Byangabo commercial building

i
DECLARATION
I do hereby declare that the work presented in this dissertation is my own contribution
to be the best of my knowledge. This work has never been submitted to any other
University or Institution. I, therefore declare that this work is my own for the partial
fulfillment of the award of a Bachelor’s degree in science in Civil engineering option
Building and Highways engineering.
The candidate names: Alex NTWARI
Student’s signature………………………
Date……../……/………

ii
APPROVAL
This is to certify that this dissertation work is an original study conducted by Ntwari
Alex under my supervision and guidance.
The supervisor’s names: Ir Juvenal Nsengiyumva (MSc)
Signature……………………………..
Date………/………./………

iii
DEDICATION
I dedicate this work
To the Almighty God;
To my Parents;
To my Brothers and Sisters;
To my Uncles.

iv
ABSTRACT
The goal of this work is the design and analysis of a structural commercial building of
concrete reinforced with used for welling and trade, which have to be established in
Byangabo which is classified like a zone with strong trade attraction and productive
ability. The conception and analysis of the building have been ensured by a
combination of some engineering software’s like, Archicad for the design, Google
Earth for the geolocalisation of the ideal place, Artlantis for the beauty of the building,
Prokon was used for the beam reinforcement design, the analysis and the stability of
the business buildings structures have been done manually,.
This study consisted to model and dimensioning the structural elements and the
foundations out of reinforced concrete building of three (3) storey. The structural design
of the study was based on the compliance with the code of practice of construction with
a good control of the costs and architectural constraints of integration.
The choice of the standard code applied varies and sometimes depends on the
requirement of the local authority or familiarity of the designers. Standard code is
essential; BS 8110 is the most widely used standards in designing reinforced concrete
and have been used during this study as it is used in most Rwandans structural design
project.
During the analysis of the structure, shear and bending moment diagrams have been
used as tools result to help perform a design of structural elements such as beam and
stairs, those diagrams are used to easily determine the type, size, and material of a
member in a structure so that a given set of loads can be supported without failure.
The study found that the reinforced concrete commercial building designed provides a
safety and an economic design it is made with 32 shopping rooms, so then its
implementation process cost eight hundred and eighty four millions, one thousand and
five hundred fifty four Rwandans francs (884,001,554 RWF).

v
ACKNOWLEDGEMENTS
The success of this research would hardly be achieved without the help and guidance
from individuals and institutions. It is not however easy to mention each and everyone’s
name but the following deserve mention.
First and foremost I thank the Almighty God for empowering me during my study up to
the completion of my Bachelor’s degree in Civil Engineering with his abundant
blessings, guidance and strength to go through my studies. I also express my gratitude
to INES-Ruhengeri Administrators and all lectures especially the one of the Faculty of
Applied Fundamentals Sciences, Department of Civil engineering, Option Building and
Highway engineering for their excellent efforts.
My special appreciations go to my supervisor Ir. Juvenal Nsengiyumva (MSc) who
devoted his precious time to direct this research work, despite his other huge
commitments and responsibilities, and have kindly accepted to supervise this research.
His excellence guidance and experience has been valuable to the success of this
research. . A cordial gratitude is addressed to my family members for their care,
advices, moral and financial support. Thanks go to my classmates and all my friends for
their comprehension and knowledge we shared from the beginning of our studies.

vi
TABLE OF CONTENT
DECLARATION...............................................................................................................i
APPROVAL .................................................................................................................... ii
DEDICATION................................................................................................................ iii
ABSTRACT.....................................................................................................................iv
ACKNOWLEDGEMENTS..............................................................................................v
TABLE OF CONTENT..................................................................................................vi
LIST OF FIGURES ..........................................................................................................x
LIST OF TABLES......................................................................................................... xii
LIST OF SIGNS, ABBREVIATION AND ACRONYMS.......................................... xiii
CHAPTER ONE...............................................................................................................1
GENERAL INTRODUCTION..........................................................................................i
1.1. Background of the study .....................................................................................i
1.2. Problem Statement.....................................................................................................2
1.3. Objectives of the study ..............................................................................................2
1.3.1. General Objective ...................................................................................................2
1.3.2. Specific Objectives .................................................................................................2
1.4. Research Questions....................................................................................................3
1.5 Hypothesis of the study...............................................................................................3
1.6 Significance of the study.............................................................................................3
1.6.1. Personal interest......................................................................................................3
1.6.2. Social interest..........................................................................................................4
1.6.3. Academic interest ...................................................................................................4
1.7. Limitation of the study...............................................................................................4
1.9. Methodology..............................................................................................................5
1.10. Organization of the study.........................................................................................5
CHAPTER TWO..............................................................................................................6
LITERATURE REVIEW .................................................................................................6

vii
2.0. Introduction................................................................................................................6
2.1. Building codes and standards. ...................................................................................6
2.2. BS 8110 building code: part 1:1997 ..........................................................................6
2.3. Factors contributing to the design of a building construction. ..................................7
2.4. Reinforced concrete structures...................................................................................7
2.4.1. Slab .........................................................................................................................8
2.4.2. Stairs .......................................................................................................................8
2.4.2.1. Components of a staircase. ..................................................................................8
2.4.3. Column....................................................................................................................9
2.5. Material properties.....................................................................................................9
2.6. Determination of loading...........................................................................................9
2.6.2. Determination Live Load......................................................................................11
2.6.3. Wind loads............................................................................................................12
2.6.4. Earthquakes loads .................................................................................................12
2.8. The Limit State Design............................................................................................14
CHAPTER THREE ........................................................................................................16
MATERIALS AND METHODS....................................................................................16
3.0. Introduction..............................................................................................................16
3.1. Description of the study area ...................................................................................16
3.1.1. Site selection.........................................................................................................17
3.2. Details about the softwares used during the research..............................................18
3.4. Project procedures....................................................................................................22
3.6. Specification of materials. .......................................................................................23
3.6.1. Concrete................................................................................................................23
3.6.2. Reinforcing steel...................................................................................................24
3.6.3. Bearing capacity of Soil........................................................................................24
3.7. Estimation and costing.............................................................................................25
CHAPTER FOUR...........................................................................................................27

viii
RESULTS AND DISCUSSION....................................................................................27
4.1. Introduction..............................................................................................................27
4.2. Description of the building. .....................................................................................27
4.3. Design specifications and properties of the structure..............................................30
4.4. Design of slabs.........................................................................................................31
4.5. Analysis and design of stairs. ..................................................................................46
The first beam to be designed is internal longitudinal beam ..........................................52
Second beam to be designed is internal transversal beam..............................................56
4.7.1 .Calculation information........................................................................................60
4.7.3. Estimation of dead loads.......................................................................................62
4.7.4. Calculation of live load.........................................................................................62
4.7.5. Design of column at ground floor.........................................................................63
4.7.6. Design of column at first floor..............................................................................66
4.7.7. Design of column at second floor.........................................................................68
4.8. Footing design..........................................................................................................71
4.8.1. Introduction...........................................................................................................71
4.8.2.Loading by considering the column used in calculation.......................................71
CHAPTER FIVE ............................................................................................................76
CONCLUSION AND RECOMMENDATIONS ..........................................................76
5.1. Conclusion ...............................................................................................................76
REFERENCES ...............................................................................................................78
APPENDIX I: Typical weights and live loads .............................................................79
APPENDIX II: Sectional areas of groups of bars (mm2
) ...............................................80
APPENDIX III: Coefficients related to the design of members subjected to bending
moment.81
APPENDIX IV: Coefficients related to the design of slabs. ..........................................82
Appendix V: Cost and estimation of the commercial building. .....................................84

ix
APPENDIX VI: ARCHITECTURAL PLANS, RENDERED PICTURE, AND SIDE
VIEWS OF THE COMMERCIAL BUILDING. ...........................................................98

x
LIST OF FIGURES
Figure 1: Components of a staircase.................................................................................8
Figure 2: National Parks surrounding the region of Byangabo ......................................17
Figure 3: The chosen place for the building implementation.........................................18
Figure 4: the picture logo of the software.......................................................................18
Figure 5: The picture logo of Prokon..............................................................................22
Figure 6: Left side view of the building .........................................................................28
Figure 7: Right side view of the building .......................................................................29
Figure 8: Back side view of the building........................................................................29
Figure 9: Perspective view..............................................................................................30
Figure 10: Slabs details, Panel, their numerations and emplacement.............................32
Figure 11: Steel reinforcement arrangement in the slab.................................................37
Figure 12: Plan view of the designed panel 1 with reinforcement .................................37
Figure 13: Steel reinforcement arrangement in the slab at the bottom...........................41
Figure 14: Plan view of the reinforced Panel 6 ..............................................................42
Figure 15: Steel reinforcement arrangement in the slab.................................................44
Figure 16: Plan view of the designed panel 7 with reinforcement .................................45
Figure 17 :Section of Stair spanning longitudinally .......................................................47
Figure 18: Reinforcement details of the straight stairs. ....................................................51
Figure 19: Beam loading and support.............................................................................53
Figure 20: Deflection details...........................................................................................54
Figure 21: cross section of the beam ..............................................................................55
Figure 22: Longitudinal cross section of the beam.........................................................55
Figure 23: location of the internal beam to be designed.................................................56
Figure 24: transversal beam support and loading. ..........................................................57
Figure 25: transversal beam deflection...........................................................................57
Figure 26: moment and shear of the transversal beam ...................................................58
Figure 27: shear steel deflection of the transversal beam...............................................59
Figure 28: Longitudinal cross section of the beam.........................................................60
Figure 29: The size and the column location..................................................................62
Figure 30: reinforcement details of the column at ground floor.....................................65
Figure 31: Stirrups details...............................................................................................65
Figure 32: Column reinforcement details at first floor...................................................67
Figure 33: Stirrups reinforcement details .......................................................................67
Figure 34: Reinforcement details of the column at the second floor..............................69

xi
Figure 35: stirrups specification in the column ..............................................................69
Figure 36 : Footing reinforcement detailing...................................................................74

xii
LIST OF TABLES
Table 1: Details of dead load on surfaces as component of concrete slab......................10
Table 2: Details of slab self-weight ................................................................................10
Table 3 Minimum Loads for Building............................................................................11
Table 4: Partial safety factor...........................................................................................14
Table 5: Materials properties to be used during the reinforcement analysis ..................24
Table 6: Designed dimension of the building.................................................................30
Table 7: Initial sizes and specification of the structural elements ..................................31
Table 8: Project information and related data for the proper design .............................32
Table 9: beam design data ..............................................................................................53
Table 10: Load by span:..................................................................................................57
Table 11: Slenderness ratio.............................................................................................63
Table 12: Cost and Estimation of the commercial building ...........................................84

xiii
LIST OF SIGNS, ABBREVIATION AND ACRONYMS.
Ab: the average lateral area of the punching pyramid
As: Cross sectional area of tensile reinforcement.
As’: .Cross sectional area of compression reinforcement.
Asw: the cross section of one leg of stirrup.
BW: Breath of web or rib of member.
B S: British Standard.
cm: centimer
fcu: Characteristic concrete cube strength.
Frw: Franc Rwandais
Hf: thickness of flange
ho: effective depth of the cross section.
INES-Ruhengeri: Institut d’Enseignement Supérieur de Ruhengeri
IFAD: International Fund for Agricultural Development.
Lo: is the effective height of the column.
m: meter
mm: millimeter
Nf: the load transmitted by the column to the foundation.
Qf: the punching shears force.
Rb: Design concrete compressive strength.
Rbt: the concrete design tensile strength
R.C.: Reinforced Concrete
Rsc: Design steel compressive strength.
Rs: Design steel tensile strength.
Φ: bar size or diameter.
ᵠ: coefficient used to take into account the column slenderness and the construction
inaccuracies.
∆q: the balanced punching shear force.
No
: Number
&: And.

