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

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



APPROVAL PAGE

This Project has been read, supervised and approved by:

---------------------------- ------------------------------

Supervisor Name Signature/Date

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Project Coordinator Signature/Date

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Head of Department Signature/Date

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External Examiner Signature/Date



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



DEDICATION

This Project is dedicated to my beloved Parents, Brothers, and Sisters in Islam.



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.



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.



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



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



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



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



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



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



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



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.



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.



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.



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.



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.



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



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.



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.



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



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



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



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



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.



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.



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



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



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


Enter design date

20/08/2012



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



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



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 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



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




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



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



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


CL2




1 2

Enter values of bx & by

0.75 0.80



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


CL3




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



Inputs via terminal

Enter job reference




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



For base 2

enter base identification no

Base 2


2

Enter base column type – 1: rect. 2: circular

2

Enter column load, dimension, & dowel diameter

890 300 20

For base 3


Base 3


3

Enter total No of columns on the base

2

Enter column type for each column



1 1

For base 3 – column 1 enter

Load dist. from col. 1, dimension & dowel diameter

580 0.00 225 450 16



320 2600 225 225 16

For base 4


Base 4


3

Enter total No of columns on the base

5

Enter column type for each column

1 1 1 1 2





420 0.00 225 225 16

for base 4 – column 2 enter


760 3600 450 225 16



820 7800 450 225 20



760 12600 450 225 20



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



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.



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.



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



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


Long span - edge : My = By x n x lx² = 3.03KNm/m


Panel 2





Check Ok







Panel 3







Check Ok

Long span - mid span : Msy = Bsy x n x lx² = 0KNm/m


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


Panel 4


Length of short span ,lx = 3500mm : Length of long span ,ly = 3500mm : ly / lx = 1



Check Ok







Panel 5






effective depth, d = 124 : As required = 285.69 : As provided = 377 : Use Y12 @ 300 :

Deflection Check Ok







Panel 6





Check Ok







Panel 7







Deflection Check Ok







Panel 8





Check Ok







Panel 9







Deflection Check Ok







Panel 10





Check Ok







Panel 11







Check Ok







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






Moment = 113.1 KNm



Beam 3




Moment = 41.49 KNm



Beam 4




Moment = 41.49 KNm





Beam 5




Moment = 338.6 KNm



Beam 6




Moment = 114.15 KNm



Beam 7




Moment = 49.97 KNm






Moment = 583.42 KNm




Moment = 996.21 KNm



Support 2 : Support Moment = -50.18 KNm : As Required = 334.39 mm² : As Provided = 402

mm² : Use = 2Y16


mm² : Use = 2Y16

Beam 8




Moment = 113.64 KNm



Beam 9






Moment = 51.06 KNm




Moment = 583.63 KNm




Moment = 1250.58 KNm




mm² : Use = 2Y16


mm² : Use = 2Y16

Beam 10






Moment = 0 KNm

As Required = 0 mm² : As Provided = 226 mm² : Use = 2Y12 : Deflection Check Ok : Shear

Check Ok : Use Y8 @ 300


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




Moment = 82.66 KNm



Beam 12




Moment = 346.08 KNm






Moment = 759.51 KNm




mm² : Use = 5Y16

Beam 13




Moment = 21.72 KNm



Beam 14




Moment = 313.03 KNm






Moment = 722.88 KNm



Support 2 : Support Moment = -148.68 KNm : As Required = 1194.97 mm² : As Provided =

