Ce 451 design of commercial building in jubail industrial city

Department of Civil Engineering
CE 451 Design Project
Design of Commercial Building in
Jubail Industrial City
Students Team
Ahmed Ali Al-Ibrahim 32110038
Ali Asa’ad Al-Jaziri 32110140
Sha`aban 1437
May 2016

I
DEPARTMENT OF CIVIL ENGINEERING
CERTIFICATE OF COMPLETION
The project titled “Design of Commercial Building in Jubail Industrial City”,
submitted in partial fulfillment for the award of Bachelor of Science degree in Civil
Engineering is a record of true work carried out by;
1. Ahmed Ali Al-Ibrahim, 32110038
2. Ali Asa’ad Al-Jaziri, 32110140
Under the guidance and supervision of;
1. Dr. syed Khaleeq Ahmad
2. Mr. Thavasu Mony Dhasan
The project has been presented to and approved by the
Project Examination Committee.
Dr. Mohammed Abdullahi Mu’azu
Chairperson, Civil Engineering Department
Signature: Date:

II
Acknowledgement
First, we are extremely grateful to Almighty, Allah who bestowed us the
understanding and perseverance to make this accomplishment possible. We have taken
efforts in this project. However, it would not have been possible without the kind support
and help of Civil Engineering faculty members and JUC. We would like to extend our
sincere thanks to all of them. We are highly indebted to Dr. Syed Khaleeq Ahmad and Mr.
Thavasu Mony Dhasan for their guidance and constant supervision as well as for providing
necessary information regarding the project and also for their support in completing the
project. We would like to express our gratitude towards our parents and all members of
JUC for their kind co-operation, for giving us such attention and time and encouragement
which help us in completion of this project. Our thanks and appreciations also go to our
colleagues in developing the project and people who have willingly helped us out with their
abilities.

III
Project Abstract
The purpose of this Major Qualifying Project was to analyze and design a structural
system for an illustrative commercial building in Jubail Industrial City. The design process
included an architectural layout, structural framing options using Reinforced concrete. The
architectural layout has been designed by AutoCAD SketchUP softwares. The work was
completed in compliance with the ACI 318 CODE and ASCE CODE. The structural design
and analysis has been done by using Robot Structural Analysis Professional (RSAP).
In this Major Qualifying Project the group designed a two-story commercial
building in Jubail Industrial City. Upon completing the project the group satisfied the
requirements necessary for Design. The project team analyzed structural design and also
investigated the design and construction of slabs, beams, columns and foundation. All of
the structural members were designed in accordance with ACI 318 CODE, ASCE CODE.
The challenges the group faced involve several realistic constraints including
constructability, ethics, and health and safety. The group referred to the Engineering Code
of Ethics to ensure acceptable practices were being applied. This included referencing any
research or design material used throughout the project. The building was designed in
accordance IBC and SBC building code standards for structural design and fire safety.

IV
Table of Contents
AKNOWLEDGEMENT………………………………...…………….…………………….……………. II
ROJECT ABSTRACT …………………...……...…………………………….……………………….... III
TABLE OF CONTENTS ………………………………………………...……...…………….………… IV
LIST OF FIGURES ………………………….………………………………………………………….. VI
LIST OF TABLES ………………………………………………………….……………...…..…….... VIII
1. INTRODUCTION ............................................................................................................................... 1
1.1 PROJECT STATEMENT .................................................................................................................... 1
1.2 PROBLEM STATEMENT................................................................................................................... 2
2. BACKGROUND.................................................................................................................................. 3
2.1 BUILDING PURPOSE ....................................................................................................................... 3
2.2 LOCATION AND ZONING................................................................................................................. 3
3. LITERATURE REVIEW ................................................................................................................... 5
3.1 STRUCTURAL DESIGN .................................................................................................................... 5
3.1.1 Reinforced Concrete ................................................................................................................. 5
3.1.2 Structural Members .................................................................................................................. 7
3.1.2.1 Slab ................................................................................................................................................. 7
3.1.2.1.1 Types of Slabs............................................................................................................................ 8
3.1.2.2 Beam............................................................................................................................................. 10
3.1.2.2.1 Types of Beams........................................................................................................................ 11
3.1.2.3 Column.......................................................................................................................................... 12
3.1.2.3.1 Types of columns ..................................................................................................................... 12
3.1.3 Structural Principles – Loads...................................................................................................15
3.1.4 Building Code Requirement for Structural Concrete (ACI318) ..............................................16
3.1.5 Design Method of Reinforced Concrete Structure...................................................................17
3.1.5.1 The Working Stress Design (WSD) .............................................................................................. 17
3.1.5.2 The Ultimate Stress Design (USD) ............................................................................................... 17
3.1.5.3 Actual vs. Ultimate Strength ......................................................................................................... 18
3.1.6 Autodesk® Robot™ Structural Analysis Professional software .............................................20
3.2 FOUNDATION DESIGN ...................................................................................................................21
3.2.1 Types of Footing......................................................................................................................23
3.3 STRUCTURAL PLANNING...............................................................................................................24
4. METHODLOGY ................................................................................................................................34
4.1 PRE-DESIGN PHASE ......................................................................................................................34
4.2 SCHEMATIC DESIGN PHASE ..........................................................................................................35
5. STRUCTURAL ANALYSIS AND DESIGN....................................................................................36
5.1 INTRODUCTION .............................................................................................................................36
5.2 PRELIMINARY DESIGN INFORMATION...........................................................................................37
5.2.1 Building Layout.......................................................................................................................37
5.2.2 Structural Materials Priorities..................................................................................................39
5.2.3 Building Loads ........................................................................................................................39
5.2.3.1 Dead Load..................................................................................................................................... 39
5.2.3.2 Live Load...................................................................................................................................... 40

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5.3 STRUCTURAL DESIGN ...................................................................................................................41
5.3.1 Framing....................................................................................................................................41
5.3.2 Loading....................................................................................................................................44
5.3.3 Design of Slabs........................................................................................................................46
5.3.3.1 Slab Software Design.................................................................................................................... 46
5.3.3.2 Slab Manually Design................................................................................................................... 53
5.3.4 Design of Beams......................................................................................................................57
5.3.4.1 Beam Software Design.................................................................................................................. 57
5.3.4.2 Beam Manually Design................................................................................................................. 71
5.3.5 Design of Columns ..................................................................................................................73
5.3.5.1 Column Software Design .............................................................................................................. 73
5.3.5.2 Column Manually Design ............................................................................................................. 88
5.3.6 Design of Footing ....................................................................................................................89
5.3.6.1 Footing Software Design............................................................................................................... 89
5.3.6.2 Footing Manually Design.............................................................................................................. 98
5.3.7 Diagrams and Figures from RSAP ........................................................................................100
6. CONCLUSION AND RECCOMENDATION ...............................................................................112
6.1 CONCLUSION ..............................................................................................................................112
6.2 RECOMMENDATION ....................................................................................................................113
7. REFERENCES .................................................................................................................................114