1
CHAPTER ONE
GENERAL INTRODUCTION
This study was about “Design and analysis of a commercial building at Byangabo
center”. This research focuses more on the architectural and structural design of
building elements for the safety of the commercial building to be implemented at
Byangabo sector
1.1. Background of the study
Limited supply of quality commercial buildings in Rwanda has hindered the entry of
new global retail brands into the country, making the economy to miss out in creating
the much-needed jobs and boost tax revenues. A number of regional and global
commercial brands have expressed an interest in opening shop in Rwanda but, for lack
of quality space, shelved or postponed their plans (Moses, 2015) .
The study is a proposed Solution:
A commercial building is a center where one population offers his services to the
majority in need of those services ,well designed and analyzed, a commercial building
have long been perceived as having good effects on the population and the economies
of the country itself. The commercial building participate in the economic development
by creating the employment, shopping facilities and expenditure benefits of these
population, developments to local and regional economies.
A wider impact in terms of attracting new investment to an area like Byangabo can
transform this area as the best attracting shopping area in the Northern Province
Rwanda. The region of Byangabo has been one of the number one successful regions in
the production of crops potatoes, and others kind of services (John, 2014). This studies
examines these issues, drawing the commercial building, designing it, and analyzing it,
and implementing it to the most attractive place can not only facilitates the population
displacement to one place for going to sell their products, it can help them by creating a
stable place where every kind of people come and feel at home and find everything they
need.

2
1.2. Problem Statement
An observation made has shown that the habitant of Byangabo have to use bicycles for
the displacement of their commercial product to come and sell them here in Musanze
food market place, it took them time, they use bus, bicycle, and displacement engines
cost them time and money. Byangabo face a real problem, it wastes away financial
resources and physical resources, these delays the development process of the region of
Byangabo. With the increasing economics demands and growth of the population,
Byangabo soon or later have to acquire Modern business place and houses, for its
development large modern commercial building come to solve those different
problems.
A modern Commercial building solves those problems. It provides huge employment
to the people and plays very significant role in the region’s economy, so many people
become attracted to the place where the commercial building is constructed.
1.3. Objectives of the study
The objectives of the study were classified under general objective of the study and
specific objectives of the study.
1.3.1. General Objective
The main objective of this study is to design architecturally and structurally a
commercial building to be implemented at Byangabo center.
1.3.2. Specific Objectives
1. To make structural design of a commercial building.
2. To make architectural design of a commercial building.
3. To achieve an ultimate design in terms of quality at minimal cost.
4. To make the cost estimation of the commercial building.
.

3
1.4. Research Questions
1. What is the suitable architectural plan of the desired commercial building?
2. What is the suitable structural design of the commercial building supposed to be
elevated at Byangabo center?
1.5 Hypothesis of the study
The hypotheses of the study were:
1. If there is no real modern commercial building at Byangabo, then the economic
growth of the region stay at a low level.
2. If the economic development of a center is related to the number and quality of
commercial building constructed in that center, then a well designed and
constructed commercial building contribute in the development of that center.
1.6 Significance of the study
The whole process of this study is a bridge between the commercial building design and
physical building form. It makes a key element of a good construction document within
the context of design and analysis documentation, this study represents an expression of
the desired solution. The benefits offered by state-of-the-art computer-assisted design
and drafting (CAD) programs, which make it possible to create complex documents
faster, to easily delineate repetitive elements, and to readily manipulate data and
information to make changes. Also, the power of emerging software is allowing
Rwandan engineer to reach a high level in the building design and analysis business.
1.6.1. Personal interest
This study helps the researcher to prepare himself to be at ease when dealing every
building design and structural analysis project; the study increase his knowledge about
the subject. This research scientifically helps and orients the future researchers who
conduct their study in the construction building design and analysis sector.

4
1.6.2. Social interest
The study is a key solution in many economic problems that the center of Byangabo is
facing right now, once implemented the commercial building help to achieve, maintain
and raise the standard of living of the society of Byangabo. The commercial building
increase employment opportunities, and then the center income increase also. This
study is a connecting link between the producers of Byangabo and their economic
prosperity through the commercial building to be implemented soon or later.
1.6.3. Academic interest
This study helps the researcher to be in accordance with academic requirements which
require that every finalist has to write and present a dissertation in order to fulfill the
requirements of awarding the Bachelor’s degree in civil engineering.
1.7. Limitation of the study
The project focuses mainly on the design and structural detailing of a reinforced three
storey building by using two important software, manual calculation are also involved,
and the structure is intended to serve as a commercial building.
This study does not involve calculation for the wind load and earthquakes action, the
code used is BS 8110: 1992 and the chosen software to be used for the beams analysis
is Prokon. Some problems happened during this study, due to the last long year period
and a short period of documentation, the research focused mainly on architectural and
structural design of the commercial building, elevators are included but not analyses
structurally, soil test, penetration test and others test related to construction and site
preparation has not been performed or can be performed during the extension of the
study by others interested researchers.
. This project focuses on:
 The structural and architectural design of slabs, beams, columns, and
foundation.
 Producing architectural drawings of floor plan, elevations, and section
drawing.
 Structural details or layout for each designed element.

5
1.9. Methodology
The proposed methodology is based on designing the building by a software program
(Archicad) based on the British Standard Code, each code has different properties of
concrete and steel, such as the concrete compressive strength (fc), the yield strength of
steel (fy), the various combinations of the load, the allowable ratio for minimum and
maximum reinforcement and other properties, in practice, design of the elements are
governed by various architectural requirements.
If the height and width of the beam are located, the designer allocates the right amount
of steel but, in this study, we assumed that the dimension of the beams and columns are
not given .hence, during the design and analysis, we start with small dimensions, in this
case the manual calculation check if the dimensions were acceptable or not. So, we
increase the member size till we get the first acceptable dimensions that have the first
acceptable amount of steel.
1.10. Organization of the study
The study is organized into five chapters. Each chapter begins with a brief introduction
of what to be encountered. Chapter 1 is a brief overview of the research background and
the objectives of the study followed by the organization of the study. Chapter 2 is the
literature review, it deals with the definition of model for designing multi stories
reinforced concrete commercial building, which had built and consists of three floors.
The properties of design model are shown in the first part of the four chapter such as the
dimensions, the properties of materials (concrete, steel), the unit weight of concrete and
blocks, and the values of loads (dead load and live load) which depends on the type of
building.
Chapter 3 is the methodology, how the project has been conceived, each structural
elements design procedure are also shown, Chapter 4 presents the discussion and the
interpretation of the result after structural analysis of the commercial building, it
proceeds with results of analysis of them by designing a sample element of each
designed element, a cost estimation of the total work is also be proposed. The last
chapter presents a conclusion and a future recommendation to extend the study.

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CHAPTER TWO
LITERATURE REVIEW
2.0. Introduction
This chapter reviews literature on the issues of the concept of building code used during
the design and the nature of the reinforced concrete building to be designed. Literature
was reviewed from various secondary sources to give insights on various concepts on;
the loads applied to a reinforced concrete structure and different parts of the concrete
Commercial structure. All the loads occurring on the building have been also identified.
2.1. Building codes and standards.
In the design and construction field, the codes and standards impact modern building
construction and are constantly changing, and it is difficult at best to keep up with
copious changes and how they impact building design. For engineers and architects
who is working with structural design. The aim of design is the achievements of an
acceptable probability that the structures being design perform a satisfactory durability
during their intended life. With an appropriate degree of safety, they should sustain all
the loads and deformation of normal construction and use and have adequate durability
and resistance to the effects of misuse and fire. The structure should be designed in that
adequate means exist to transmit the design ultimate dead, wind and imposed loads
safely from the highest supported level to the foundations (British Code, 2006).
2.2. BS 8110 building code: part 1:1997
The British concrete institute standard, building code requirements for reinforced
concrete, has permitted the design of a reinforced concrete structure in accordance with
limit state principles using load and resistance factors since1963. A probabilistic
assessment of these factors and implied safety levels is made, along with consideration
of alternate factors values and formats. (A discussion of issues related to construction
safety of existing structure is included).
Working stress principles and linear elastic theory formed the basis for reinforced
concrete design prior to 1983, when the concept of ultimate strength design was
incorporated in the BS building code (British Code, 2006) . Because of the highly
nonlinear nature of reinforced concrete behavior, the linear approach was unable to
provide a realistic assessment of true safety levels.

7
The developers of BS8110, who introduced the idea of load and resistance factors to
account for uncertainties in both load and resistance .Probabilistic methods were
developed and refined during the late 1960s in response to the need to consider
variability and uncertainty, explicitly and rationally. Proposed formulations include
code incorporation of explicit second moment probabilistic procedures. In such an
approach, the designer would select a desired safety and carry out the design utilizing
the means standard deviations of the load and resistance variables.
2.3. Factors contributing to the design of a building construction.
According to (Neap, 2001), implementation of a construction projects is a complicated
and complex process. Phases of construction are divided into categories such as
material, labor, plant, supervision, All disturbances regarding the cost must be detected
periodically (Cathy, 1980).
The collection, analysis, publication and retrieval of designed information are very
important to the construction industry. Contractors and surveyors tend, wherever
possible, to use their own generated data in preference to commercially published data,
since the former incorporate those factors which are relevant to them. Published data
therefore is used for backup purpose. The existence of a wide variety of published data
leads one to suppose, that it is much more greatly relied on than is sometimes admitted
(Cathy, 1980).
2.4. Reinforced concrete structures
Concrete is arguably the most important building material, playing a part in all building
structures. Its virtue is its versatility, i.e. its ability to be molded to take up the shapes
required for the various structural forms. It is also very durable and fire resistant when
specification and construction procedures are correct. Concrete can be used for all
standard buildings both single storey and multistory and for containment and retaining
structures and bridges. The parts of a reinforced concrete structure are: beams,
columns, slabs and foundations (Mac, 1990).
2.4.0. Beams
The beams are a basic component of reinforced concrete structures , the beams
carries and transfers the loads from the slabs and walls to the columns and then to the
foundations.

