5 TYPE : ISOLATED FOOTING
Size : 850. by 850. mm Depth : 300. mm
Sketch : Load : 131.690 kN.
A. PARALLEL TO 850.mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 162
Moments = 9.298 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 850.mm
Moments = 9.298 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.08 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.81 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 6 of 23
Base Id: BS 6 TYPE : ISOLATED FOOTING
Size : 900. by 900. mm Depth : 300. mm
Sketch : Load : 151.350 kN.
A. PARALLEL TO 900.mm
Moments = 11.132 kN. m
Area of Steel req. = 397.500 Sq. m
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 163
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 900.mm
Moments = 11.132 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.04 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 2.01 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 7 of 23
Base Id: BS 7 TYPE : ISOLATED FOOTING
Size : 800. by 800. mm Depth : 300. mm
Sketch : Load : 123.510 kN.
A. PARALLEL TO 800.mm
Moments = 8.357 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 164
^^^^^^^^^^^^^^^
B. PARALLEL TO 800.mm
Moments = 8.357 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.12 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.77 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 8 of 23
Base Id: BS 8 TYPE : ISOLATED FOOTING
Size : 750. by 750. mm Depth : 250. mm
Sketch : Load : 100.480 kN.
A. PARALLEL TO 750.mm
Moments = 6.480 kN. m
Area of Steel req. = 322.500 Sq. m
Provide Y12. @ 350.mm c/c Bottom
^^^^^^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 165
B. PARALLEL TO 750.mm
Moments = 6.480 kN. m
Area of Steel req. = 292.500 Sq. m
Provide Y12. @ 375.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.04 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 2.41 N/SQ. mm
Perm. Shear Stress = 0.42 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 9 of 23
Base Id: BS 9 TYPE : ISOLATED FOOTING
Size : 850. by 850. mm Depth : 300. mm
Sketch : Load : 136.140 kN.
A. PARALLEL TO 850.mm
Moments = 9.629 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 850.mm
Moments = 9.629 kN. m
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 166
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.08 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.87 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 10 of 23
Base Id: BS 10 TYPE : ISOLATED FOOTING
Size : 1100. by 1100. mm Depth : 350. mm
Sketch : Load : 225.410 kN.
A. PARALLEL TO 1100.mm
Moments = 18.486 kN. m
Area of Steel req. = 472.500 Sq. m
Provide Y12. @ 225.mm c/c Bottom
^^^^^^^^^^^^^^
B. PARALLEL TO 1100.mm
Moments = 18.486 kN. m
Area of Steel req. = 442.500 Sq. m
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 167
Provide Y12. @ 250.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = 0.00 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.74 N/SQ. mm
Perm. Shear Stress = 0.37 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 11 of 23
Base Id: BS 11 TYPE : ISOLATED FOOTING
Size : 950. by 950. mm Depth : 300. mm
Sketch : Load : 176.290 kN.
A. PARALLEL TO 950.mm
Moments = 13.455 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 950.mm
Moments = 13.455 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 168
C. STRESSES
Shear Stress = 0.00 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 2.26 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 12 of 23
Base Id: BS 12 TYPE : ISOLATED FOOTING
Size : 750. by 750. mm Depth : 250. mm
Sketch : Load : 100.480 kN.
A. PARALLEL TO 750.mm
Moments = 6.480 kN. m
Area of Steel req. = 322.500 Sq. m
Provide Y12. @ 350.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 750.mm
Moments = 6.480 kN. m
Area of Steel req. = 292.500 Sq. m
Provide Y12. @ 375.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 169
Shear Stress = -.04 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 2.41 N/SQ. mm
Perm. Shear Stress = 0.42 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 13 of 23
Base Id: BS 13 TYPE : ISOLATED FOOTING
Size : 900. by 900. mm Depth : 300. mm
Sketch : Load : 157.970 kN.