VI
List of Figures
FIG (2.1): GPS LOCATION ............................................................................................................................... 4
FIG (2.2): LIVE IMAGE OF THE LOCATION IN AL-FANATEER ........................................................................... 4
FIG (3.1): POSITION OF BARS IN A REINFORCED CONCRETE BEAM.................................................................. 6
FIG (3.2): REINFORCED CONCRETE CROSS SECTION AND RESISTIVE FORCES ................................................. 6
FIG (3.3): ONE-WAY SLAB DESIGN CONCEPT.................................................................................................. 7
FIG (3.4): TYPICAL TYPES OF SLABS ............................................................................................................... 9
FIG (3.5): REINFORCED RECTANGULAR BEAM .............................................................................................. 10
FIG (3.6): COMMON SHAPES OF CONCRETE BEAM ........................................................................................ 11
FIG (3.7): COLUMN TYPES............................................................................................................................. 12
FIG (3.8): THE COLUMN TYPES DEPENDING ON APPLIED LOAD.................................................................... 13
FIG (3.9): ECCENTRIC LOADED CONDITIONS................................................................................................. 14
FIG (3.10): COMPARISON OF WORKING STRESS DESIGN METHOD AND STRENGTH DESIGN METHOD........... 19
FIG (3.11): LOAD TRANSFERRING AND DISTRIBUTION TO FOUNDATION ....................................................... 22
FIG (3.12): FOOTING TYPES........................................................................................................................... 24
FIG (3.13): GROUND FLOOR PLAN................................................................................................................. 25
FIG (3.14): FIRST FLOOR PLAN...................................................................................................................... 26
FIG (3.15): ROOF FLOOR PLAN...................................................................................................................... 27
FIG (3.16): FRONT SIDE VIEW ....................................................................................................................... 28
FIG (3.17): RIGHT SIDE VIEW........................................................................................................................ 28
FIG (3.18): LEFT SIDE VIEW.......................................................................................................................... 29
FIG (3.19): 3D VIEW ..................................................................................................................................... 29
FIG (5.1): SCHEME COLUMNS AND BEAMS LAYOUT...................................................................................... 38
FIG (5.2): 3D MODELING OF SCHEME LAYOUT ............................................................................................. 41
FIG (5.3): FRONT VIEW OF SCHEME LAYOUT ................................................................................................ 41
FIG (5.4-A): SPECIFIED SECTIONS SIZES OF SCHEME LAYOUT....................................................................... 42
FIG (5.4-B): SPECIFIED SECTIONS SIZES OF SCHEME LAYOUT ....................................................................... 42
FIG (5.5): TOP VIEW OF SPECIFIED SECTIONS LAYOUT ................................................................................. 43
FIG (5.6): SPECIFIED SECTIONS SIZES OF SCHEME LAYOUT AFTER ADDING SLABS....................................... 43
FIG (5.7): STRUCTURAL FRAMING WITH DEAD LOAD ................................................................................... 44
FIG (5.8): STRUCTURAL FRAMING WITH LIVE LOAD ..................................................................................... 44
FIG (5.9): STRUCTURAL FRAMING WITH COMBINATION LOAD...................................................................... 45
FIG (5.10): SLAB FORM WORK...................................................................................................................... 47
FIG (5.11): BOTTOM SLAB REINFORCEMENT................................................................................................. 48
FIG (5.12): TOP SLAB REINFORCEMENT ........................................................................................................ 49
FIG (5.13): REINFORCEMENT DEGREE OF SLAB MAP .................................................................................... 52
FIG (5.14): SLABS DISTRIBUTION .................................................................................................................. 53
FIG (5.15): BEAMS DISTRIBUTION................................................................................................................. 57
FIG (5.16-A): BEAMS DESIGN........................................................................................................................ 59
FIG (5.16-B): BEAMS DESIGN ........................................................................................................................ 60
FIG (5.16-C): BEAMS DESIGN ........................................................................................................................ 61
FIG (5.16-D): BEAMS DESIGN........................................................................................................................ 62
FIG (5.16-E): BEAMS DESIGN ........................................................................................................................ 63
FIG (5.16-F): BEAMS DESIGN ........................................................................................................................ 64
FIG (5.16-G): BEAMS DESIGN........................................................................................................................ 65
FIG (5.16-H): BEAMS DESIGN........................................................................................................................ 66
FIG (5.16-I): BEAMS DESIGN ......................................................................................................................... 67
FIG (5.16-J): BEAMS DESIGN......................................................................................................................... 68

VII
FIG (5.16-K): BEAMS DESIGN........................................................................................................................ 69
FIG (5.16-L): BEAMS DESIGN ........................................................................................................................ 70
FIG (5.17): COLUMNS DISTRIBUTIONS........................................................................................................... 73
FIG (5.18-A): COLUMNS DESIGN ................................................................................................................... 75
FIG (5.18-B): COLUMNS DESIGN ................................................................................................................... 76
FIG (5.18-C): COLUMNS DESIGN ................................................................................................................... 77
FIG (5.18-D): COLUMNS DESIGN ................................................................................................................... 78
FIG (5.18-E): COLUMNS DESIGN.................................................................................................................... 79
FIG (5.18-F): COLUMNS DESIGN.................................................................................................................... 80
FIG (5.18-G): COLUMNS DESIGN ................................................................................................................... 81
FIG (5.18-H): COLUMNS DESIGN ................................................................................................................... 82
FIG (5.18-I): COLUMNS DESIGN..................................................................................................................... 83
FIG (5.18-J): COLUMNS DESIGN .................................................................................................................... 84
FIG (5.18-K): COLUMNS DESIGN ................................................................................................................... 85
FIG (5.18-L): COLUMNS DESIGN.................................................................................................................... 86
FIG (5.18-M): COLUMNS DESIGN................................................................................................................... 87
FIG (5.19): FOUNDATION DISTRIBUTION ....................................................................................................... 89
FIG (5.20-A): FOOTING DESIGN ..................................................................................................................... 91
FIG (5.20-B): FOOTING DESIGN ..................................................................................................................... 92
FIG (5.20-C): FOOTING DESIGN ..................................................................................................................... 93
FIG (5.20-D): FOOTING DESIGN ..................................................................................................................... 94
FIG (5.20-E): FOOTING DESIGN ..................................................................................................................... 95
FIG (5.20-F): FOOTING DESIGN...................................................................................................................... 96
FIG (5.20-G): FOOTING DESIGN ..................................................................................................................... 97
FIG (5.21): 3D VIEW OF DESIGNED BEAM................................................................................................... 100
FIG (5.22): 3D VIEW OF DESIGNED COLUMN .............................................................................................. 100
FIG (5.23): 3D VIEW OF DESIGNED FOOTING .............................................................................................. 101
FIG (5.24): FRONT VIEW OF DESIGNED FOOTING ........................................................................................ 101
FIG (5.25): 3D VIEW OF BENDING MOMENT MAP ....................................................................................... 102
FIG (5.26): TOP VIEW OF BENDING MOMENT MAP ..................................................................................... 103
FIG (5.27): 3D VIEW OF SHEAR FORCE MAP ............................................................................................... 104
FIG (5.28): TOP VIEW OF SHEAR FORCE MAP.............................................................................................. 105
FIG (5.29): 3D VIEW OF DISPLACEMENT MAP............................................................................................. 106
FIG (5.30): TOP VIEW OF DISPLACEMENT MAP ........................................................................................... 107
FIG (5.31): 3D VIEW OF BENDING MOMENT DIAGRAM............................................................................... 108
FIG (5.32): FRONT VIEW OF BENDING MOMENT DIAGRAM......................................................................... 109
FIG (5.33): 3D VIEW OF SHEAR FORCE DIAGRAM ....................................................................................... 110
FIG (5.34): FRONT VIEW OF SHEAR FORCE DIAGRAM ................................................................................. 111