8
The beams should be correctly restrained and appropriate studies and analysis
should be done to overcome and resist the moments and shrinkage and other
deformations resulted upon loading (Azeem , 2008).
2.4.1. Slab
A slab is structural element whose thickness is small compared to its own length and
width. Slabs are usually used in floor and roof construction. According to the ways are
transferred to supporting beams and columns, slabs are classified into two types; one-
way and two way (Mac, 1990).
2.4.2. Stairs
Stairs consist of steps arranged in a series for the purpose of giving access to different
floors of the building. It is often the only means of communication between the various
floors of building; the location requires good and careful consideration (Mac, 1990).
2.4.2.1. Components of a staircase.
Figure 1: Components of a staircase
Tread are the upper horizontal portion of step over which foot is placed during
ascending and descending a stairway, the riser is the vertical member of step, it is used
to support and connect successive treads, the headroom is the vertical height between
the tread of one flight and ceiling of overhead construction.it should be sufficient so as
not to cause any difficulty to person using the stairs, stringers are the sloping members
of the stair, used to support the end of steps.

9
2.4.3. Column.
A column is a compression member, which is used primary to support axial
compressive loads and with a height of at least three it is least lateral dimension.
Depending upon the architectural requirements and loads to be supported, R.C columns
may be cast in various shapes i.e. square, rectangle, and hexagonal, octagonal, circular.
Columns of L shaped or T shaped are also sometimes used in multistoried buildings.
The longitudinal bars in columns help to bear the load in the combination with the
concrete. The binders prevent displacement of longitudinal bars during concreting
operation and also check the tendency of their buckling towards under loads (European
commission, 2011).
2.4.4. Reinforced concrete foundation.
Reinforced concrete foundations, or footings, transmit loads from a structure to the
supporting soil. Footings are designed based on the nature of the loading, the properties
of the footing and the properties of the soil.
2.5. Material properties.
Every material has different properties that are simply of their own. Similarly, the
material used in the design of the structure in this research also has different properties
and strength. The material properties applied in the preliminary analysis of the design
of the structural members (beams, slabs and columns, etc.) The values of compressive
strength of concrete, yield stress of reinforcement, concrete density and modulus of
elasticity are conforming to BS8110.
2.6. Determination of loading.
The simulation of load determination on members of the structure on three dimensional
structural frames was used; the procedure utilizes load analysis to find the dimension of
Members to be used later on finding the optimal design. Dead load and live load were
applied to the structure.

10
2.6.1 Determination Dead Load.
According to the BS 8110-1:1997 Code, dead loads are defined as the sum of all
constant and continuous loads occurring on the building
which represents:
 Own weight of structure
 Floor covering
 Wall loads
 Flooring cover
Flooring cover represents the weight of finishing materials on floor, such as
sand, bitumen, mortar
and marble. Table 1 shows the details of dead load on floor and surface slabs.
Table 1: Details of dead load on surfaces as component of concrete slab
DEAD LOAD
FROM TYPE MAGNITUDE UNIT
FLOOR SLAB AREA PRESSURE 1.00 KN/m2
SURFACE SLAB AREA PRESSURE 2 KN/m2
Source: BS 8110-1:1996
 Own weight of the structure.
Own weight of the structure represents the weight of the main elements of the
building, such as slabs, beams and columns. Table 2 shows the details of slabs
weight according to BS 1994.

11
Table 2: Details of slab self-weight
DEAD LOAD
FROM TYPE MAGNITUDE UNIT
Slab self-weight
of
200 mm
thickness
(without finishes)
Area pressure 4.2 KN/m2
Source: BS 6399-1:1996
 Wall loads:
The wall in the building is from concrete blocks, the thickness of wall is 0.3m
for exterior wall, interior wall have a thickness of 0.2m and 0.15m.
2.6.2. Determination Live Load
It is defined as the sum of all variable movable loads occurring in the building.
This represents:
 Human weights
 Furniture and product weights
Table 3: Minimum Loads for Building.
TYPES OF BUILDING (COMERCIAL AND OFFICE BUILDING) LOAD(KN/m2)
Office use 7.14
SHOPPING(PUBLIC) ROOM + CORRIDORS SERVING THEM 7.14
BALCONIES 7.14
Source: British standard 8110, part 1- 1996.

12
2.6.3. Wind loads
When a moving air (wind) is stopped by a surface, the dynamic energy in the wind is
transformed to pressure. The pressure acting the surface transforms to a force.
In practice wind force acting on an object creates more complex forces due to drag and
other effects. Wind load is a special kind of load on buildings, as it is actually capable
of creating many types of forces with varied effects based on the height and the shape
of the building. The forces consist of shear, twisting, bending and uniform loads.
The taller the building the stronger the force, as wind is affected less by friction with
the earth and surrounding topography, thus making wind load a greater challenge for
high-rises. For small building within densely populated areas wind loads can even be
ignored, while for high-rises wind load calculation is an absolute must (Nguyen , 2016).
The main reason why a three-stories structure is being adopted is that it does not
involve calculation for the wind load based the code used BS 8110: 1992.
2.6.4. Earthquakes loads.
Earthquakes destroy buildings by generating waves that propagate through soil and
create movement at a building’s foundation. This energy is transferred into the
building’s structure; if the structure cannot properly absorb it through a combination of
strength, flexibility, and ductility (the ability to bend without breaking) the building fail.
“You have to build in a way that allows the earthquake energy to be absorbed. The
objective as engineers is to increase the absorption (Oral, 2011).
The first step is making a location-specific estimate of how much “demand” an
earthquake can be expected to apply to a building. The next step is designing or
upgrading the building’s “performance,” or energy-absorbing capacity. Varying levels
of protection are possible, depending on economics and earthquake probability. Some
large, well-financed buildings (the San Francisco Airport, for example) make use of
sophisticated roller systems that isolate the building from ground motion, or internal
counterweights that can offset the energy of even large quakes (Oral, 2011).

13
Other, less-advanced tactics vary with building type. Reinforced concrete structures, for
example, need the ability to deform under stress. If the building can deform and rotate
at critical locations, it can accommodate the earthquake force; if not, it can result in the
failure of building elements: beams, columns, joints, and eventually the whole building.
Brick or block structures fail quickly when their alignment is disturbed; they can benefit
from the addition of lightweight sheet materials like aluminum, or carbon fiber
reinforced plastics (polymers). Configurations can result in really effective solutions
that keep the walls in alignment and effectively transfer in-plane forces (Oral, 2011).
One of the simplest solutions, applicable to many types of building, is the addition of
internal shear walls, starting in the basement on strong footings and running
continuously to upper floors. These distribute stress and limit movement; as few as two
perpendicular shear walls can greatly bolster a building (Oral, 2011).
Even the best design offers no protection if not executed faithfully. An entire town’s
can wiped out because all the concrete has become like sand - there’s not enough
cement or reinforcement in concrete, or not enough anchorage and confinement in
critical elements like columns and connections (Oral, 2011).
After a disaster, earthquake protection gets attention, but then interest fades. That’s
where regulations and codes come into play, by transferring experience into practice.
But there’s a big problem in many countries with economics, enforcement, and lack of
application experience (Oral, 2011) .

14
2.7. Partial Safety Factors According To BS 8110.
The strength reduction factors, φ, are applied to specified strength to obtain the design
strength provided by a member .the φ factors for flexure, shear, and torsion are as
shown in Table 4.
Table 4: Partial safety factor
Φ=1.5 for flexure (tension controlled)
Φ=1.4 For shear and torsion.
Φ=1.6 For axial compression (columns)
Source: BS EN 1992
2.8. The limit state design
Limit state design takes account of the variations and uncertainties that may occur in
the design and construction of structures. Different safety factors are provided for those
variations in design and construction. Safety and serviceability are expressed in terms
of the probability that the structure cannot beware unfit for its intended purpose during
its life. Limit state for use may arise in various ways, the principal ones being as
ultimate limit states: the usual collapse limit (British code, 2006).
States including collapse due to fire, explosive pressure etc. (2) Serviceability limit
state: focal damage and deflection limit states, durability, vibration, air penetration and
heat transmission etc. Limits states of collapse may be defined as occurring when a part
or the whole of the structure fails under extreme loads. It may be due to rupture of one
or more critical sections, loss of overall stability or buck-ling owing to elastic or plastic
instability. Limit states due to local damage may occur, when cracking or spelling of
concrete impairs the appearance or usefulness of the structure or adversely affects
finishes, partitions etc. For example, a check on the limit state of crack width may be
necessary in water retaining structures or structures situated in severe environments.
Similarly, it may be necessary to check the limit state of crack formation in
compression to ensure that no initial micro cracking, which could be harmful to the
durability of the member, is produced at any stage of construction in zones subject to
high compressive stresses (British code, 2006).

15
Limit states of deflection or deformation may be defined as occurring when it becomes
excessive to impair the appearance or usefulness of the structure and may cause
discomfort to users (British code, 2006).
In certain cases limit states of other effects such as vibration, fatigue, impact, and
durability of fire damage may also have to be considered: For example, the limit states
design of bridges requires the investigation of limit states of vibration and fatigue in
addition to collapse, cracking and deflection. Similarly, the consideration of limit states
of impact resistance is essential for structures, which may be subjected to impact,
explosions or earthquakes. The usual approach is to design the structure because of
limit states for collapse and then check that the criteria governing remaining limit states
are satisfied (British code, 2006).