A. PARALLEL TO 900.mm
Moments = 11.644 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 900.mm
Moments = 11.644 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.04 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 170
Local Bond Stress = 2.10 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 14 of 23
Base Id: BS 14 TYPE : ISOLATED FOOTING
Size : 850. by 850. mm Depth : 300. mm
Sketch : Load : 133.750 kN.
A. PARALLEL TO 850.mm
Moments = 9.451 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 850.mm
Moments = 9.451 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.08 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.84 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 171
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 15 of 23
Base Id: BS 15 TYPE : ISOLATED FOOTING
Size : 900. by 900. mm Depth : 300. mm
Sketch : Load : 149.510 kN.
A. PARALLEL TO 900.mm
Moments = 10.990 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 900.mm
Moments = 10.990 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.04 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.98 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 16 of 23
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 172
Base Id: BS 16 TYPE : ISOLATED FOOTING
Size : 1150. by 1150. mm Depth : 350. mm
Sketch : Load : 246.600 kN.
A. PARALLEL TO 1150.mm
Moments = 20.680 kN. m
Area of Steel req. = 472.500 Sq. m
Provide Y12. @ 225.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 1150.mm
Moments = 20.680 kN. m
Area of Steel req. = 442.500 Sq. m
Provide Y12. @ 250.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = 0.04 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.84 N/SQ. mm
Perm. Shear Stress = 0.37 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 17 of 23
Base Id: BS 17 TYPE : ISOLATED FOOTING
Size : 800. by 800. mm Depth : 300. mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 173
Sketch : Load : 114.110 kN.
A. PARALLEL TO 800.mm
Moments = 7.689 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 800.mm
Moments = 7.689 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.11 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.63 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 18 of 23
Base Id: BS 18 TYPE : ISOLATED FOOTING
Size : 600. by 600. mm Depth : 250. mm
Sketch : Load : 61.430 kN.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 174
A. PARALLEL TO 600.mm
Moments = 3.152 kN. m
Area of Steel req. = 322.500 Sq. m
Provide Y12. @ 350.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 600.mm
Moments = 3.152 kN. m
Area of Steel req. = 292.500 Sq. m
Provide Y12. @ 375.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.18 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.64 N/SQ. mm
Perm. Shear Stress = 0.42 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 19 of 23
Base Id: BS 19 TYPE : ISOLATED FOOTING
Size : 900. by 900. mm Depth : 300. mm
Sketch : Load : 158.700 kN.
A. PARALLEL TO 900.mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 175
Moments = 11.700 kN. m
Area of Steel req. = 397.500 Sq. m
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 900.mm
Moments = 11.700 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.04 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 2.11 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 20 of 23
Base Id: BS 20 TYPE : ISOLATED FOOTING
Size : 800. by 800. mm Depth : 300. mm
Sketch : Load : 124.600 kN.
A. PARALLEL TO 800.mm
Moments = 8.434 kN. m
Area of Steel req. = 397.500 Sq. m
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 176
Provide Y12. @ 275.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 800.mm
Moments = 8.434 kN. m
Area of Steel req. = 367.500 Sq. m
Provide Y12. @ 300.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.12 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.78 N/SQ. mm
Perm. Shear Stress = 0.39 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 21 of 23
Base Id: BS 21 TYPE : ISOLATED FOOTING
Size : 1200. by 1200. mm Depth : 350. mm
Sketch : Load : 283.990 kN.
A. PARALLEL TO 1200.mm
Moments = 24.381 kN. m
Area of Steel req. = 472.500 Sq. m
Provide Y12. @ 225.mm c/c Bottom
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 177
^^^^^^^^^^^^^^^
B. PARALLEL TO 1200.mm
Moments = 24.381 kN. m
Area of Steel req. = 442.500 Sq. m
Provide Y12. @ 250.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = 0.07 N/Sq. mm
Punching Shear Stress = 0.01 N/Sq. mm
Local Bond Stress = 2.06 N/SQ. mm
Perm. Shear Stress = 0.37 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 22 of 23
Base Id: BS 22 TYPE : ISOLATED FOOTING
Size : 350. by 350. mm Depth : 200. mm
Sketch : Load : 20.500 kN.