1206 mm² : Use = 6Y16

Beam 15




Moment = 115.49 KNm



Beam 16




Moment = 115.58 KNm





Beam 17




Moment = 78.2 KNm




Moment = 452.14 KNm




mm² : Use = 2Y16

Beam 18




Moment = 21.72 KNm



Beam 19






Moment = 113.1 KNm



Beam 20




Moment = 87.28 KNm




Moment = 435.77 KNm




Moment = 670 KNm






mm² : Use = 2Y16


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



M/bh²fcu = 0.0902




M/bh²fcu = 0.0875






M/bh²fcu = 0.0848






M/bh²fcu = 0.1




M/bh²fcu = 0.0991




M/bh²fcu = 0.0944




M/bh²fcu = 0.0897








M/bh²fcu = 0.0444




M/bh²fcu = 0.0483




M/bh²fcu = 0.0461




M/bh²fcu = 0.0438






M/bh²fcu = 0.0339






M/bh²fcu = 0.0361




M/bh²fcu = 0.034




M/bh²fcu = 0.0318






M/bh²fcu = 0.1099




M/bh²fcu = 0.1179






M/bh²fcu = 0.1149




M/bh²fcu = 0.1119






M/bh²fcu = 0.1104




M/bh²fcu = 0.1203




M/bh²fcu = 0.1148






M/bh²fcu = 0.1092






M/bh²fcu = 0.0481




M/bh²fcu = 0.0537




M/bh²fcu = 0.0503




M/bh²fcu = 0.0469








M/bh²fcu = 0.041




M/bh²fcu = 0.0448




M/bh²fcu = 0.0426




M/bh²fcu = 0.0403








M/bh²fcu = 0.1361




M/bh²fcu = 0.144




M/bh²fcu = 0.1409




M/bh²fcu = 0.1378






M/bh²fcu = 0.173






M/bh²fcu = 0.2277




M/bh²fcu = 0.217




M/bh²fcu = 0.2063






M/bh²fcu = 0.0395




M/bh²fcu = 0.0514






M/bh²fcu = 0.0436




M/bh²fcu = 0.0358






M/bh²fcu = 0.041




M/bh²fcu = 0.0448




M/bh²fcu = 0.0426






M/bh²fcu = 0.0403






M/bh²fcu = 0.0249




M/bh²fcu = 0.0327




M/bh²fcu = 0.0307






M/bh²fcu = 0.0287






M/bh²fcu = 0.0236




M/bh²fcu = 0.0308




M/bh²fcu = 0.03




M/bh²fcu = 0.0293








M/bh²fcu = 0.0465




M/bh²fcu = 0.0579




M/bh²fcu = 0.0547




M/bh²fcu = 0.0516






M/bh²fcu = 0.0633






M/bh²fcu = 0.0913




M/bh²fcu = 0.0782




M/bh²fcu = 0.0651






M/bh²fcu = 0.041




M/bh²fcu = 0.0527






M/bh²fcu = 0.0438




M/bh²fcu = 0.0349






M/bh²fcu = 0.0255




M/bh²fcu = 0.0324






M/bh²fcu = 0.0313




M/bh²fcu = 0.0301






M/bh²fcu = 0.0142




M/bh²fcu = 0.015




M/bh²fcu = 0.0147






M/bh²fcu = 0.0145






M/bh²fcu = 0.0692




M/bh²fcu = 0.0796




M/bh²fcu = 0.0787




M/bh²fcu = 0.0778








M/bh²fcu = 0.1971

As Required = 1883 mm² : As Provided = 2010 mm² : Use = 10Y16 : Link Use Y8 @ 250