16
CHAPTER THREE
MATERIALS AND METHODS
3.0. Introduction
This chapter discusses the research project procedure and techniques used during the
study, the sample elements description, the analysis methods, data creation techniques,
and some calculation techniques that were used by the researcher during data
processing and analysis. According to (Loubet, 2000), a method is a set of intellectual
operations which enables to analyze, to understand and to explain the analyzed reality.
In this research each step has its own method and techniques.
3.1. Description of the study area
Where to locate the commercial building is one of the most important decisions of the
researcher. The problem is to find the right location for the right undertaking because
location can make or break a business.
Different commercial buildings have different locational requirements; you would not
put a children cloths market house in a retirement village or start a garden supply in a
rental apartment house district. The customers, the commercial building serve the things
they can buy, the way they reach the business area, the adjacent building, and the
neighborhood all bear upon the location.
The proposed study area is Byangabo center; it is located in the North West Province,
approximately 8 km west of Musanze town. Byangabo is a small poor center; it shares
its borders with Busogo, Mararo and Ntarama. The population density has more than
doubled since 1978 from 183 inhabitants per square kilometer (km2
) to 417 inhabitants
/km2
in 2012. The annual demographic growth rate is 3.8 per cent and the population is
expected to increase to about 1.8 million by 2025.
From a tragically low starting point in 1994 following the genocide against Tutsi, in
two decades Byangabo has achieved impressive agriculture and economic results
(IFAD, 2012). Byangabo is located in a region which is very cold, with Volcanoes and
National Park which represent a huge quantity of tourist attraction in the region. The
picture bellows taken from Google shows some national parks surrounding Byangabo
sector.

17
Figure 2: National Parks surrounding the region of Byangabo
Source: Google maps
3.1.1. Site selection
The selection of a site involves both location and site selection, in other words
identifying the general area for the business and identifying a specific site within the
area (James, 1975) Location refers to a general area within a city, while the site is a
specific piece of property (Powers, 1997).
Essentially, it involves an evaluation of various factors that are likely to impact upon
sales and costs at a site. The value of a location depends upon three factors; the first
factor is his accessibility to the resident population and to people moving about or
gathering together on errands other than shopping, the second factor is its physical
desirability from the standpoint of grade or level, appearance, size, shape, neighborhood
or district environment, and other amenities. The last factor deals with its reputation.
The commercial building has to be placed at the entrance of the center in the direction
of Rubavu near the national road (RN4), The proposed site can not disturb others
business already located there, the commercial building doesn’t need to be constructed
in the middle of the town because there are many small shopping area already
implemented there, his size can break the activity of those small shops. The picture
bellows taken from Google Earth show clearly the proposed emplacement of the
building.

18
Figure 3: The chosen place for the building implementation
Source: Picture taken from Google earth
3.2. Details about the softwares used during the research.
This project is mostly based on software and it is essential to know the details about
these software’s.
 Archicad 18
ARCHICAD is powerful software licensed by Autodesk. The word archi came from the
word architectural and cad stands for computer aided design. Archicad is used for
drawing different layouts, details, plans, elevations, sections and different sections can
be shown in Archicad. It is very useful software for civil, mechanical and also electrical
engineer. The importance of this software makes every engineer a compulsion to learn
this software’s.
Archicad is used for drawing the plan, elevation of every kind of building. We also use
ArchiCAD for a 3D representation of a designed building. ArchiCAD is a very used
software to learn and much user friendly for anyone to handle and can be learn quickly
Learning of certain commands is required to draw in ArchiCAD.
The figure below shows the logo picture of the software.

19
Figure 4: the picture logo of the software
 STEPS FOLLOWED IN ARCHICAD DURING THE DESIGN OF THE
COMMERCIAL BUILDING
Step 1: Opening the ArchiCAD Workplace
In this step the basic windows of the working environment are made available, this step
help the designer how to customize these windows in order to create the researcher own
personal workspace. ArchiCAD has three primary working environments; floor plan
window, section/elevation window and the 3D Window. Additionally, this step
introduces the Tools and Palettes that are used to draw and construct the commercial
building elements, notes, graphics and views.
Step 2: Customizing the drawing environment.
The main work in this step is to customize options such as project grid, snap grid, line
types, pens, colors, pen weight, fills, composites, materials and zones as well as
drawing preferences to meet the specific project needs and drawing requirements.
Step 3: Managing the Project Information
This step has been the foundation that has managed plans, sections, elevations, details,
3D information and final drawings for the virtual commercial building. ArchiCAD
layers are used to organize the elements in the drawing for selective displays and
quantity calculations.

20
The layer settings command displays the layer settings dialog box, which allows
defining the layer settings for the project. The display options command opens a dialog
box to customize the way the various construction elements are displayed on the Floor
Plan worksheet.
Step 4: Establishing the Base Building Layout
In this step, the designer select the right structural elements dimension for creating a
building slab ,interiors and exteriors walls ,columns , beams, stairs, windows ,doors
and external paving. .
Step 5: Viewing the building in 3D.
The underlying principle in this step is that the commercial building is created on the
computer not as a set of lines, but as a virtual building completes with 3D information.
This step helps to edit the virtual model environment.
Step 6: Completing the building envelope.
This step deals with the selection of the kind of roof to cover the building.
Step 7: Developing the Design
Now that the building envelope is under way, the software creates immediately sections
and elevations of the building.
Step 8: Defining shop usage and spaces.
This step demonstrates how to set up and assign different zones to spaces of different
use in a building. This allows the project to be later evaluated on a zone basis and to
calculate the area of the building.
Step 9: Adding final details.
ArchiCAD libraries contain many types of prefabricated elements such as bathroom
fixtures, cabinets, furniture, steel components, graphic symbols and more features.
Specialized libraries can be used for different applications and national standards. The
objects in the libraries are also parametric items, just like the door/window objects.

21
Step 10: Publishing, printing and plotting.
Both ArchiCAD and plot maker contain a publisher feature. The purpose of the
Publisher is to set custom view sets describing how to publish a drawing using plotters,
printers, AutoCAD, DXF files and the Internet. The publisher can process individual
drawings or an entire set of documents. The final work is to render the commercial
building.
 Prokon
The PROKON structural analysis and design suites are useful tools for solving
everyday building design problems. The Prokon suite has two main components with
distinct but supplementary functions:
The Calcpad: This is the main module from where you launch the various analysis and
design modules. You can also use Calcpad to build calculation sheets with design notes,
drawings and equations.
The analysis and design modules: The individual modules can be used to analyses and
design typical structural and geotechnical elements. Design output can be sent to
Calcpad and appended to the calcsheet.
The continuous beam and slab design module is used to design and detail reinforced
concrete beams and slabs as encountered in typical building projects. The design
incorporates automated pattern loading and moment redistribution. Complete bending
schedules can be generated for editing and printing using Pads.

22
Figure 5: The picture logo of Prokon.
 BEAM DESIGN PROCEDURE IN PROKON
When designing a beam in Prokon, four main steps were involved; the first step was to
launch the software toolbox, the second and third step were to select the right code and
to input the design parameters of the concrete properties to be used .Cross section,
spans supports lengths and loads values were inputted manually. After this step the
Prokon software generated an algorithm which analyzed and calculated automatically
the bending moment, the elastic deflection, and all reinforcements details of the
designed beam with an availability of a 3D view of the reinforced beam.
 Artlantis
Artlantis is an application used to create good rendered picture of a designed
building from Archicad, this application is mostly used by Architect and
designer.
3.4. Project procedures
The project has started by designing the architectural plan in archicad 18, ,after
checking and correcting any errors , the analysis for the real manual calculations are
made available on the four chapters for a better understanding. After the structural
analysis, reinforcement bar for each elements of the structure( slab,beam,
column,footings) are available according to the design data and code used.

23
3.5. Design procedures of each structural element
3.5.1. Slab design procedure.
The type of panel is decided according to the aspect of ratio of long and short side
lengths
Lx
Ly
, after finding the ratio, a coefficient related to the designed panel is
checked in the tables shown in the appendix. After this steps the Moment (MX+, MX-,
and M) related to designed panel are calculated including the required reinforcement at
the bottom and at the top, it have to be mentioned that the tree last steps are done
according to the tables shown in the appendix b,c and d.
3.5.2. Column design procedure
The determination of the height wall masonry, and plaster are made available with the
use of Information about the beam and slab with the value of their transmitted loads on
the column, this step help to estimate the live and dead load acting on the column from
the ground floor to the last floor slab. The slenderness ratio came in to play in order to
determine if the column is short or long, the last step deals with the calculation of the
required column reinforcement from the ground to the last floor slab.
3.5.3 Footing design procedure
The Calculation of the footing weight plus the soil on it is executed by considering the
total load of a given known column, the required area of the footing (height and width
and thickness) is determined from the footing weight value. The punching shears area is
verified with the soil pressure value on the column and the data of the maximum
moment calculation, the required steel reinforcement of the footing is found due to the
maximum moment calculated from the result found.
The table of size and number of bars for reinforcement is used with the cross sectional
area and tensile reinforcement found.
3.6. Specification of materials.
3.6.1. Concrete
The selection of the type of concrete is generally governed by the strength required,
which in turn depends on the intensity of loading and the form and size of the structural
members.

24
For example in the lower columns of a multistory building a higher strength concrete
may be chosen in preference to greatly increasing the size of the column section with a
resultant loss in clear floor span.A concrete of a given class classified 25/30 have been
chosen to be used .it has characteristic of cylinder crushing strength of 25N/mm 2
and a
cubic crushing strength of 30N/m2
.
3.6.2. Reinforcing steel
Hot rolled high yield steel bars haven been chosen to be used during the design, they
have a smooth surface so that the bond with the concrete is by adhesion only. High
yield- steel bars can readily be bent, so they are often used where small radius bends are
necessary, such as for links in narrow beams or columns, but their availability and
usage are becoming less common.
The materials properties are shown in the table below:
Table 5: Materials properties to be used during the reinforcement analysis
N o
Materials Characteristics Compressive
Design
strength
Tensile design
strength
1 Concrete C25/30 14 0.90
2 Steel
reinforcements
Hot-rolled high
yield
400 400
Source: British standard 8110
3.6.3. Bearing capacity of Soil
The bearing capacity of soil is defined as the capacity of the soil to bear the loads
coming from the foundation. The pressure which the soil can easily withstand against
load is called allowable bearing pressure (Ina, 2010).
According to the last long year period like mentioned in the study limitation, no soils
test has been done and the allowable soil bearing capacity has been chosen according
the data that have been used by multi storey building already implemented there.

25
3.7. Estimation and costing
Estimating is a technique of calculating or computing the various quantities and an
expected expenditure to be incurred on a particular work or project (Suresh, 2006).
The following requirements are necessary for preparing an estimate:
a) Drawings like plan, elevation and sections of important points.
b) Detailed properties of materials etc.
c) Standards schedule of rates of the current year (Suresh, 2006).