VIII
List of Tables
TABLE (3.1): LOAD FACTOR COMBINATIONS FOR DETERMINING REQUIRED STRENGTH ............ 18
TABLE (3.2): UNITS SIZE DIMENSIONS OF USED STRAIGHT STAIRCASE....................................... 30
TABLE (3.3): UNITS SIZE DIMENSIONS OF USED SPIRAL STAIRCASE............................................ 30
TABLE (3.4): UNITS SIZE DIMENSIONS OF USED DOORS............................................................... 31
TABLE (3.5): UNITS SIZE AREA OF THE ROOF ............................................................................... 31
TABLE (3.6): UNITS SIZE AREA OF THE USED ROOMS IN GROUND FLOOR................................... 32
TABLE (3.7): UNITS SIZE AREA OF THE USED ROOMS IN FIRST FLOOR ........................................ 33
TABLE (5.1): MINIMUM UNIFORMLY DISTRIBUTED LIVE LOAD FOR THE BUILDING.................... 40
TABLE (5.2-A): SLAB REINFORCEMENT........................................................................................ 50
TABLE (5.2-B): SLAB REINFORCEMENT ........................................................................................ 50
TABLE (5.2-C): SLAB REINFORCEMENT......................................................................................... 51
TABLE (5.3): TYPE OF BEAMS ....................................................................................................... 58
TABLE (5.4): TYPE OF COLUMNS................................................................................................... 74
TABLE (5.5): TYPE OF FOUNDATION ............................................................................................. 90

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1. INTRODUCTION
Buildings form a major part of the public scope and provide edges to streets and
public spaces. A high quality building design is an important component of attractive
streetscapes and site development. Building design must consider the site context, proposed
uses, and the major components of the building and subtle details which create character
and magnificence.
A commercial building is a building that is used for a commercial uses. Types can
include office building, convenience stores or shopping malls, etc. In urban locations, a
commercial building often combined functions, such as a stores in the ground floor, with
offices in the other floors. Usually, local authorities maintain strict regulations on
commercial zoning, and have the authority to designate any zoned area as such a business
must be located in a commercial area or area zoned at least partially for commerce.
Commercial building represent a large portion of new construction projects in the
Kingdom. Commercial building designed for consumer interaction and sales often
represent unique structural and architectural design challenges due to the emphasis on
aesthetic and performance. The team used the project to demonstrate fundamental
knowledge of civil engineering gained from under graduate courses at JUC. Topics not
covered in the under graduate curriculum were researched and explored.
1.1 Project Statement
The project team’s goals to design an architectural plan and structural system that
is cost effective, safe, accommodating to the proposed use. The architectural layout and
floor plan were established based on the building’s projected commercial use. The floor
plan and building layout were designed in accordance with Neufert Architect Data and
International Building Code. The team then designed a structural framing system. All
principal structural members were designed; slabs, beams, columns and foundation
elements. The building has been analyzed and designed using software program
(Autodesk® Robot™ Structural Analysis Professional software). Both live loads and dead
loads were considered according to ACI 318.

2
The building is two story and includes stores, offices and facilities corporatism and
public service facilities. The first floor where the stores and service facilities are located,
there are sixteen stores which have external entrances, lobby and reception, mosque, dining
hall and two bathrooms. Also, there are two main gates to the building from front and back
which the front gate facing the street and the back gate facing the parking area. For security
and safety compliance, the building is equipped with four emergency exits in the sub-sides.
The second floor will have offices, conference hall, meeting room, HR room, copy room,
mail rooms and storages.
1.2 Problem Statement
Jubail Industrial City is witnessing economically, commercially and industrially
significant growth, and these factors are important factors to attract people to live and work
in the city. So, the team decided that the project is the establishment of a commercial
building in the city center in Al- Fanateer neighborhood. Specifically the project will be
located on Al-Sheraa’ road next to Burger King Fast Food Restaurant. This site was chosen
to support the commercial activity in the region, an area of large land which will provide a
large number of parking lots, the occurrence of the building in front of the Corniche and
this is an attraction and finally because this site is located between the vital installations
such as (SABIC, a number of banks and companies, Galaria mall and Al- Fanateer mall.
etc.) and this will greatly help to attract a company to trade role second in all required
facilities equipped building. The project team has considered the design constraints;
economy and community service.

3
2. BACKGROUND
This background discusses the building purpose and facilities in the building and
showing the location of the project.
2.1 Building Purpose
In order to begin the building design process the team had to determine the general
purpose of the building. The building is capable of accommodating several different
purpose. The design plan includes an open lobby at its entrances which serves as space for
consumers and a front desk or cash register. Also, there are many shops that can be
exploited as restaurants or cafes and others. The building also provides office space with
several different size offices for various ranking employees. Architectural references such
as, Neufert Architect Data, provided general floor dimensions and layout of various aspects
of commercial building which were used in the building design process.
2.2 Location and Zoning
In order to realistically design the building and adapt to real constraints, an actual
site was identified within Al-Fanateer City Centre area where the GPS coordinates of the
location is (27°07'57.6"N 49°34'10.5"E). The group required access to site drawings. The
Figures below shows the GPS location of the project and image of the project site.

4
Fig (2.1): GPS Location
Fig (2.2): Live Image of the Location in Al-Fanateer

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3. LITERATURE REVIEW
This chapter discusses the research base that contributed to the development of this
project. The below sections represent the information collected regarding the various
elements of the building and the structural and analysis processes of those elements.
3.1 Structural Design
The structural design of the building was a major focus of the project. When
designing the concrete structural framing elements the group followed the provisions of
the SBC 2007; Saudi Building Code and IBC 2015; International Building Code. The
building code provides design values for floor loadings based on room functionality. It also
defines other design loads including wind, rain, and earthquake. To establish the most
effective design it was necessary to compare different framing schemes and corresponding
costs. Individual members were designed to use as little material as possible while handling
design loads and meeting code restrictions. Member sizes throughout the building were
also designed to be as repetitive as possible while using standard dimensions. The group
referred to the appropriate and ACI (Building Code Requirements for Reinforced Concrete
(ACI 318-11)) specifications for material properties and design criteria.
3.1.1 Reinforced Concrete
The most common materials needed to build a structure are: Wood, steel, and
reinforced concrete. Lightweight materials such as aluminum and plastics are also
becoming more common in use. Reinforced concrete is unique in that two materials,
reinforcing steel and concrete, are used together; thus the principles governing the
structural design in reinforced concrete differ in many ways from those involving design
in one material.