A. PARALLEL TO 350.mm
Moments = 0.346 kN. m
Area of Steel req. = 247.500 Sq. m
Provide Y12. @ 450.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 350.mm
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 178
Moments = 0.346 kN. m
Area of Steel req. = 217.500 Sq. m
Provide Y12. @ 500.mm c/c Bottom
^^^^^^^^^^^^^^^
C. STRESSES
Shear Stress = -.37 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 0.95 N/SQ. mm
Perm. Shear Stress = 0.46 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Base 23 of 23
Base Id: BS 23 TYPE : ISOLATED FOOTING
Size : 400. by 400. mm Depth : 200. mm
Sketch : Load : 24.600 kN.
A. PARALLEL TO 400.mm
Moments = 0.622 kN. m
Area of Steel req. = 247.500 Sq. m
Provide Y12. @ 450.mm c/c Bottom
^^^^^^^^^^^^^^^
B. PARALLEL TO 400.mm
Moments = 0.622 kN. m
Area of Steel req. = 217.500 Sq. m
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 179
Provide Y12. @ 500.mm c/c Bottom
C. STRESSES
Shear Stress = -.28 N/Sq. mm
Punching Shear Stress = 0.00 N/Sq. mm
Local Bond Stress = 1.21 N/SQ. mm
Perm. Shear Stress = 0.46 N/SQ. mm
Perm. Local Bond Stress = 2.50 N/SQ. mm
Thank you for using RCD2000 - Pls Contact 0803-323-1885 for Details
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 180
4.4.0 Result Summary
Structural
Elements
Manual Result
Obtained
Civilsoft 2010
Design Result
RCD 2000 Design
Result
Difference
Slab
Panel 1
Short Span
Mid Span
R12@150
At Edge
R16@200
Long Span
Mid Span
R12@175
At Edge
R12@250
Panel 2
Panel 1
Short Span
Mid Span
Y12@300
At Edge
Y12@300
Long Span
Mid Span
Y12@300
At Edge
Y12@300
Panel 2
Panel 1
Short Span
Mid Span
Y12@250B
At Edge
Y12@250T
Long Span
Mid Span
Y12@250B
At Edge
Y12@250T
Panel 2
Almost the
same but they
only differs in
the spacing
and in some
cases in
diameter of
steel rods
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 181
Slab
Short Span
Mid Span
R12@250
At Edge
R12@200
Long Span
Mid Span
R12@150
At Edge
R12@200
Short Span
Mid Span
Y12@300
At Edge
Y12@300
Long Span
Mid Span
Y12@300
At Edge
Y12@300
Short Span
Mid Span
Y12@250B
At Edge
Y12@250T
Long Span
Mid Span
Y12@250B
At Edge
Y12@250T
Beam
Beam 1
Span = 6R16
Shear=R10@200
Beam 2
Beam 1
Span = 8Y16
Shear=Y8@300
Beam 2
Beam 1
Span = 3Y16
Shear=R10@250
Beam 2
Total number
of rods
required
differs in each
of the beams
and also
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 182
Beam
Span = 3R16
Shear=R8@200
Beam 3
Span = 4R20
Shear=R10@300
Span = 5Y16
Shear=Y8@300
Beam 3
Span = 2Y16
Shear=Y8@300
Span = 3Y16
Shear=R10@300
Beam 3
Span = 3Y16
Shear=R10@300
differs in the
spacing
Column
Column 1
4R16
Links R10@200
Column 2
4R12
Links R10@250
Column 3
Column 1
4Y16
Links Y8@250
Column 2
4Y16
Links Y8@250
Column 3
Column 1
4Y20 + 2Y16
Links Y10@200
Column 2
4Y16
Links Y10@150
Column 3
Almost the
same but they
differs in the
spacing and in
some cases in
diameter of
steel rods
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 183
Column
4R16
Links R10@250
4Y16
Links Y8@250
4Y16 + 2Y12
Links Y10@150
Base
Base
Base 1
R16@200
R16@175
Base 2
R16@150
R16@200
Base 3
R12@150
R16@175
Base 10
Base 1
Y12@200
Y12@200
Base 2
Y12@200
Y12@200
Base 3
Y12@200
Y12@200
Base 10
Base 1
Y12@275
Y12@300
Base 2
Y12@275
Y12@300
Base 3
Y12@275
Y12@300
Base 10
Almost the
same but they
differs in the
spacing and in
some cases in
diameter of
steel rods
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 184
Base
R16@175
R16@200
Y12@200
Y12@200
Y12@225
Y12@250
The above table shows the summary result of some selected structural elements from the two
software and is compared with the manual design to ascertain or judge between the programs.