27
CHAPTER FOUR
RESULTS AND DISCUSSION.
4.1. Introduction.
The first function in analyzing a reinforced concrete building is the calculation carried
out to determine the arrangement and layout of the building to meet the client’s
requirements. Then the analysis determines the best structural system or forms to bring
the architect’s concept into being. Construction in different materials and with different
arrangements and systems require investigation to determine the most economical
answer (Mac , 1990).
4.2. Description of the building.
The building includes smaller-scale business activities which generally provide retail
or convenience services for the local residents in the surrounding neighborhood, drug
stores, clothing stores, sporting goods, offices, hardware stores, child care and
community facilities.
The building provide for those uses that are located adjacent to transportation routes or
within a convenient access. The commercial development has to be located near the
major road, and developed as clusters of commercial development rather than permitted
to extend along the major road.
The commercial building is equipped with 2- site parking as a common feature of the
layout. The amount of parking space is directly related to the business area, Customers
can drive in, park, walk to their destination in relative safety and speed.
The commercial building provides an atmosphere created for a perfect shopping
comfort, it has thirty two commercial rooms, it is a 3 stories building and each story
including the ground floor have 8 commercial rooms to be used for business.

28
Figure 6: Left side view of the building

29
Figure 7: Right side view of the building
Figure 8: Back side view of the building

30
Figure 9: Perspective view
4.3. Design specifications and properties of the structure
The model designed is a multi-stories reinforced concrete commercial building which
has length of 40.40 m and a width of 28.47 m, the building consists of three stories, and
each story has a height of ground with height of 3.1m. The height of the building has
been determined to be 13.10m.
Table 6: Designed dimension of the building
BUILDING USAGE SHOPS
STORY HEIGHT GROUND FLOOR 3.1m
First ,second and
third floor
3.1m
LENGTH OF THE BUILDING 40.40m
WIDTH OF THE BUILDING 28.40m
HEIGHT OF THE BUILDING 13.10m

31
The initial sizing of structural members and specifications of the frame building are
shown in Table 7. The sizes of member were checked against the conditions according
to serviceability limit state and ultimate limit state. The sizes were adjusted until the
conditions of serviceability limit state and ultimate limit state stated in BS 8110 were
satisfied.
Table 7: Initial sizes and specification of the structural elements
Structural elements Exterior dimensions Interior dimensions
Columns 300×300mm 300×300mm
Beams 400×300mm 400×300mm
Slab 200 mm thickness of the slabs.
No .of stories 3 stories
Beam to column connection = fixed
Column to base connection = fixed
4.4. Design of slabs
4.4.1. Manual calculation of the different panels of the first floor slab.
The commercial building has been designed to have shopping area which have the same
size, and small balcony area. The shopping room and the balcony area have been
divided into panel for a better, easy and quick reinforcement calculation; panels are
those small size slabs that have been chosen for reinforcement calculation. The figure
bellow shows those panels.

32
Figure 10: Slabs details, Panel, their numerations and emplacement.
Panel 1,2,3,4,5,23,24,25,26,27 have the same dimension(ly=3.5m,lx=5.7m) . The rest of
the panels are equal also in dimensions(ly=5.5, lx=5.7).
Table 8: Project information and related data for the proper design
Project: An implementation of a commercial building.

33
Location:
Byangabo center,Musanze,Northern province –
Rwanda
Drawn by: Ntwari Alex
Structural Design:
Ntwari Alex
Supervised by: Ir Nsengiyumva Juvenal (MSc)
THE USED codes: BS8110 Part 1 & 6399
Design Stresses data:
Concrete: fck= 25 N.mm2
;
Steel: fyk= 460N.mm2
(High yield steel),
fyk= 250 N.mm2
(Lower yield steel)
Rbt=0.09N/mm2
Rsw= 328 N/mm2
fy= 460N/mm2
for main bars
fy=250N/ mm2
for links
fcu=30N/ mm2
for concrete
fcu=35KN/ mm2
for concrete in foundation
Fire resistance: One hour for all elements
Exposure condition:
Mild for all elements
Cover: 20 mm
Slab, Stairs & Beams: 25mm
Columns: 30mm
Thickness of plaster =30mm
Soil Condition:
Firm gravely lateritic clay.
Allowable bearing capacity: 350 kN/m2
General loading conditions:
Live load: 5kN/m2
Unity weight of concrete = 24 KN/m3
Unity weight of masonry = 19KN/m3
Unity weight of plaster =20 KN/m3
Modulus of elasticity of concrete Ec=2*104
Mpa
PANEL 1

34
Ly=5.7m
Lx=3.5m
 Calculation of depth of slab
For two ways slab the depth of slab is given by
Slab thickness hf=L/20→L/40
L is the shorter side of the panel
Slab thickness hf =3.5/40 =12.5cm
Let take hf= 15cm =150mm
Depth of slab=15cm =150mm
Effective height (ho) = Thickness of the slab – the clear cover
And then ho= dh-cover=150mm-25mm
Ho= 125mm=12.5cm
 Calculation of dead load (Gk)
Slab self –weight = 24KN/m3*0.15m*1m*1m =3.6KN/m
Floor finishes =1.5 x 1 x 1 = 1.5 KN/ m2
Total dead load (Gk) =self-weight + finishes= (3.6 + 1.5) KN/ m2
= 5.1 KN/ m2
Gk= 5.1KN/m*1.4= 7.14 KN/ m2

35
 Calculation of live load
Live load=qk = 5KN/m2
*1m*1m = 5 KN/ m2
Qk= 5KN/m*1.6= 8 KN/ m2
Total load on slab is given by:
N= Gk+ Qk =7.14 KN/ m2
+8 KN/ m2
= 15.14 KN/ m2
Long span = Ly = 5.7m
Short span = Lx = 3.5 m
M+
x= α+
sx*n*L2
x
M-
x= α-
sx*n*L2
x
M+
y= α+
sy*n*L2
x
M-
y= α-
sy*n*L2
x
As we have λ= (We have two ways slab)
α-
sx = 0.112
α+
sx= 0.054
α-
sy = 0.039
α+
sy= 0.019
M-
x=0.112*15.14 *(3.5)2
=20.77KNm
M+
x=0.054*15.14 *(3.5)2
= 10.01KNm
M-
y=0.039*15.14 *(3.5)2
= 7.23KNm
M+
y=0.019*15.14 *(3.5)2
= 3.52KNm
M-
max = 20.77KNm
M+
max = 10.01KNm
 Design of the required steel reinforcement at the top
M-
max = 20.77KNm
αm = = = 0.102
ξ=0.11, with αm = 0.104

36
Using tables we get η=0.945
As= = = 4.39cm2
Let us take 6ϕ10/m with AS=4.71cm2
 For checking:
Wo= *100= = 0.38 % “OK!”
Because 0.1 %< Wo<0.8%
Number of bars = = 34pcs
Space between bars= = 17.8cm, let's take 18cm
 Design of the required steel reinforcement at the bottom
M+
max =10.01KNm
αm = = = 0.04928
ξ=0.05 with, αm = 0.049
As= = = 2.053cm2
Let us take 6ϕ8/m with AS=3.02 cm2
 For checking:
Wo= *100= = 0.24% “OK!”
0.1 %< Wo<0.8%
Number of bars = =34pcs
Space between bars= = 17.8cm, let take s=18cm

37
Figure 11: Steel reinforcement arrangement in the slab
18cm take 6ϕ10/m with AS=4.71cm2
18cm
Slab thickness 20cm 6ϕ8/m with AS=3.02 cm2.
Figure 12: Plan view of the designed panel 1 with reinforcement
6ϕ10/m with AS=4.71cm2
For the top part ,the chosen slab have to use six bars of 10 mm diameter each per meter,
and two bars are separated with a distance of 18 cm
The bottom side must be reinforced with 6 bars of 8 mm diameters each per meter and
two bars are separated with 18cm.

38
Note: The results found in this method for short direction reinforcement Lx have to be
applied for the long direction Ly.
PANEL 6=11=20=19=15=10
Ly=5.7m
Lx=5.1m
(We have two ways slab)
 Calculation of depth of slab
For two ways slab the depth of slab is given by
Slab thickness hf=L/20→L/40
L is the shorter side of the panel
Slab thickness hf =5.7/40 =10.5cm
For simplifying the work on site let take hf= 15cm =150mm
Depth of slab=15cm =150mm
Effective height (ho) = Thickness of the slab – the clear cover
And then ho= dh-cover=150mm-25mm

39
Ho= 125mm=12.5cm
 Calculation of dead load (Gk)
Slab self –weight = 24KN/m3*0.15m*1m*1m =3.6KN/m
Floor finishes =1.5 x 1 x 1 = 1.5 KN/ m2
Total dead load (Gk) =self-weight + finishes= (3.6 + 1.5) KN/ m2
= 5.1 KN/ m2
Gk= 5.1KN/m*1.4= 7.14 KN/ m2
 Calculation of live load
Live load=qk = 5KN/m2
*1m*1m = 3 KN/ m2
Qk= 5KN/m*1.6= 8 KN/ m2
Total load on slab is given by:
N= Gk+ Qk =7.14 KN/ m2
+4.8 KN/ m2
= 15.14KN/ m2
Long span = Ly = 5.7 m
Short span = Lx = 5.1m
M+
x= α+
sx*n*L2
x
M-
x= α-
sx*n*L2
x
M+
y= α+
sy*n*L2
x
M-
y= α-
sy*n*L2
x
α-
sx = 0.067
α+
sx= 0.028
α-
sy = 0.035
α+
sy= 0.017
M-
x=0.067*15.14*(5.1)2
= 26.38KNm
M+
x=0.028*15.14*(5.1)2
=11.02 KN m
M-
y=0.035*15.14*(5.1)2
=13.78 KNm
M+
y=0.017*15.14*(5.1)2
=6.69 KNm

40
M-
max = 26.38KNm
M+
max = 11.02KNm
M-
max = 26.38KNm
αm = = = 0.12
ξ=0.12, with αm = 0.113
As= = = 5.61 cm2
 For checking
Wo= *100= = 0.44% “OK!”
Number of bars = = 34 pcs
M+
max =11.02KNm
αm = = = 0.054
ξ=0.06, with αm = 0.058
As= = = 2.27cm2
 For checking

41
Wo= *100= = 0.28% “OK!”
0.1 %< WO<0.8%
Number of bars = =34.2pcs
Space between bars= = 17.2cm,
The spacing of two bars is considered to be =17cm
7ϕ10/m with AS=5.50 cm2
Figure 13: Steel reinforcement arrangement in the slab at the bottom.