6
Concrete in which steel is embedded in such a manner that the two materials act
together in resisting forces. The reinforcing steel rods, bars, or mesh absorbs the tensile,
shear, and sometimes the compressive stresses in a concrete structure. Plain concrete does
not easily withstand tensile and shear stresses caused by wind, earthquakes, vibrations, and
other forces and is therefore unsuitable in most structural applications. In reinforced
concrete, the tensile strength of steel and the compressive strength of concrete work
together to allow the member to sustain these stresses over considerable spans.
Fig (3.1): Position of Bars in a Reinforced Concrete Beam
Fig (3.2): Reinforced Concrete Cross Section and Resistive Forces

7
3.1.2 Structural Members
3.1.2.1 Slab
The slab provides a horizontal surface and is usually supported by columns, beams
or walls. Slabs can be categorized into two main types: one-way slabs and two-way slabs.
One-way slab is the most basic and common type of slab. One-way slabs are
supported by two opposite sides and bending occurs in one direction only. Two-way slabs
are supported on four sides and bending occurs in two directions. One-way slabs are
designed as rectangular beams placed side by side.
Fig (3.3): One-way Slab Design Concept
However, slabs supported by four sides may be assumed as one-way slab when the
ratio of lengths to width of two perpendicular sides exceeds 2. Although while such slabs
transfer their loading in four directions, nearly all load is transferred in the short direction.

8
Two-way slabs carry the load to two directions, and the bending moment in each
direction is less than the bending moment of one-way slabs. Also two-way slabs have less
deflection than one-way slabs. Compared to one-way slabs, Calculation of two-way slabs
is more complex.
3.1.2.1.1 Types of Slabs
 One-way slabs
1. One-way Beam and slab / One-way flat slab:
These slabs are supported on two opposite sides and all bending moment and
deflections are resisted in the short direction. A slab supported on four sides with length to
width ratio greater than two, should be designed as one-way slab.
2. One-way joist floor system:
This type of slab, also called ribbed slab, is supported by reinforced concrete ribs
or joists. The ribs are usually tapered and uniformly spaced and supported on girders that
rest on columns.
 Two-way slab
1. Two-way beam and slab:
If the slab is supported by beams on all four sides, the loads are transferred to all
four beams, assuming rebar in both directions.
2. Two-way flat slab:
A flat slab usually does not have beams or girders but is supported by drop panels
or column capitals directly. All loads are transferred to the supporting column, with
punching shear resisted by drop panels.
3. Two-way waffle slab:
This type of slab consists of a floor slab with a length-to-width ratio less than 2,
supported by waffles in two directions.

9
Fig (3.4): Typical Types of Slabs

10
3.1.2.2 Beam
Beams can be described as members that are mainly subjected to flexure and it is
essential to focus on the analysis of bending moment, shear, and deflection. When the
bending moment acts on the beam, bending strain is produced. The resisting moment is
developed by internal stresses. Under positive moment, compressive strains are produced
in the top of beam and tensile strains in the bottom. Concrete is a poor material for tensile
strength and it is not suitable for flexure member by itself. The tension side of the beam
would fail before compression side failure when beam is subjected to a bending moment
without the reinforcement. For this reason, steel reinforcement is placed on the tension
side. The steel reinforcement resists all tensile bending stress because tensile strength of
concrete is zero when cracks develop. In the Ultimate Strength Design (USD), a rectangular
stress block is assumed.
As shown Fig (3.5), the dimensions of the compression force is the product of beam
width, depth and length of compressive stress block. The design of beam is initiated by the
calculation of moment strengths controlled by concrete and steel.
Fig (3.5): Reinforced Rectangular Beam

11
3.1.2.2.1 Types of Beams
Fig (3.6) shows the most common shapes of concrete beams: single reinforced
rectangular beams, doubly reinforced rectangular beams, T-shape beams, spandrel beams,
and joists.
In cast–in-place construction, the single reinforced rectangular beam is uncommon.
The T-shape and L-shape beams are typical types of beam because the beams are built
monolithically with the slab. When slab and beams are poured together, the slab on the
beam serves as the flange of a T-beam and the supporting beam below slab is the stem or
web. For positive applied bending moment, the bottom of section produces the tension and
the slab acts as compression flange. But negative bending on a rectangular beam puts the
stem in compression and the flange is ineffective in tension. Joists consist of spaced ribs
and a top flange.
Fig (3.6): Common Shapes of Concrete Beam

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3.1.2.3 Column
Columns support primarily axial load but usually also some bending moments. The
combination of axial load and bending moment defines the characteristic of column and
calculation method. A column subjected to large axial force and minor moment is designed
mainly for axial load and the moment has little effect. A column subjected to significant
bending moment is designed for the combined effect. The ACI Code assumes a minimal
bending moment in its design procedure, although the column is subjected to compression
force only. Compression force may cause lateral bursting because of the low-tension stress
resistance. To resist shear, ties or spirals are used as column reinforcement to confine
vertical bars. The complexity and many variables make hand calculations tedious which
makes the computer-aided design very useful.
3.1.2.3.1 Types of columns
Reinforced concrete columns are categorized into five main types; rectangular tied
column, rectangular spiral column, round tied column, round spiral column, and columns
of other geometry (Hexagonal, L-shaped, T-Shaped, etc).
Fig (3.7): Column Types

13
Fig (3.7) shows the rectangular tied and round spiral concrete column. Tied columns
have horizontal ties to enclose and hold in place longitudinal bars. Ties are commonly No.
3 or No.4 steel bars. Tie spacing should be calculated with ACI Code.
Spiral columns have reinforced longitudinal bars that are enclosed by continuous
steel spiral. The spiral is made up of either large diameter steel wire or steel rod and formed
in the shape of helix. The spiral columns are slightly stronger than tied columns.
The columns are also categorized into three types by the applied load types; the
column with small eccentricity, the column with large eccentricity (also called eccentric
column) and biaxial bending column. Fig (3.8) shows the different column types depending
on applied load.
Fig (3.8): The Column Types Depending on Applied Load

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 Eccentricity is usually defined by location:
• Interior columns usually have.
• Exterior columns usually have large eccentricity.
• Corner column usually has biaxial eccentricity.
But eccentricity is not always decided by location of columns. Even interior
columns can be subjected by biaxial bending moment under some load conditions Fig (3.9)
shows some examples of eccentric load conditions.
Fig (3.9): Eccentric Loaded Conditions