The comparison shows that the design results of Civilsoft 2010 and RCD 2000 has been found to
be nearly the same with each other, but there is a little differences among the software. The
differences occurred in the total number rods, diameter of the rods and mostly in the spacing.
With these reasons, one can say that the two Software can be strongly useful for the Design and
Analysis of Structural elements and their results can be presented everywhere for practical
application.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 185
CHAPTER FIVE
(CONCLUSION AND RECOMMENDATIONS)
5.1 Conclusion
The Analysis and Design of the structure was run using Civilsoft 2010 and RCD 2000 and their
results were found to be closely accurate, and the time taken used in the design using the two
programs differs quite much, defending on the required parameters to be inputted on each of the
software during the design, thereby making each having a different running speed.
The followings are the drawn up conclusions that have emanated from the research of this
Project work:-
Civilsoft 2010 and RCD 2000
Civilsoft 2010 instantaneously calculates and displays results within a short time and allows for
editing where possible for both inputs and outputs data. While RCD 2000 program does not
allow for editing, when design is complete, but starting a fresh design no editing work will be
made.
On the other hand, RCD 2000 takes much time while inputting data for the analysis and Design
impacts, a lot of input data are required for the Design, hence it requires a series of manual
calculation before embarking on the Design processes.
The Civilsoft 2010 as a user-friendly program for the Computer Analysis, Design and Detailing
of reinforced concrete design of structural elements has been successfully tested and found
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 186
adequate for use. However, it produces its result very fast and receiving the results in an
understandable manner enables a great time saving, accuracy and hence, an optimized design.
Generally, each of the two software that is, Civilsoft 2010 and RCD 2000 can be used in the
Design of Reinforced Concrete elements and can be presented anywhere with no doubt in terms
of their accuracy. But to be frank and sincere, despite of its cost, Civilsoft 2010 can serve as the
best in terms of accuracy, fastness, great time saving, well arranged and an optimized result
output and the software version is upgraded from time to time.
The results of this project were in line with the expectations and objectives.
5.2 Recommendations
The recommendations directly affiliated with the two programs are given as follows:
The Civilsoft QuickCivilSeries as a widely used Civil/Structural Engineering Software
both within and outside Nigeria has to reduce the cost of buying the software so as
Students and young engineers can afford it.
The RCD 2000 software has to be upgraded to reduce the difficulties when using the
program, due to its inability to accept/edit errors.
To continue developing, expanding and improving this software application hoping that
one day, it will be a full structural analysis program catering for the analysis and design
of frames, trusses and other structural elements.
Other general recommendations regarding the developments and advances in computer
applications and Civil Engineering:
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 187
The Department of Civil Engineering at Hassan Usman Katsina Polytechnic should
introduce a computer lab specifically for the use of Civil Engineering Students so as to
promote the use of Computer software in the Engineering profession.
The Department should also encourage conducting similar final year projects dealing
with Computer applications in the future.
More emphasis regarding Computer Technology and applications to Engineering should
be made at an academic level in different courses. This would broaden the intellect of
students as well as expose them to new technologies in all Engineering disciplines.
Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building
Submitted to the Department of Civil Engineering Hassan Usman Katsina PolytechnicBy Samaila Sani Saulawa Page 188
REFERENCES
1. Victor O. Oyenuga.; “Simplified Reinforced Concrete Design”, 2nd Edition ASROS Ltd.,
2008 pages (2), (8-9), (81-102) 371,410
2. Mosley W. H. & Bungey J. H.; “Reinforced Concrete Design”, 4th Edition, Macmillan
Press, 1990 Pages 56-58, 98-99
3. Ttti Chandigarh.; “Civil Engineering Materials”, McGraw - Hill Education India Ltd.
4. “Manual for the Design of Reinforced Concrete Building Structures”, Institute of
Structural Engineers, 1985. Pages 182-191
5. Timoshenko S. P. & Young D. H.; “Theory of Structures”, 2nd Edition, McGraw Hill,
1965
6. Todd J. D.; “Structural Theory & Analysis”, 2nd Edition, Macmillan Press, 1981
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3 - 3
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- 11
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2 - 1
2 - 3
00 B
2
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24Y1
2 - 1
3 - 3
00 B
1
14 9Y12 - 14 - 300 B115
4Y12
- 15
- 30
0 B1
16
12Y12 - 16 - 300 B2
17 12Y12 - 17 - 300 B118
12Y1
2 - 1
8 - 3
00 B
2
19 19 1927Y12 - 19 - 300 B1 20 7Y12 - 20 - 300 B121
5Y12 - 21 - 300 B2
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7Y12
- 23
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2 - 2
4 - 3
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2 - 2
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00 B
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6Y12
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304Y12 - 30 - 300 T2 31
4Y12 - 31 - 300 T2
32
3Y12 - 32 - 300 T2
33344Y
12 -
34 -
300
T2
356Y12 - 35 - 300 T1 36
5Y12 - 36 - 300 T2
37
9Y12
- 37
- 30
0 T1
38
39
8Y12
- 39
- 30
0 T1
40 414Y
12 -
41 -
300
T2
42
7Y12 - 42 - 300 T2 43
6Y12
- 43
- 30
0 T1
44 4517
Y12
- 45
- 300
T1
46
47 8Y12 - 47 - 300 T148
49
4Y12 - 49 - 300 T2
50 11Y12 - 50 - 300 T1
51
7Y12
- 51
- 30
0 T2
529Y12 - 52 - 300 T1
53
9Y12 - 53 - 300 T254
17Y1
2 - 5
4 - 3
00 T
1
55
9Y12
- 55
- 30
0 T2
56 11Y12 - 56 - 300 T1576Y12 - 57 - 300 T2
58 593Y
12 -
59 -
300
T2
604Y12 - 60 - 300 T2
614Y12 - 61 - 300 T2
62
4Y12
- 62
- 30
0 T2
63
9Y12
- 63
- 30
0 T2
64
11Y1
2 - 6
4 - 3
00 T
165
6Y12
- 65
- 30
0 T2
66
23Y12 - 66 - 300 T1678Y12 - 67 - 300 T2
68
6Y12 - 68 - 300 T169
11Y1
2 - 6
9 - 3
00 T
2
70
7172
73
74
4Y12
- 74
- 30
0 T2
75 76
6Y12
- 76
- 30
0 T2
77
78
11Y12 - 78 - 300 T179
80
11Y12 - 80 - 300 T1
81 8Y12 - 81 - 300 T2
82
83
844Y12 - 84 - 300 T2
854Y12 - 85 - 300 T2
86 8Y12 - 86 - 300 T2