42
Figure 14: Plan view of the reinforced Panel 6
For the top side ,the chosen slab have to use seven bars of 10 mm diameter each per
meter, and two bars are separated with a distance of seventeen cm
Note: The results found in the method for short direction reinforcement Lx have to be
applied for the long direction Ly.

43
Design of panel 7
Panel7=8=9=12=13=14=15=16=17=18=21=22. Both sides are fixed.
α-
sx = 0.056
α+
sx= 0.024
α-
sy = 0.039
α+
sy= 0.017
M-
x=0.056*15.14*(5.1)2
= 22.05KNm
M+
x=0.024*15.14*(5.1)2
=9.45KN m
M-
y=0.039*15.14*(5.1)2
=15.35KNm
M+
y=0.017*15.14*(5.1)2
=6.69 KNm
M-
max = 22.05KNm
M+
max = 15.35KNm
M-
max = 22.225KNm
αm = = = 0.10
ξ=0.11, with αm = 0.104
As= = = 4.66 cm2

44
 For checking
Wo= *100= = 0.44% “OK!”
Number of bars = = 34 pcs
M+
max =15.35KNm
αm = = = 0.075
ξ=0.08, with αm = 0.077
As= = = 3.19cm2
 For checking
Wo= *100= = 0.28% “OK!”
0.1%<Wo<0.8%
Number of bars = =34.2pcs
Space between bars= = 17.2cm, let take s=17cm

45
Spacing =17cm
Take 7ϕ10/m with AS=5.50 cm2
7ϕ8/m with AS=3.52cm2
Figure 15: Steel reinforcement arrangement in the slab
Figure 16: Plan view of the designed panel 7 with reinforcement

46
For the top side ,the chosen slab have to use seven bars of 10mm diameter each per
meter, and two bars are separated with a distance of seventeen cm
The bottom side must be reinforced with 7 bars of 8 mm diameters each per meter and
two bars are separated with 17 cm.
Note: The results found in this method for short direction reinforcement calculation Lx
have to be applied for the long direction Ly.
4.5. Analysis and design of stairs.
The commercial building is designed with 6 straight staircases at each floor including
the ground floor. A commercial building is made to welcome lot of people and
everyday a huge movement of people in the building is prepared to be recorded per day
that’s why the dimension of the stairs has been chosen to like this: riser two hundred
and forty millimeter.
Tread: 320 mm height
Each stair has the same dimension with all the rest stairs.

47
Reference Calculations Output
2.5.1 Specifications of stair
Figure 17 :Section of Stair spanning longitudinally
Reference Calculations Output

48
Reinforced
Concrete
Design 4th
edition
w.h.
mosley
and j.h
bungey.
Assume a rise = 240mm
Thickness hl = 220mm
Height = 3.3m , = 1.65m
Number of rise = =20rises
h/2 = 1.65m with 10 rise
Number of tread = 10 – 1= 9 treads
Length of 9 tread = 2.1m
Length of 1 tread = 24Cm
Pitch( ) = tan-1
( ) =
Check for angles: the angles according to British standards
code must be between 20 and 50 degree
So our angle is checked to be correct.
Sloping length = √ =3.68 m
2.5.2. Load calculation
The dead load is calculated along the slope length of the
R=1650mm

49
stairs but the live
Load is based on the plan area.
Dead load:
Consider 1meter width of stair
*Self-weight of the waist and steps=
* + KN
Total dead load/sloping length(m)=20KN
Live load: 5KN/m2*3 =15KN
Total ultimate design load =1.4*20+1.6*15= 52KN
Nd=52KN

50
Reference CALCULATIONS OUTPUT
2.5.3 Determination of ultimate bending
moment
Computation of reaction
AY+BY=0
AY+BY=20*1.20+52*3.60+20*1.0=231.2 KN
∑ = +52*3.6( +1.2)
+20*1 +3.6+1.2)-5.8BY=0
5.6BY=682KN
BY=122KN
AY=231.2-122=109.2KN
Moment calculation at point x
-
Mmax = KN

51
Clause
3.4.4.4
109.2*(1.8+1.2)+20*1.2*(1.2/2+1.8)+(52*3.6*1.8
/2)+Mx=0
MX=58.5KNm
MX=58.5Nm
ξ= 0.10; <ξR=0.095 (Case of singly reinforcements)
Using table we get:
η= 0.950
We take7ϕ12/m with the required As = 792cm
2
/m
Figure 18: Reinforcement details of the straight
stairs.
7ϕ12/m with the required As = 7.92cm
2
/m
Section is singly
reinforced

52
4.6. Design of beam.
The first beam to be designed is internal longitudinal beam
An internal beam of T shape
For this type of beam we have some data
Thickness h of the beam lies in the range between L/12 and L/8, where L is the largest
span between two consecutive beams: L (752.8cm)
The range is between 62.7cm and 94.1cm. Let us take 65cm
The height of the wall masonry =4m-0.65m=3.35m
The height of the area of the plaster=4m-0.15m=3.85m
bw=300mm
Load calculation of load on the beam
Masonry wall =1.4* [(4-0.65) m*0.2m] *19KN/m3= 17.822KN/m
Plaster on the wall =1.4* [2* (4-0.15)*0.03] *20KN/m3= 6.468KN/m
Total dead load=Gk= 24.3KN/m
Gk= 24.3KN/m
Live load=Qk=1.6*5KN/m2
=8KN/m2
Dead Load of the slab= 7.14 KN/ m2

53
1. Load from panel 1=6
Slab self –weight= = 7.14 KN/m2
* = 28.396KN/m
Live load from slab= =8KN/m2
* = 31.81KN/m
Total dead load from panel 1= (28.39+ 24.3)KN/m=52.69KN/m
1. Load from panel 2=3=4=5
* = 26.53KN/m
* = 29.73KN/m
Total dead load from panel = (26.73+24.3)KN/m=51.03KN/m
Table 9: beam design data
Span 1 2 3 4 5 6
Length 3.5 5.7 5.7 5.7 5.7 3.5
Surface 13.92 21.187 21.187 21.187 21.18
7
13.92
Dead load 51.03 42.37 33.629 42.029 42.02
9
51.0
3
Live load 31.81 29.73 29.73 29.73 29.73 31.8
1
Figure 19: Beam loading and support

54
Figure 20: Deflection details
Prokon has identified As max and Def max at the point of 23.7m from the designed
beam.
 The area of required steel reinforcement at the top As max = 1235mm2
,the
software immediately generate the maximum deflection see figure 20 which
gives the use of 3Φ20of As = 1257mm2
(3 bars of 20mm of diameter)
 The area of required steel reinforcement at the bottom As max = 4643mm2
which gives the use of 3Φ20 of As = 2121mm2
(3 bars of 25 mm of diameter)
 The Asv = 23.7 mm2
/mm which gives the use of links of minimum Asv = 25.3
mm2
/cm of Φ8.( Φ8= 8 mm of diameter)

55
Figure 21: cross section of the beam
Figure 22: Longitudinal cross section of the beam

56
Second beam to be designed is internal transversal beam
Figure 23: location of the internal beam to be designed
This is an internal beam of T shape
For this type of beam we have some data
Thickness h of the beam lies in the range between L/12 and L/8, where L is the largest
span between two consecutive beams: L (500cm)
The range is between 41.7cm and 62.5.1cm. Let us take 50cm
The height of the wall masonry =4m-0.5m=3.5m
The height of the area of the plaster=4m-0.15m=3.85m
bw=300mm
Load calculation of load on the beam
Masonry wall =1.4* [(4-0.5) m*0.2m] *19KN/m3= 18.62KN/m
Plaster on the wall =1.4* [2* (4-0.15)*0.03] *20KN/m3= 6.468KN/m
Total dead load=Gk= 25.088KN/m
Gk= 25.088KN/m
Live load=Qk=1.6*5KN/m2
=8KN/m2
Dead Load of the slab= 7.14 KN/ m2
1. Load from panel 1=Panel 2=Panel 3=4, 6

57
* =13.3875KN/m
* = 15KN/m
Total dead load from panel = (13.3875+25.088)KN/m=38.475KN/m
Table 10: Load by span:
Span 1 2 3 4 5 6
Length 6.00 6.00 6.00 6.00 6.00 6.00
Surface 11.25 11.25 11.25 11.25 11.25 11.25
Dead load 38.47 38.47 38.47 38.47 38.47 38.47
Live load 15 15 15 15 15 15
Figure 24: transversal beam support and loading.
Figure 25: transversal beam deflection

58
Prokon has identified a maximum deflection of 11.54 mm at the point of 33.3m from
the designed beam.
V max and M max have been identified at the length of 6.00 m.
Figure 26: moment and shear of the transversal beam

59
Figure 27: shear steel deflection of the transversal beam
The beam is suitable for the table
The area of required steel reinforcement at the top As max = 1487mm2
which gives the
use of 4Φ22 of As = 1521mm2
 The area of required steel reinforcement at the bottom As max = 2220mm2
which gives the use of 4Φ25of As = 2454mm2

60
Figure 28: Longitudinal cross section of the beam and transversal cross section of
the beam.
4.7. Design of columns.
4.7.1 .Calculation information.
The design of these building structural members is at ultimate limit state.
 Loads and coefficients to be used are specified in British standard 8110 for
reinforced concrete design.
 The steel bars types to be used are: High yield deformed steel (T) of
characteristic strength 460N/mm2
for main reinforcements and Mild steel(R) of
characteristic strength 250N/mm2
for stirrups.
 Concrete grade 25(concrete class C25)except foundation where it should be
C35(from BS8110-1:1997 table 4.8 lowest concrete grade)
 Cover to main reinforcement to be as follow:
 Dimensions are in m, cm and mm.
 T denotes for High yield deformed steel and R denotes for mild steel.