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3.1.3 Structural Principles – Loads
The structure of a building is the part which is responsible for maintaining the
shape of the building under the influence of the forces to which it is subjected. A building
must be designed to safely withstand the most severe combination of forces or loads likely
to be applied during its lifetime. The loads that are to be assumed while designing a
structure are usually specified in the design codes. The primary loads which the structure
must resist are described below:
 Dead Load
Dead load on a structure is the result of the weight of the permanent components
such as beams, floor slabs, columns and walls. These components will produce the same
constant 'dead' load during the lifespan of the building. Dead loads are exerted in the
vertical plane.
Dead load = volume of member x unit weight of materials
Volume of beam 10.0 x 0.6 x 0.3 = 1.8 m3
Unit weight of reinforced concrete = 24 kN/m3
Therefore, dead load of beam = volume x unit weight
= 1.8 m3
x 24 kN/m3
= 43.2 kN
 Live Load
All unfixed items in a building such as people and furniture result in a 'live' load on
the structure. Live loads are exerted in the vertical plane. Live loads are variable as they
depend on usage and capacity.
Area of floor = 6.0 m x 4.0 m = 24 m2
Live load rating of a house = 1.5 kPa
Therefore, live load of floor = 24 m2
x 1.5 kPa = 36 kN

16
3.1.4 Building Code Requirement for Structural Concrete (ACI318)
Many countries have building codes to define material properties, quality controls,
minimum size, etc. for safety constructions. The United States does not have an official
government code. However, the Uniform Building Code (UBC) and other model codes are
adapted by jurisdictions, such as Cities, or States as governing codes. Material and methods
are tested by private or public organizations. They develop, share, and disseminate their
result and knowledge for adoption by jurisdictions. The American Concrete Institute (ACI)
is leading the development of concrete technology. The ACI has published many references
and journals. Building Code Requirement for Structural Concrete (ACI318 Code) is a
widely recognized reinforced concrete design and construction guide. Although the ACI
Code does not have official power of enforcement, it is generally adapted as authorized
code by jurisdictions not only in United States but also many countries. The ACI318 Code
provides the design and construction guide of reinforced concrete. ACI has been providing
new codes depending on the change of design methods and strength requirement.
The “Building Code Requirements for Structural Concrete” (ACI 318) covers the
materials, design, and construction of structural concrete used in buildings and where
applicable in non-building Structures. The Code also covers the strength evaluation of
existing concrete structures.
Among the subjects covered are: contract documents; inspection; materials;
durability requirements; concrete quality, mixing, and placing; formwork; embedded
pipes; construction joints; reinforcement details; analysis and design; strength and
serviceability; flexural and axial loads; shear and torsion; development and splices of
reinforcement; slab systems; walls; footings; precast concrete; composite flexural
members; pre-stressed concrete; shells and folded plate members; strength evaluation of
existing structures; provisions for seismic design; structural plain concrete.

17
3.1.5 Design Method of Reinforced Concrete Structure
Two major calculating methods of reinforced concrete have been used from early
1900’s to current. The first method is called Working Stress Design (WSD) and the
second is called Ultimate Strength Design (USD). Working Stress Design was used as
the principal method from early 1900’s until the early 1960’s. Since Ultimate Strength
Design method was officially recognized and permitted from ACI 318, the main design
method of ACI 318 Code has gradually changed from WSD to USD method.
3.1.5.1 The Working Stress Design (WSD)
Traditionally, elastic behavior was used as basis for the design method of
reinforced concrete structures. This method is known as Working Stress Design (WSD)
and also called the Alternate Design Method or the Elastic Design Method. This design
concept is based on the elastic theory that assumes a straight-line stress distribution along
the depth of the concrete section. To analyze and design reinforced concrete members,
the actual load under working conditions, also called service load condition, is used and
allowable stresses are decided depending on the safety factor. For example allowable
compressive bending stress is calculated as 0.45 𝑓 ́ 𝑐. If the actual stresses do not exceed
the allowable stresses, the structures are considered to be adequate for strength. The WSD
method is easier to explain and use than other method but this method is being replaced
by the Ultimate Strength Design method. ACI 318 Code treats the WSD method just in a
small part.
3.1.5.2 The Ultimate Stress Design (USD)
The Ultimate Strength Design method, also called Strength Design Method
(SDM), is based on the ultimate strength, when the design member would fail. The USD
method provides safety not by allowable stresses as for the ASD method but by factored
loads, nominal strength and strength reduction factors ∅, both defined by the ACI code.
The load factors are 1.6 for live load and 1.2 for dead load. Other factors are given in
Table (3.1).

18
3.1.5.3 Actual vs. Ultimate Strength
The first difference between working stress design method and Strength design
method, historically, has been that the old Allowable Stress Design compared actual and
allowable stresses while USD compares required strength to actual strengths. The
difference between looking at strengths vs. stresses does not present much of a problem
since the difference is normally just multiplying or dividing both sides of the limit state
inequalities by a section property, depending on which way you are going. In fact, the new
ACI 318 Allowable Strength Design (ASD), which replaces the old allowable stress design,
has now switched the old stress based terminology to a strength based terminology,
virtually eliminating this difference between the philosophies.
Table (3.1): Load Factor Combinations for Determining Required Strength

19
The Figure below illustrates the member strength levels computed by the two
methods on a typical mild steel load vs. deformation diagram. The combined force levels
(Pa, Ma, Va) for ASD are typically kept below the yield load for the member by computing
member load capacity as the nominal strength, Rn, divided by a factor of safety, W, that
reduces the capacity to a point below yielding. For USD, the combined force levels (Pu,
Mu, Vu) are kept below a computed member load capacity that is the product of the
nominal strength, Rn, times a resistance factor, f.
When considering member strengths, we always want to keep our final design's
actual loads below yielding so as to prevent permanent deformations in our structure.
Consequently, if the USD approach is used, then load factors greater than 1.0 must be
applied to the applied loads to express them in terms that are safely comparable to the
ultimate strength levels. This is accomplished in the load combination equations that
consider the probabilities associated with simultaneous occurrence of different types of
loads.
Fig (3.10): Comparison of Working Stress Design Method and Strength Design Method

20
3.1.6 Autodesk® Robot™ Structural Analysis Professional software
All the structural aspects included slabs, beams, columns and foundation design has
been designed and analyzed by using this software program.
Autodesk® Robot™ Structural Analysis Professional software is a collaborative,
versatile, and faster software application. Purpose-built for building information
modelling, Autodesk Robot Structural Analysis Professional calculates even more complex
models with powerful finite element auto-meshing, nonlinear algorithms, and a
comprehensive collection of design codes to help achieve results in minutes, not hours.
Autodesk Robot Structural Analysis Professional offers a smoother, collaborative
workflow and interoperability with 3D bidirectional links to Autodesk companion
products. The open API (application programming interface) helps to provide a scalable,
country-specific analysis solution for large and complex building structures.
The software uses Finite Element Method for analysis of structure. The finite
element method (FEM) is a powerful technique originally developed for numerical solution
of complex problems in structural mechanics, and it remains the method of choice for
complex systems. In the FEM, the structural system is modeled by a set of appropriate
finite elements interconnected at points called nodes. Elements may have physical
properties such as thickness, coefficient of thermal expansion, density, Young's modulus,
shear modulus and Poisson's ratio. The origin of finite method can be traced to the matrix
analysis of structures where the concept of displacement or stiffness matrix approach was
introduced.