Project Title
Design of three storey residential building
HUK Poly
Saulawa
Consultants
SSS
Saulawa
07036510815
DrawnBy: Samaila Sani Saulawa
DesignedBy: Samaila Sani Saulawa
CheckedBy: Engr. Samaila Bawa
Date: 8/25/2012 6:00:51 PM
Drawing Sheet Title
beam details
Scale:1:100
SheetNo: 1
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4
4
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7
A AB B
C CD D
E E
F F
G G
H H
014Y12 - 01 - 300 B2 02
7Y12
- 02
- 30
0 B2
03
12Y1
2 - 0
3 - 3
00 B
1
04 7Y12 - 04 - 300 B105
7Y12
- 05
- 30
0 B2
064Y12 - 06 - 300 B2 07
7Y12
- 07
- 30
0 B2
08
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9Y12
- 09
- 30
0 B1
10
1010 10Y12 - 10 - 300 B1
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7Y12
- 11
- 30
0 B2
12
17Y1
2 - 1
2 - 3
00 B
2
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24Y1
2 - 1
3 - 3
00 B
1
14 9Y12 - 14 - 300 B115
4Y12
- 15
- 30
0 B1
16
12Y12 - 16 - 300 B2
17 12Y12 - 17 - 300 B118
12Y1
2 - 1
8 - 3
00 B
2
19 19 1927Y12 - 19 - 300 B1 20 7Y12 - 20 - 300 B121
5Y12 - 21 - 300 B2
2211Y12 - 22 - 300 B1 23
7Y12
- 23
- 30
0 B2
24 24
29Y1
2 - 2
4 - 3
00 B
1
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7Y12
- 25
- 30
0 B2
26
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2 - 2
6 - 3
00 B
2
2727
6Y12
- 27
- 30
0 B1
28
7Y12 - 28 - 300 B1
29
4Y12 - 29 - 300 T2
304Y12 - 30 - 300 T2 31
4Y12 - 31 - 300 T2
32
3Y12 - 32 - 300 T2
33344Y
12 -
34 -
300
T2
356Y12 - 35 - 300 T1 36
5Y12 - 36 - 300 T2
37
9Y12
- 37
- 30
0 T1
38
39
8Y12
- 39
- 30
0 T1
40 414Y
12 -
41 -
300
T2
42
7Y12 - 42 - 300 T2 43
6Y12
- 43
- 30
0 T1
44 4517
Y12
- 45
- 300
T1
46
47 8Y12 - 47 - 300 T148
49
4Y12 - 49 - 300 T2
50 11Y12 - 50 - 300 T1
51
7Y12
- 51
- 30
0 T2
529Y12 - 52 - 300 T1
53
9Y12 - 53 - 300 T254
17Y1
2 - 5
4 - 3
00 T
1
55
9Y12
- 55
- 30
0 T2
56 11Y12 - 56 - 300 T1576Y12 - 57 - 300 T2
58 593Y
12 -
59 -
300
T2
604Y12 - 60 - 300 T2
614Y12 - 61 - 300 T2
62
4Y12
- 62
- 30
0 T2
63
9Y12
- 63
- 30
0 T2
64
11Y1
2 - 6
4 - 3
00 T
165
6Y12
- 65
- 30
0 T2
66
23Y12 - 66 - 300 T1678Y12 - 67 - 300 T2
68
6Y12 - 68 - 300 T169
11Y1
2 - 6
9 - 3
00 T
2
70
7172
73
74
4Y12
- 74
- 30
0 T2
75 76
6Y12
- 76
- 30
0 T2
77
78
11Y12 - 78 - 300 T179
80
11Y12 - 80 - 300 T1
81 8Y12 - 81 - 300 T2
82
83
844Y12 - 84 - 300 T2
854Y12 - 85 - 300 T2
86 8Y12 - 86 - 300 T2
Project Title
Design of three storey residential building
HUK Poly
Saulawa
Consultants
SSS
Saulawa
07036510815
DrawnBy: Samaila Sani Saulawa
DesignedBy: Samaila Sani Saulawa
CheckedBy: Engr. Samaila Bawa
Date: 8/25/2012 6:00:51 PM
Drawing Sheet Title
beam details
Scale:1:100
SheetNo: 1