61
 During the column design, the most loaded column is to be taken for each
category, thus for the most loaded compared to the others is the internal column
and the external column (from the figure).
 Design Stresses data:
 Concrete: fck= 25 N.mm2
;
 Steel: fyk= 460N.mm2
(High yield steel),
 fyk= 250 N.mm2
(Lower yield steel)
 Rbt=0.09N/mm2

Rsw= 328 N/mm2
 FY= 460N/mm2 for main bars
 FY=250N/ mm2 for links
 Fcu=30N/ mm2 for concrete
 Fcu=35KN/ mm2 for concrete in foundation
 Mild for all elements
 Slab, Stairs & Beams: 25mm
 Columns: 30mm
 Foundation: 50mm
 Thickness of plaster =30mm
 Soil Condition: Firm gravely lateritic clay.
 Allowable bearing capacity: 350 kN/m2
 General loading conditions:

Live load: 5kN/m2

Roof load (live & dead): 1.50 kN/m2
 Unity weight of concrete = 24 KN/m3
 Unity weight of masonry = 19KN/m3
 Unity weight of plaster =20 KN/m3
 Modulus of elasticity of concrete Ec=2*104
Mpa.
 All the columns Cross section have been chosen to be : cm

62
4.7.2. Calculation of reinforcement and detailing
Figure 29: The size and the column location.
 The height of the wall masonry =3.1m-0.5m= 2.6m
 The height of the area of the plaster=3.1m-0.15m=2.85m
 Information about beam and slab which transmit their loads on the
column
Area of influence on column= m2
=31.8 m2
 Slab Area that has influence = 10.8 m2
 Length of beam on the column 5.7+ 5.7=11.4m
4.7.3. Estimation of dead loads
Self-load of column= (1.4*0.3*0.3*1*24)KN=3.024KN/m
Load from the slab = (7.14*2.85 *5.1) KN =103.7799KN
Load from the Plaster=1.4*0.03*2.85*7.475*2*20*KN=35.79KN
Load of Masonry wall =1.4*1*0.20*7.475*2.5*19* KN=99.41KN
Load from the beam =1.4*1*0.30*0.4*7.475*24*KN=30.13KN
4.7.4. Calculation of live load
Qk=1.6*[31.8m2
*2.5KN/m2
]=79.5KN
 Total computation on the floors
 Loads = (load from slab + masonry wall + plaster wall + load from the beam

63
+live load) * number of stories + (self-load of column* height of the stories) +
(load from the slab + live load + load from the beam).
 Ground floor part of the column
N0= [(103.779+35.79+99.41+37.67+30.13)*3+ (3.024*13.1) +207.5598+35.79+30.13]
KN
=1233.43KN
 1st
Floor part of the column
N1= [(103.779+35.79+99.41+37.67+30.13)*2+ (3.024*10) +207.5598+35.79+30.13]
KN
=813.497KN
 2nd
N2= [(103.779+35.79+99.41+37.67+30.13)*1+ (3.024*6.9) + 103.779+35.79+30.13]
KN
=497.34KN
 3rd
N3== [(3.024*3.20) + 103.779+35.79+30.13] KN=283.1566KN
4.7.5. Design of column at ground floor
Table 11: Slenderness ratio
6 8 10 12 14 16 18 20
0.92 0.91 0.89 0.86 0.82 0.77 0.71 0.64
Slenderness ration of column is given by
For internal column
For external column
Which is a is the smallest side of cross section
λ = =7.23<14.3, the column is short
Using table let as take:

64
φ=0.91
As= = =4.63cm2
 Let take the minimum required steel reinforcement in the column 4ϕ16 with
AS= 804cm2
The percentage of the as with respect to column cross section must lie between 0.4%
and 4%
In this case we have [(15.21*100)/900]%=1.69% the steel reinforcement are (OK)
4Φ16
Diameter for stirrup Øs= =
Let use Øs= 8mm
Space between stirrups is given by following equation:
S≤{ , S≤{ let use s=200mm

65
4Φ16
Figure 30: reinforcement details of the column at ground floor.
Figure 31: Stirrups details .
The column has fourteen stirrups of 8mm diameter each and the space between two
stirrups is given to be 200mm.

66
4.7.6. Design of column at first floor
φ=0.91
As= = =-6.90cm2
 Let take the minimum required steel reinforcement in the column we take
4ϕ14with AS=6.16cm2
Let use Øs= 8mm

67
4ϕ14
Figure 32: Column reinforcement details at first floor
Figure 33: Stirrups reinforcement details
The column has fourteen stirrups of 8 mm diameters each and the space between two
stirrups is given to be 200mm

68
4.7.7. Design of column at second floor
φ=0.91
As= = = -4.58cm2
Let take the minimum required steel reinforcement in the column we take 4ϕ12with
AS=4.52cm2
Let use Øs= 8mm
4.5.8. Design of column at third floor
φ=0.91
As= = = -3.80cm2
The minimum required steel reinforcement in the column is taken to be 4ϕ12with
AS=4.52cm2
We take 4ϕ12 with AS=4.52cm2

69
Let use Øs= 8mm
S≤{ , S≤{ let use s=100mm 4ϕ12
Figure 34: Reinforcement details of the column at the second floor

70
Figure 35: stirrups specification in the column
The column is designed with twenty stirrups of eight millimeter of diameter each ,the
distance between two stirrups is 100 mm
 The figure below shows the arrangement at the junction of two columns
and a floor.
Slab

71
4.8. Footing design
4.8.1. Introduction
Design of a footing typically consists of the following steps:
1. Determine the requirements for the footing, including the loading and the nature of
the supported structure.
2. Select options for the footing and determine the necessary soils parameters. This step
is often completed by consulting with a geotechnical engineer.
 The geometry of the foundation is selected so that any minimum requirements
based on soils parameters are met. The following are typical requirements:
The calculated bearing pressures need to be less than the allowable bearing
pressures. Bearing pressures are the pressures that the footing exerts on the
supporting soil. Bearing pressures are measured in units of force per unit area,
such as pounds per square foot
 The calculated settlement of the footing, due to applied loads, needs to be less
than the allowable settlement.
 The footing needs to have sufficient capacity to resist sliding caused by any
horizontal loads.
 The footing needs to be sufficiently stable to resist overturning loads.
Overturning loads are commonly caused by horizontal loads applied above the
base of the footing.
4.8.2.Loading by considering the column used in calculation.
Column design load taken as N =1233.43KN
Total design live load=79.5KN*2=159KN
Total design dead load= (1233.43-1) =1074.43KN
Total characteristic load= + KN=1438.96KN
Total load on the soil=1438.96 KN+143.896 KN=1582.856 KN

72
IV.2.The required area of the foundation
Bearing capacity of soil=350KN/m2
m2
=212.60cm*212.60cm.
Let us take 213cm x 213cm as af and bf
IV.3.Design soil pressure (P)
Horizontal distance from the column to the edge of foundation is
Let us take the thickness of foundation of 85cm
Ho=85cm- 5m=80cm
By considering the inclination of 450
, from the corner where column connects the
foundation, going to the bottom of the foundation,
We get the dimensions: 75 cm -45cm=30cm
 checking of shear force
The shear force Q 0.54*Rbt*Ab
Where Ab=AF*ho
Q=P*bf (94-80) =0.0271*215*59=343.763KN
Q=343.763KN
Shear: Q 0.54*Rbt*Ab
0.54*Rbt*Ab=0.54*0.09*215*30=313.47KN
164.475KN 313.47KN OK
 checking of the thickness for punching shear
Qf is the punching shear force
Nf is the load transmitted by the column to foundation
Δq is the balanced punching shear force
Ab is the average lateral area of the punching pyramid for which the average perimeter
is Um
Where Ab=Um*ho,
Um=2(ac+bc+2ho) =2(25+25+2*30) =220cm

73
Ab=Um*ho=200*30=6000cm2
=0.0271[(25+ (2*30))(25+2*30)] =1388.87KN
Qf=589.668-131.422≤0.09*6000
Qf=497.5≤540 OK
 Moment calculation
( ) ( )
Number of bars to be used are considered to be 8Φ20/m with As =25.13cm2

74
Figure 36 : Footing reinforcement detailing.

75
4.9. Estimation of quantity and costing of the building.
During the making of the cost estimation of the commercial building, all reinforced
concrete work have been evaluated in m3
,m2
, accessories like doors, electricity cables,
toilet, etc.. have been evaluated in numbers (Nr).Every price per unit is available
according to the standard schedule of rates of the years. The cost estimation of the
commercial building is mentioned in the appendix V.
The implementation of the commercial building cost eight hundred and eighty four
millions, one thousand and five hundred fifty four Rwandans francs
(884,001,554 RWF).
.

76
CHAPTER FIVE
CONCLUSION AND RECOMMENDATIONS
5.1. Conclusion
This research presented a model for design of reinforced concrete elements
since they represent the high value of the total cost of the constructed facility.
In the study, it was found out that, in beams, the BS: 8110 allows designer to
use sections more than required. Hence, care should be taken while making
preliminary assumptions for sections.
The manual calculations were done on the design of three storey structural elements,
which are beams, columns, slabs and foundation. A specific load was applied and
designs were carried out to find the maximum safety of design according to the code.
The project has been a worthwhile educational experience blending a mix of software
engineering. The author is satisfied that the criteria, all the objectives set down at the
beginning of the project has been fulfilled and ultimately the project has been a delight
experience.

77
5.2. Recommendation.
The recommendation that have to be made is first addressed to the department of civil
engineering: To help students of civil engineering to deepen some engineering software
by improving the accessibility to the computer laboratories.
An observation have been made during the research making that there is a huge need
to train and accommodate future researcher for a complete understanding of how a
research work have to be done clearly.
The above study can be repeated with different types of steels with different yield
strength and different kind of concrete with different compressive strength. The work
can be extended by performing all the required soil investigation by future researcher
and structural calculation can be done with the use of another construction code.