21
3.2 Foundation Design
Foundation design is an essential aspect of the overall structural design of a
building. Foundations are responsible for transferring all loads from the building to the
supporting ground. They are designed in such a way that they have adequate strength to
transfer and spread the load so that the soil will not be overstressed in bearing and
foundation elements will have acceptable settlement. Improper settlement in the soils can
create overstressed members and cause unexpected damage to structural and non-structural
elements. Therefore, foundations are designed based on the properties of the underlying
soils.
Investigating soil properties for a given site is accomplished through many different
strategies. The most common strategy is through the use of boring holes. Boring holes are
small circular holes that extend deep into the ground and allow soil samples to be extracted.
Samples can be tested on site or transported to a lab to determine characteristics such as
soil type, color, water content, density, and compressive strength. Samples are taken
throughout the boring process which allow for soil layers and depths to be identified. A
thorough site investigation involves several boring holes. By combining data from several
boring holes engineers are able to create a composite soil profile to use in the foundation
design.
There are two basic types of foundations: shallow foundations and deep
foundations. Deep foundations are the more expensive and complicated of the two and are
mostly used for high rise buildings or sites with poor soil conditions. Deep foundations
consist of several long piles that extend deep into the ground. Since soil conditions typically
improve as depth increases, deep foundations are effective since they bypass poor, shallow
soils and transfer the load to deeper and stronger soils.
Shallow foundations are the more popular and cost effective foundation type.
Within shallow foundations are spread footings and mat foundations. Spread footings
involve several individually designed foundations (typically one under each column) while
mat foundations involve one large area that covers the entire building floor. Spread footings
require less concrete and therefore are the more cost effective type and will be used for this
project.

22
Spread footings are designed with adequate strength to transfer the given load,
based on the bearing capacity and settlement of the underlying soil. Bearing pressure is a
parameter that defines the pressure between the bottom of the foundation and the contact
soil. The SBC 2007; Saudi Building Code provides prescriptive values for the allowable
net bearing pressure based on the soil type. For only downward vertical loads, net bearing
pressure is easily calculated by dividing the load by the area of the bottom of the
foundation. Calculations are more complex when moment or eccentric loads are involved;
however, these loads are rarely present in simple building structures. Determining the
bearing capacity of the underlying soil can be done using several different methods which
vary in complexity and accuracy. A popular and effective method is Terzaghi’s method
which requires knowledge of the underlying soil’s cohesion, effective stress, and unit
weight.
The second foundation design factor is settlement analysis. Excessive soil
settlement can disrupt the geometry of a structural frame and create overstressed members.
To avoid this, foundations must be designed to limit settlement, typically to 1 or 2 inches.
Settlement analysis is based on the vertical effective stress of the underlying soils and the
corresponding elastic strain. Two separate strategies for settlement analysis are available
based on whether the underlying soils are cohesive or cohesion less.
Fig (3.11): Load Transferring and Distribution to Foundation

23
3.2.1 Types of Footing
The most common types of footing are strip footings under walls and single footings
under columns. Common footings can be categorized as follow:
1. Individual column footing
This footing is also called isolated or single footing. It can be square, rectangular
or circular of uniform thickness, stepped, or sloped top. This is one of the most economical
types of footing. The most common type of individual column footing is square or
rectangular with uniform thickness.
2. Wall footing
Wall footings support structural or nonstructural walls. This footing has limited
width and a continuous length under the wall.
3. Combined footing
They usually support two or three columns not in a row and may be either
rectangular or trapezoidal in shape depending on column. If a strap joins two isolated
footings, the footing is called a cantilever footing.
4. Mat foundation
Mats are large continuous footings, usually placed under the entire building area to
support all columns and walls. Mats are used when the soil-bearing capacity is low, column
loads are heavy, single footings cannot be used, piles are not used, or differential settlement
must be reduced through the entire footing system.
5. Pile footing
Pile footings are thick pads used to tie a group of piles together and to support and
transmit column loads to the piles.

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3.3 Structural Planning
The Plan and elevation of the building was drawn and designed by using AutoCAD
and SketchUP softwares. All the architectural sizes of the Building done by Neufert
Architect Data standard. The Figures on the next pages show the plan views.
 AutoCAD is a commercial software application for 2D and 3D.
 SketchUP is a 3D modeling computer program for a wide range of drawing
applications such as architectural, interior design, civil and mechanical engineering,
film, and video game design.
Fig (3.12): Footing Types

25
 Ground Floor
Fig (3.13): Ground Floor Plan

26
 First Floor
Fig (3.14): First Floor Plan

27
 Roof
Fig (3.15): Roof Floor Plan

28
 Front Side View
 Right Side View
Fig (3.16): Front Side View
Fig (3.17): Right Side View

29
 Left Side View
 3D View
Fig (3.18): Left Side View
Fig (3.19): 3D View

30
The Tables below show the sizes and dimensions used in the planning of building.
Straight Staircase
Unit (cm)
Rise 17
Tread 30
Rest Tread 90
Width 200
Spiral Staircase
Unit (cm)
Rise 17
Tread 30
Rest Tread 90
Width 130
Table (3.2): Units Size Dimensions of Used Straight Staircase
Table (3.3): Units Size Dimensions of Used Spiral Staircase

31
Doors
Unit (cm)
Height 210
Width 90
Size of The Opened Area of the Roof
Unit (m2
)
- 1,861.88
Table (3.4): Units Size Dimensions of Used Doors
Table (3.5): Units Size Area of the Roof

32
Rooms’ Sizes of The Ground Floor
Room Name / Unit (m2
)
The Rental Store 6.00 x 8.00 = 48.00
The Mosque 9.80 x 10.00 = 98.00
WC and Shoes Locker 2.00 x 10.00 = 20.00
The Dining Room 8.80 x 10.00 = 88.00
The Kitchen 3.00 x 6.80 = 20.40
The Store 3.00 x 3.00 = 9.00
Bathrooms 2.50 x 4.20 = 10.50
Elevator Trailer 2.50 x 3.00 = 7.50
Ventilation 2.50 x 1.00 = 2.50
Table (3.6): Units Size Area of the Used Rooms in Ground Floor

33
Rooms’ Sizes of The First Floor
Room / Unit (m2
)
Offices Room 1 6.00 x 8.00 = 48.00
Offices Room 2 12.20 x 10.00 = 122.00
Manager Office 12.20 x 8.00 = 97.60
Secretary Office 6.00 x 8.00 = 48.00
Supervision Offices 6.00 x 8.00 = 48.00
MIS & IT Offices 6.00 x 8.00 = 48.00
Conferences Hall (MPH) 12.20 x 10.00 = 122.00
Meeting Room 12.20 x 8.00 = 97.60
Printing & Scanning Room 6.00 x 8.00 = 48.00
HR & Personnel Department 3.14 x (5.00)^2 = 78.50
Elevator Trailer 2.50 x 3.00 = 7.50
Bathrooms 2.50 x 4.20 = 10.50
Ventilation 2.50 x 1.00 = 2.50
Table (3.7): Units Size Area of the Used Rooms in First Floor

34
4. METHODLOGY
The preceding chapter has given background information into the areas of study of
the project and has provided a base for defining the various tasks needed to complete each
major area of study. The following methodology discusses the approach to complete each
task.
4.1 Pre-Design Phase
 Project Startup
Workshop session combine team members and the advisors to determine project
goals, schedule and decision-making process. Discuss known space needs, requirements,
philosophy and abstract building character considerations.
 Project Work plan and Schedule
Prepare detailed work plan and schedule for entire project including tasks, deadlines
for reviews / approvals / decisions and contingencies for unanticipated delays or
interruptions in schedule.
 Data and Document Collection
Gather together and obtain all available data, documents and drawings pertinent to
the project including prior studies, tests, etc. Establish preliminary building code
requirements.
 Site Selection
This location was chosen after discussing several locations in the city, based on the
need of the building and the presence of commercial and population activity. The group
researched maps and open site locations at Jubail Industrial City could be used for the
proposed building.