M/bh²fcu = 0.1859




M/bh²fcu = 0.1854




M/bh²fcu = 0.1848


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



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 Not Ok


Punching Shear Check Not 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



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

^^^^^^^^^^


Span 3.31 176.80 Y12. @ 250.mm c/c B

Cont. Edge 4.45 176.80 Y12. @ 250.mm c/c T


*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

Panel 2 of 11



lx = 2000.mm. ly = 2100.mm. ly/lx = 1.050



SHORT SPAN

^^^^^^^^^^


Span 1.27 195.00 Y12. @ 250.mm c/c B

Cont. Edge 1.69 195.00 Y12. @ 250.mm c/c T


LONG SPAN

^^^^^^^^^^


Span 1.18 176.80 Y12. @ 250.mm c/c B

Cont. Edge 1.56 176.80 Y12. @ 250.mm c/c T






DEFLECTION

^^^^^^^^^^



Panel 3 of 11

Panel No. P3 Type: Simply Supported


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




Panel 4 of 11



lx = 3500.mm. ly = 3500.mm. ly/lx = 1.000



SHORT SPAN

^^^^^^^^^^


Span 4.55 195.00 Y12. @ 250.mm c/c B

Cont. Edge 6.04 195.00 Y12. @ 250.mm c/c T


LONG SPAN

^^^^^^^^^^


Span 4.51 176.80 Y12. @ 250.mm c/c B

Cont. Edge 6.06 176.80 Y12. @ 250.mm c/c T




DEFLECTION

^^^^^^^^^^





Panel 5 of 11






Moment = 64.44kN. m





DEFLECTION

^^^^^^^^^^



Panel 6 of 11





lx = 3500.mm. ly = 3500.mm. ly/lx = 1.000



SHORT SPAN

^^^^^^^^^^


Span 3.66 195.00 Y12. @ 250.mm c/c B

Cont. Edge 4.86 195.00 Y12. @ 250.mm c/c T


LONG SPAN

^^^^^^^^^^


Span 3.61 176.80 Y12. @ 250.mm c/c B

Cont. Edge 4.77 176.80 Y12. @ 250.mm c/c T




DEFLECTION

^^^^^^^^^^





Panel 7 of 11



lx = 5100.mm. ly = 7000.mm. ly/lx = 1.373



SHORT SPAN

^^^^^^^^^^


Span 10.34 223.65 Y12. @ 250.mm c/c B

Cont. Edge 13.50 291.92 Y12. @ 250.mm c/c T


LONG SPAN

^^^^^^^^^^


Span 6.57 176.80 Y12. @ 250.mm c/c B

Cont. Edge 8.76 213.18 Y12. @ 250.mm c/c T






DEFLECTION

^^^^^^^^^^



Panel 8 of 11



lx = 3500.mm. ly = 3500.mm. ly/lx = 1.000



SHORT SPAN

^^^^^^^^^^


Span 3.66 195.00 Y12. @ 250.mm c/c B

Cont. Edge 4.86 195.00 Y12. @ 250.mm c/c T


LONG SPAN

^^^^^^^^^^


Span 3.61 176.80 Y12. @ 250.mm c/c B



Cont. Edge 4.77 176.80 Y12. @ 250.mm c/c T




DEFLECTION

^^^^^^^^^^



Panel 9 of 11






Moment = 97.26kN. m





DEFLECTION

^^^^^^^^^^





Panel 10 of 11



lx = 2000.mm. ly = 3000.mm. ly/lx = 1.500



SHORT SPAN

^^^^^^^^^^


Span 2.37 195.00 Y12. @ 250.mm c/c B

Cont. Edge 3.16 195.00 Y12. @ 250.mm c/c T


LONG SPAN

^^^^^^^^^^


Span 1.47 176.80 Y12. @ 250.mm c/c B

Cont. Edge 1.98 176.80 Y12. @ 250.mm c/c T






DEFLECTION

^^^^^^^^^^



Panel 11 of 11



lx = 3000.mm. ly = 3500.mm. ly/lx = 1.167



SHORT SPAN

^^^^^^^^^^


Span 3.26 195.00 Y12. @ 250.mm c/c B

Cont. Edge 4.31 195.00 Y12. @ 250.mm c/c T


LONG SPAN

^^^^^^^^^^




Span 2.65 176.80 Y12. @ 250.mm c/c B

Cont. Edge 3.50 176.80 Y12. @ 250.mm c/c T




DEFLECTION

^^^^^^^^^^



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



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



1 -4 6000. 10.5 0.0 0.0 0. 0

Beam 2 of 20




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------------



5 - 7 3500. -40.4 122. 304. 3 - Y16mm B


------------------------------



5 51. 113.1 1036. 122. 4 - Y20mm T

7 -14. 0.0 122. 122. 3 - Y16mm T

B. S H E A R

^^^^^^^^^^^^^^^^^





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


INPUT LISTING

----------------------

Beam No. 2: BM2





Beam Loads are:


5 -7 3500. 10.5 0.0 0.0 0. 0

Beam 3 of 20




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements



-------------------



4 - 5 2100. -14.9 135. 135. 3 - Y16mm B


----------------------



4 31. 41.5 282. 135. 3 - Y16mm T

5 -9. 0.0 135. 135. 3 - Y16mm T

B. S H E A R

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 3: BM3







Beam Loads are:


4 -5 2100. 10.5 0.0 0.0 0. 0

Beam 4 of 20




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



4 - 5 2100. -14.9 135. 135. 3 - Y16mm B


----------------------



4 31. 41.5 282. 135. 3 - Y16mm T

5 -9. 0.0 135. 135. 3 - Y16mm T



B. S H E A R

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 4: BM4





Beam Loads are:


4 -5 2100. 10.5 0.0 0.0 0. 0

Beam 5 of 20






A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



1 - 2 1000. -189.5 135. 1316. 3 - Y16mm B

2 - 4 5000. 31.7 214. 135. 3 - Y16mm B


----------------------



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

^^^^^^^^^^^^^^^^^



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




INPUT LISTING

-------------

Beam No. 5: BM5





Beam Loads are:


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




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------





5 - 6 2500. -50.8 135. 343. 3 - Y16mm B

6 - 7 1000. -2.3 135. 135. 3 - Y16mm B


----------------------



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

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 6: BM6







Beam Loads are:


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




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



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




----------------------



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

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------



Beam No. 7: BM7





Beam Loads are:


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




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------





5 - 7 3500. 0.2 135. 135. 3 - Y16mm B


----------------------



5 68. 113.6 878. 135. 3 - Y20mm T

7 3. 0.0 135. 135. 3 - Y16mm T

B. S H E A R

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 8: BM8





Beam Loads are:




5 -7 3500. 20.2 0.0 0.0 0. 0

Beam 9 of 20




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



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


----------------------



1 780. 1885.3 5595. 2695. 8 - Y32mm T



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

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 9: BM9





Beam Loads are:


1 -3 3000. 27.9 0.0 0.0 0. 0

3 -5 5100. 31.4 0.0 0.0 0. 0



5 -7 3500. 28.6 0.0 0.0 0. 0

Beam 10 of 20




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



1 - 3 3000. -724.1 236. 2941. 3 - Y16mm B

3 - 7 8600. 197.8 764. 236. 2-Y20 + 1-Y16mm B


----------------------



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



^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 10: BM10





Beam Loads are:


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






A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



A - D 3500. 5.8 135. 135. 3 - Y16mm B


----------------------



A 63. 82.7 600. 135. 3 - Y16mm T

D 16. 0.0 135. 135. 3 - Y16mm T

B. S H E A R

^^^^^^^^^^^^^^^^^



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


INPUT LISTING



-------------

Beam No. 11: BM11





Beam Loads are:


A -D 3500. 22.8 0.0 0.0 0. 0

Beam 12 of 20




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



E - G 7000. -429.4 236. 1667. 3 - Y16mm B

G - H 2000. -66.2 236. 256. 3 - Y16mm B




----------------------



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

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 12: BM12





Beam Loads are:




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




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



D - E 1500. -4.9 135. 135. 3 - Y16mm B


----------------------



D 30. 21.7 147. 135. 3 - Y16mm T

E 1. 0.0 135. 135. 3 - Y16mm T

B. S H E A R

^^^^^^^^^^^^^^^^^





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


INPUT LISTING

-------------

Beam No. 13: BM13





Beam Loads are:


D -E 1500. 21.1 0.0 0.0 0. 0

Beam 14 of 20






A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



E - G 7000. -389.6 236. 1504. 3 - Y16mm B

G - H 2000. -72.4 236. 280. 3 - Y16mm B


----------------------



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

^^^^^^^^^^^^^^^^^



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




INPUT LISTING

-------------

Beam No. 14: BM14





Beam Loads are:


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




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------





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


----------------------



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

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 15: BM15







Beam Loads are:


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




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



A - B 1000. -47.6 135. 322. 3 - Y16mm B

B - C 2000. 17.2 135. 135. 3 - Y16mm B



C - D 500. -7.9 135. 135. 3 - Y16mm B


----------------------



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

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 16: BM16







Beam Loads are:


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




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



E - F 3500. -240.6 135. 1714. 3 - Y16mm B

F - G 3500. 27.7 187. 135. 3 - Y16mm B




----------------------



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

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 17: BM17





Beam Loads are:




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




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



D - E 1500. -5.2 135. 135. 3 - Y16mm B


----------------------



D 30. 21.7 147. 135. 3 - Y16mm T

E 1. 0.0 135. 135. 3 - Y16mm T

B. S H E A R

^^^^^^^^^^^^^^^^^





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


INPUT LISTING

-------------

Beam No. 18: BM18





Beam Loads are:


D -E 1500. 20.1 0.0 0.0 0. 0

Beam 19 of 20




A. M O M E N T S



^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



A - D 3500. 6.2 135. 135. 3 - Y16mm B


----------------------



A 84. 113.1 872. 135. 3 - Y20mm T

D 19. 0.0 135. 135. 3 - Y16mm T

B. S H E A R

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 19: BM19







Beam Loads are:


A -D 3500. 29.4 0.0 0.0 0. 0

Beam 20 of 20




A. M O M E N T S

^^^^^^^^^^^^^^^^^^

Span Reinforcements

-------------------



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


----------------------





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

^^^^^^^^^^^^^^^^^



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


INPUT LISTING

-------------

Beam No. 20: BM20







Beam Loads are:


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

^^^^^^^^^^^^^^^^^^^^^^^





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


Size : 225 BY 225 mm Type : UNIAXIALLY LOADED

A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^





C. OUTPUT DATA

^^^^^^^^^^^^^^^


Main Bars : Provide 4 - Y16mm. Bars







COL. 3 OF 23

Column Id.: Cl 3



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^





C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 4 OF 23

Column Id.: Cl 4



A. INPUT DATA

^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^


Main Bars : Provide 4 - Y12mm Bars







COL. 5 OF 23

Column Id.: Cl 5



A. INPUT DATA

^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 6 OF 23

Column Id.: Cl 6



A. INPUT DATA

^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 7 OF 23

Column Id.: Cl 7





A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 8 OF 23

Column Id.: Cl 8



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 9 OF 23

Column Id.: Cl 9



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 10 OF 23

Column Id.: Cl 10



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 11 OF 23

Column Id.: Cl 11



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^





C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 12 OF 23

Column Id.: Cl 12



A. INPUT DATA

^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 13 OF 23

Column Id.: Cl 13



A. INPUT DATA

^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 14 OF 23

Column Id.: Cl 14



A. INPUT DATA

^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 15 OF 23

Column Id.: Cl 15





A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 16 OF 23

Column Id.: Cl 16


Size : 225 BY 225 mm Type : AXIALLY LOADED

A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 17 OF 23

Column Id.: Cl 17



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 18 OF 23

Column Id.: Cl 18



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 19 OF 23

Column Id.: Cl 19



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 20 OF 23

Column Id.: Cl 20



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^











COL. 21 OF 23

Column Id.: Cl 21



A. INPUT DATA

^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^^^^^^^^^





C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 22 OF 23

Column Id.: Cl 22



A. INPUT DATA

^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^









COL. 23 OF 23

Column Id.: Cl 23



A. INPUT DATA

^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^^^^^^^^^



C. OUTPUT DATA

^^^^^^^^^^^^^^^









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



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




^^^^^^^^^^^^^^^

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










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 3 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 4 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 5 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 6 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 7 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 8 of 23








^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^

C. STRESSES






Base 9 of 23








^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^

C. STRESSES






Base 10 of 23








^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^

C. STRESSES

Shear Stress = 0.00 N/Sq. mm





Base 11 of 23








^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^



C. STRESSES






Base 12 of 23








^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES








Base 13 of 23








^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES








Base 14 of 23








^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES








Base 15 of 23








^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 16 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 17 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 18 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 19 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 20 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 21 of 23










^^^^^^^^^^^^^^^





^^^^^^^^^^^^^^^

C. STRESSES






Base 22 of 23








^^^^^^^^^^^^^^^







^^^^^^^^^^^^^^^

C. STRESSES






Base 23 of 23








^^^^^^^^^^^^^^^







C. STRESSES






Thank you for using RCD2000 - Pls Contact 0803-323-1885 for Details



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



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



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



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



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.



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



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:



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.



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

1000

1000

2000

2000

3000

3000

2100

2100

2500

2500

1000

1000

11600

11600

1000

1000

2000

2000

500

500

1500

1500

3500

3500

3500

3500

2000

2000

14000

14000

1

1

2

2

3

3

4

4

5

5

6

6

7

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

24Y12 - 08 - 300 B1

09

9Y12

- 09

- 30

0 B1

10

1010 10Y12 - 10 - 300 B1

11

7Y12

- 11

- 30

0 B2

12

17Y1

2 - 1

2 - 3

00 B

2

1313

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

25

7Y12

- 25

- 30

0 B2

26

11Y1

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

Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building

Documents

Transcript of Comparison Between Civilsoft 2010 and RCD 2000 in the Design of Three Storey Residential Building