78
REFERENCES
Azeem , E. (2008). Design in reinforced concrete. unpublished manuscript.pp 65-66
British Code. (2006). A guide for reinforced concrete structures. London : Standards
Boards Authority .pp 52-53
Cathy, D. R. (1980). Perception of shopping centers. New York: Wilfred Laurier
University.pp 23-25
Europian Commission. (2011). Manual of standards building specification. Brussells:
OIB Management board.pp 16-17
IFAD. (2012). Enabling poor rural people to overcome poverty in Rwanda . Kigali:
IFAD.pp 18-19
Ina,T.d.(2011). Site engineering info. Retrieved from:
sarinatalib.blogpost.com/2011/05/bearing c-pacit-iy.html?m=1
James, E. (1975). Retailing today. New York: Harcourt Brace Jovanich.pp 23-24
John, M. (2014). Over 11 million East Africans homeless and hungry,says UN.
Retrieved from : www.newtimes.co.rw/section/Printer/2014-12-11/183925/
Loubet, D. B. (2000). System analysis and design (2nd
ed.) . Jersey :Prentice HalL.pp
58-59
Mac , G. (1990). Reinforced concrete designed theory and examples (2 nd
ed.).London:
T. &. Francis .pp 19-20
Moses. (2015). Commercial building gap in Rwanda limits entry of global firms.
Retrieved from : www.theeastafrica.co.ke/Rwanda/Business/Commercial-buildings-
gap-in-Rwanda-Limits-entry-of-global-firms-/-/1433224/295584/-/jmy064/-/index.html
Neap, J. (2008). Multidimensional scaling analysis of store image and shopping
behavior. Journal of Retailing , 50 (4), 28-30.
Nguyen,D.G.(2016). Load balancing wind energy.Retrieved from:
https://www.quora.com/Whats-the-effect-of-wind-load-on-building
Oral, B. (2011). Introduction to earthquakes loads action. Retrieved from:
engineering.mit.edu/ask/how-can-we-prevent-walls-collapsing-earthquakes
Powers. (1997). Marketing hospitality (2nd
ed.) . New York: John wiley & Sons,Inc.pp
35-36
Suresh,G. (2006). Estimating & consting. Hyderabad: The telugu akademi.pp 6-7

79
APPENDICES
APPENDIX I: Typical weights and live loads

80
APPENDIX II: Sectional areas of groups of bars (mm2
)

81
APPENDIX III: Coefficients related to the design of members subjected to
bending moment.

82
APPENDIX IV: Coefficients related to the design of slabs.

84
Appendix V: Cost and estimation of the commercial building.
Ground floor
N° WORK DENOMINATION Unity Qty U.P COST(RW.F)
PW PRELIMINARY WORKS
1 Bush clearing m2
4000 850 3,400,000
2 Enclosure, shack and office Ls 1 3,500,000 3,500,000
S/TOTAL PW. 6,900,000.00
SUBSTRUCTURE
EXC EXCAVATION
1 Excavation and site leveling
1.1 Site leveling m3 4000 2,200 8,800,000
2 Excavation works
2.1 Foundation trench m3 1591 1,400 2,227,400
2.2 Excavation for footing m3 116 1,400 162,400
S/TOTAL EXC 11189800
FON FOUNDATION WORKS
1 Masonry works
1.1
Stones masonry with cement
mortar m3
45,000 2,925,000

85
2 Cleanness concrete 1:2:4
2.1
Screed concrete prior to
foundation works m3
12 140,000 1680000
3
Vibrated reinforced concrete
1:2:4
3.1
Column base (footing) of
(2.15m*2.15m*0,35m) m3
81 350,000 28350000
3.2
Sub column,
(0.30m*0.30m*1.5m) m3
7 350,000 2,450,000
3.5
Underground beam( tie beam) of
0.30m*0.30 m3
35 350,000 12,250000
4
Application of synthetic rubber
prior to superstructure works
4.1
Synthetic rubber for fighting
against humidity m2
114 2,200 250,800
S/TOTAL FON. 47,905,800
SUPERSTRUCTURE
REC
REINFORCED CONCRETE
WORKS
1
Wire mesh coated by concrete
3cm thick on the whole surface
of building
m3
3.42 210,000 718200
2
Interior columns and exterior
columns(0,3*0,3*3.30)m3 m3
15 350,000 5,250,000
4
Interior floor beams and exterior
floor beam(0,3*0.4)m2
m3
46 350,000 16,100,000
6 Stair m3
20 350,000 7,000,000
S/TOTAL REC. 29,068,200
WAL WALLING

86
Cement block masonry walls
made in cement-sand mortar for:
1
1.1 Interior walls m2
234 4,800 1123200
1.2 Exterior walls m2
300 4,800 1440000
S/TOTAL WALL. 7,977,600
PL PLINTH
1
Application of mortar of cement
and sand (1:4mix)at bottom of
walls:
1.1 Interior plinth m3
1.14 3,500 3990
1.2 Exterior plinth m3
1.14 3,500 3990
S/TOTAL PLI. 2,010,400
WF WALL COVERING
1
Prepare and application of lime
plaster to:
1.1 Interior walls and exterior m2
2356 1,100 2,591,600
1
All windows list
1.1
Windows of 200*210cm
Nr 4 457,500
1,830,000
1.2
Nr 4 180,000
1,800,000
1.3
Windows of 3,30m*0,60m
Nr 20 87,500
1,750,000
2
Supply and fixing of metallic
window non glazed with metallic
frames including locking devices
and accessories, painting and all
requirements
2.1
Nr 4 92,750
371,000
2.2
Nr 16 66,500
1,064,000

87
S/TOTAL WIN. 6,815,000
DOR DOORS
1
All doors list
Arch
door270*250 cm
Nr 5 300 000
1,500000
1.1 Doors with side light 150*240cm Nr 4 120,000 480,000
2
Double doors 100*210 cm
2 150,000
300,000
2.1 Double doors 180*210Cm Nr 58 200,000 11,600,000
Sliding doors 270*240Cm
Nr 2 300,000
600,000
Metals doors 90*210cm 32 100 000 3,200,000
Garage
doors
4 460 000
1,840,000
S/TOTAL DOR. 19,520,000
PDW PLUMBING AND
DRAINAGEWORKS
1 Provision for plumbing and
drainage
1.1
Junction to existing network
Ls 1 450,000
450,000
1.2 Galvanized pipes 1/2" +
accessories
Lm 35 4,200
147,000
1.3 Galvanized pipes 3/4" +
accessories
Lm 26 4,500
117,000
2 Provision for evaluation of
unusable 0
2.1
Pvc diam. 50 mm + accessories
Lm 97 3,650
354,050
2.2
Pvc diam.110 mm + accessories
Lm 25 5,200
130,000
3 Sanitary appliances

88
3.1
Supply and installation ion of
WC of good quality complete
with all accessories and all
requirements
Nr 30 115,000
3,450,000
3.2 Supply and installation ion of
ceramic wash hand basin
complete with accessories and all
requirements.
Nr 10 45,000
450,000
3.3
plastic toilet paper holder with
accessories and all requirements.
Nr 10 4,500
45,000
3.4
plastic laundry soap holder with
accessories and all requirements.
Nr 5 4,500
22,500
4
Septic tank and accessories
4.1
Manholes of 40cm*40cm with
reinforced concrete cover
Nr 38 45,000
1,710,000
4.2
Manholes of 60cm*60cm with
Nr 40 52,000
2,080,000
4.3
Cesspool of 1,20m.diam with
Nr 4 300,000
1,200,000
4.4
Septic tank and accessories
Nr 1 2,000,000
2,000,000
S/TOTAL PDW. 10,957,500
ELE ELECTRICITY
1 Reticulation to the existing
network
Ls 1 300,000
300,000
2
Provision of firefighting system
Ls 1 1,200,000
1,200,000
3 Provision of cabling Ls 1 730,000 730,000
4 Electrical appliances 0
4.1 Main switchboards Nr 10 4,500 45,000
4.2
Power distribution boards
Nr 10 4,000
40,000
4.3
Lighting distribution boards
Nr 10 3,200
32,000

89
4.4
Lighting points single-tubes,
fittings and accessories) with
associated switches
Nr 180 8,000
1,440,000
4.5
Lighting points (economic bulbs,
fittings and accessories)
Nr 10 6,000
60,000
4.6 Switches Nr 50 5,200 260,000
4.7 Socket outlet points Nr 40 4,800 192,000
4.8
Three-Phase socket outlet point
Nr 5 6,500
32,500
S/TOTAL ELE. 4,331,500
ELV ELEVATOR
1 Providing of lift for up and down
movement
Nr 2 3,500,000
7,000,000
TOTAL GROUND FLOOR 461,506,400
1st
FLOOR=2nd
FLOOR=3rd
FLOOR
N° WORK DENOMINATION Uty Qty U.P COST(Rw.F)
REC
REINFORCED CONCRETE
WORKS
1 Slab m3
238 350,000 83,300,000
2 m3
13 350,000 4,550,000
3 m3
10 350,000 3,500,000
4 Interior floor beams (0,3*0.3)m2 m3
16 350,000 5,600,000
5
Exterior floor beams
(0,3*0,3)m2 m3
33 350,000 11,550,000
6 Stair m3
10 350,000 3,500,000
7 m3
S/TOTAL REC. 79,450,000
WAL WALLING
Cement block masonry walls
made in cement-sand mortar for:
987.4 4,800 4,739,712
489.9 4,800 2,351,616
S/TOTAL WALL. 7,091,328
PL PLINTH

90
1
Application of mortar of cement
and sand (1:4mix)at bottom of
walls:
1.1 Interior plinth Lm 191.2 3,500 669,200
1.2 Exterior plinth Lm 383.2 3,500 1,341,200
S/TOT
AL PLI. 2,010,400
WF WALL COVERING
1
Prepare and application of lime
plaster to:
1.1 Internal walls m2
1464 1,100 1,610,004
1.2 External walls m2
254.8 1,100 280,225
Plastering & rendering made in
cement and sand (1:4 mix) to
block work masonry for:
2
1464 3,500 5,122,740
254.8 3,500 891,625
3 Wall tiling up to 2m height: 0
3.1
Application of tiles of
300mmx300mm to internal walls
(toilets walls)
m2
175.9 18,000 3,165,480
S/TOTAL WF. 11,070,074
PAI PAINTING
1
Preparation of internal and
external wall surfaces to be
painted
m2
1718 800 1,374,712
2
Application of three coats of
latex paint to internal walls
m2
1464 1,800 2,634,552
3
Application of three coats of
latex paint to external walls
m2
254.8 1,800 458,550
4
Cleaning of wall surfaces after
painting works m2
1477 600 886,440
S/TOTAL PAI. 5,354,254
FLO FLOORING

91
1
A layer of stones masonry wall
arranged for:
1.1 Under pavement m2 1826 7,800 14,238,588
2
Cement and sand (1:3mix) :
2.1 Floor finishing m2 1826 4,800 8,762,400
3 Floor tiling up :
3.1
Application of tiles of
300mmx300mm in the toilet
m2 157.4 20,000
3,148,000
S/TOTAL FLO. 26,148,988
WIN WINDOWS
1
Supply and fixing of glazed
metallic window with metallic
requirements
1.1
Nr 20 457,500
9,150,000
1.2
Nr 10 180,000
1,800,000
1.3
Nr 20 87,500
1,750,000
2
Supply and fixing of metallic
window non glazed with metallic
requirements
2.1
Nr 20 92,750
1,855,000
2.2
Nr 5 66,500
332,500
S/TOTAL WIN. 11,260,000
DOR DOORS
1
Supply and fixing of glazed
metallic doors with metallic
requirements

Byangabo commercial building

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