35
4.2 Schematic Design Phase
 Geometry Design
This section discusses how the group determined the building layout, geometry and
creating the basic floor plans of the building. All floor plans and elevations were drawn
using SketchUp and AutoCAD. Neufert Architect Data is an architectural guideline
resource that contributed to the building geometry.
 Determining Loading
To start the design process the group first determined the loads acting on the
building based on ASCE 7-05; Minimum Design Loads for Building and Other Structures
to determine the Minimum uniformly distributed live loads, ,and minimum concentrated
live loads, IBC 2015 I- CODES; International Building Code and ACI Building Code.
 Structural Design
The project group designed a reinforced concrete structural system using the USD
approach in accordance with ACI 318-11. It was broken into several areas such as column,
beam, girder, slab, foundation design and a design for a large span lobby. Manual
Calculations were done for comparing the result of software. All structural aspects were
designed using software Robot Structural Analysis Professional (RSAP).

36
5. STRUCTURAL ANALYSIS AND DESIGN
5.1 Introduction
In the design and analysis of reinforced concrete elements, usually facing an
unfamiliar problem: "The mechanisms of members consisting of two materials" to
exacerbate this problem, one of the materials (concrete) differently in tension than in
compression, and can be considered to be either elastic or inelastic, if it is not neglected
entirely.
Design of members and structures of reinforced concrete is a problem distinct from
but closely related to analysis. Strictly speaking, it is almost impossible to exactly analyze
a concrete structure, and to design exactly is no less difficult. Fortunately, it is possible to
make a few fundamental assumptions which make the design of reinforced concrete quite
simple, if not easy.
A problem unique to the design of reinforced concrete structures is the need to detail
each member throughout. For concrete structures, we must determine not only the area of
longitudinal and lateral reinforcement required in each member, but also the way to best
arrange and connect the reinforcement to insure acceptable structural performance. This
procedure can be made reasonably simple, if not easy.
 Design and Analysis Objectives
1- To establish a firm understanding of behavior of reinforced concrete structures, then
to develop method used in current practice and to achieve familiarity with codes
and specifications governing practical design.
2- To understand the basic performance of concrete and steel as structural materials,
and the behavior of reinforced concrete members and structures. If the basic
concepts behind code provisions for design are understood, It will be able to:
• Approach the design in a more knowledgeable fashion.
• Understand and adapt the changes in code provisions better and faster.
3- To be able to design reinforced concrete structures that are: safe, economical and
efficient.

37
 Reinforced concrete is one of the principal building materials used in engineered
structures because:
 Low cost.
 Weathering and fire resistance.
 Good compressive strength.
 Formability.
All these criteria make concrete an attractive material for wide range of structural
applications such as buildings, dams, reservoirs, tanks, etc.
5.2 Preliminary Design Information
Once the building layout was established the group began determining the loadings
on the structure and designing the structural system. The design process involved defining
layouts and materials in order to identify the most economical design. Individual structural
members were also designed manually. The resulting structural design is outlined the
following paragraphs.
5.2.1 Building Layout
The layout schemes for the building structure were designed based on the judgment
of the group and under supervision of project advisors. Fig (5.1) in the next page shows the
scheme structural layout. In the figure, the points (×) represent columns while lines
represent beams and girders. In the scheme, the columns were placed in areas that would
not disrupt open space and would also contribute to an efficient structural design by
allowing symmetric beam and girder layouts to be developed.
Following column placement, the girders and beams were designed to efficiently
transfer the loads from the open bays to the columns. Areas that required special
consideration were the area spanning the lobby and the elevator & stairs area. The lobby
area presents a relatively large span of 12.2m because it requires an open area, so it cannot
put the columns in the middle. For that reason and to support that case, it has been used the
Two-way waffle slab.

38
The second case is the elevator and stairs area, present that the region is narrow
where it is critical and difficult to put the columns. So, it was placed a T-shape beam to
compensate for the absence of the column.
Before framing the structure, the sections sizes for slabs, beams and columns was
specified and assumed according to locations and requirements for every member as shown
in the Fig (5.1) below.
 For slabs: The thickness assumed as 20 cm.
 For beams: There are three types assumed of beams, present as lines:
1- (200 × 400) mm2
, present as blue color.
2- (300 × 500) mm2
, present as red color.
3- (300 × 750) mm2
, present as green color.
 For columns: There are two types assumed of rectangular tied columns, present as
points (×):
1- (300 × 450) mm2
, present as gray color.
2- (300 × 650) mm2
, present as Orange color.
Fig (5.1): Scheme Columns and Beams Layout

39
5.2.2 Structural Materials Priorities
1- Steel Yield Strength.
 𝑓𝑦 = 60 𝑘𝑠𝑖 = 413685.437 𝑘𝑁/𝑚2
.
2- Specific Compressive Strength of Reinforced Concrete.
 𝑓 ́ 𝑐 = 4 𝑘𝑠𝑖 = 27579.029 𝑘𝑁/𝑚2
.
3- Specific Weight of Reinforced Concrete.
 𝛾 𝐶𝑜𝑛 = 25 𝑘𝑁/𝑚3
4- Specific Weight of Masonry Brick.
 γ 𝐵𝑟𝑖𝑐𝑘 = 20 𝑘𝑁/𝑚3
.
5- Soil Bearing Capacity.
 q 𝑢 = 1.5 𝑘𝑔/𝑐𝑚2
.
5.2.3 Building Loads
Design loads for sizing the structural systems and their elements were determined
by using, IBC 2015 I- CODES; International Building Code and ACI Building Code. For
certain loads were determined by using ASCE 7-05; Minimum Design Loads for Building
and Other Structures. Loads that are considered are dead load and live load only, otherwise
such as snow load, impact load, earthquake load, etc. are not considered because they are
not required in Project cases and conditions.
5.2.3.1 Dead Load
The superimposed dead load was determined from the anticipated permanent loads
on the structure. Sources for these permanent loads include wall load. In addition to the
superimposed dead load, the self-weight of each structural member is also included in the
dead load. As the design was completed, the dead load was adjusted accordingly. For
example, once the floor design was complete, the weight of the concrete slab was added to
the dead load calculation for beam design. The same went for girder design, column design,
and eventually foundation design.

40
 Dead Load Calculations
 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑 = 𝑆𝑒𝑙𝑓 𝑊𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑀𝑒𝑚𝑏𝑒𝑟 + 𝑆𝑢𝑝𝑒𝑟𝑖𝑚𝑝𝑜𝑠𝑒𝑑 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑
 𝑆𝑒𝑙𝑓 𝑊𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑡ℎ𝑒 𝑀𝑒𝑚𝑏𝑒𝑟 = 𝑉𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑀𝑒𝑚𝑏𝑒𝑟×𝑈𝑛𝑖𝑡 𝑊𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑀𝑎𝑡𝑒𝑟𝑖𝑎𝑙
The self-weight of each member was calculated automatically by the software (RSAP).
 𝑆𝑢𝑝𝑒𝑟𝑚𝑝𝑜𝑠𝑒𝑑 𝐷𝑒𝑎𝑑 𝐿𝑜𝑎𝑑 = 𝑊𝑎𝑙𝑙 𝐿𝑜𝑎𝑑
𝑊𝑎𝑙𝑙 𝐿𝑜𝑎𝑑 = γ 𝐵𝑟𝑖𝑐𝑘 × ℎ × 𝑏
Where, ℎ = ℎ𝑖𝑔ℎ𝑡 𝑜𝑓 𝑡ℎ𝑒 𝑤𝑎𝑙𝑙 and 𝑏 = 𝑤𝑖𝑑𝑡ℎ 𝑜𝑓 𝑏𝑒𝑎𝑚 𝑎𝑛𝑑 𝑏𝑟𝑖𝑐𝑘
𝐺𝑟𝑜𝑢𝑛𝑑 𝐹𝑙𝑜𝑜𝑟 𝑊𝑎𝑙𝑙 𝐿𝑜𝑎𝑑 = 20 × 5 × 0.2 = 20 𝑘𝑁/𝑚
1 𝑠𝑡
𝑎𝑛𝑑 𝑅𝑜𝑜𝑓 𝐹𝑙𝑜𝑜𝑟 𝑊𝑎𝑙𝑙 𝐿𝑜𝑎𝑑 = 20 × 3 × 0.2 = 12 𝑘𝑁/𝑚
5.2.3.2 Live Load
Design live loads for the building interiors were determined from the ASCE 7-05;
Minimum Design Loads for Building and Other Structures. Based on the functionality of
the spaces.
Since the ground floor of the structure is supported by a slab on grade, the ground
floor loads were not considered critical factors. While the first floor live loads need to be
determined. Since the structure did not have a specific client with defined needs, the
specific functions for the building spaces could not be determined with certainty. For
example, office use is 2.4 𝑘𝑁/𝑚2
, lobbies and corridors is 4.79 𝑘𝑁/𝑚2
and computer use
is 4.79 𝑘𝑁/𝑚2
. In order to provide flexibility for the potential building owner, the building
was designed for a 4.79 𝑘𝑁/𝑚2
as a maximum live load. The roof live load was also found
to be 0.96 𝑘𝑁/𝑚2
.
Occupancy or Use Uniform (kN/m2)
Office Use 2.4
Lobbies and Corridors 4.79
Computer Use 4.79
Roof 0.96
Table (5.1): Minimum Uniformly Distributed Live Load for the Building

41
5.3 Structural Design
The sections below discuses design of the concrete structural framing for the
scheme of the proposed building. RSAP was used for this analysis because it allows for
the completion of a 3D analysis, more modern and easier to use than other soft-wares.
The process of structural designs involved framing, loading, slabs design, beams design,
columns design and footing design.
5.3.1 Framing
Framing process was done by converting the layout scheme of the building which
shown in the Fig (5.1) from 2D view to 3D view. This is done by converting AutoCAD
format of the layout Scheme by RSAP modeling as shown in the figures below.
Fig (5.2): 3D Modeling of Scheme Layout
Fig (5.3): Front View of Scheme Layout

42
Fig (5.4-a): Specified Sections Sizes of Scheme Layout
Fig (5.4-b): Specified Sections Sizes of Scheme Layout

43
The next step is adding a slabs with thickness = 0.2 m.
Fig (5.6): Specified Sections Sizes of Scheme Layout after Adding Slabs
Fig (5.5): Top View of Specified Sections Layout

44
5.3.2 Loading
Fig (5.7): Structural Framing with Dead Load
Fig (5.8): Structural Framing with Live Load

45
Fig (5.9): Structural Framing with Combination Load

46
5.3.3 Design of Slabs
The first step to concrete design process is design floor slabs capable of transferring
loads between the beams. The design was completed following ACI Code procedures. A
roof and floor slab was designed on the span length and loading. A Manually design
calculation was then used to design one One-way slab.
5.3.3.1 Slab Software Design
As shown in the next figure and tables in the next pages the slab designed by a finite
element method. FEM is a good choice for analyzing problems over complicated domains
(like large area of slabs), when the domain changes (as during a solid state reaction with a
moving boundary), when the desired precision varies over the entire domain, or when the
solution lacks smoothness.

48
Fig (5.11): Bottom Slab Reinforcement

49
Fig (5.12): Top Slab Reinforcement

50
Table (5.2-a): Slab Reinforcement
Table (5.2-b): Slab Reinforcement

51
Table (5.2-c): Slab Reinforcement

52
Fig (5.13): Reinforcement Degree of Slab Map

53
5.3.3.2 Slab Manually Design
 Details:
- Sample Calculation of Slab: S-3.
For S3, in this case; the beams between the rooms are considered as walls partition
not as beams to satisfying the conditions considerations of One-way slab design.
- 𝐿 = 24 𝑚, 𝐵 = 8 𝑚, Where; 𝐿 = 𝐿𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑠𝑙𝑎𝑏 and 𝐵 = 𝑤𝑖𝑑𝑡ℎ 𝑜𝑓 𝑠𝑙𝑎𝑏.
- 𝑓𝑦 = 60 𝑘𝑠𝑖 = 413685.437 𝑘𝑁/𝑚2
, 𝑓 ́ 𝑐 = 4 𝑘𝑠𝑖 = 27579.029 𝑘𝑁/𝑚2
.
- 𝑊𝑎𝑙𝑙 𝐿𝑜𝑎𝑑 = 12 𝑘𝑁 𝑚⁄ = 1.2 𝑘𝑁/𝑚2
.
𝑆𝑒𝑙𝑓 𝑤𝑒𝑖𝑔ℎ𝑡 = 25 × (0.2 × 24 × 8) = 960 𝑘𝑁 = 5 𝑘𝑁/𝑚2
.
- ∴ 𝐷𝐿 = 1.2 + 5 = 6.2 𝑘𝑁/𝑚2
, 𝐿𝐿 = 4.79 𝑘𝑁/𝑚2
.
Fig (5.14): Slabs Distribution

54
 Calculations:
- The design of a slab is usually made by taking a 1- m wide typical strip for
calculation purpose rather than the entire slab width. This is known as a one-way
slab that acts as a wide beam.
24
8
= 3 > 2. So, it is One-way slab.
- Determine required 𝑀 𝑛
𝑈 = 1.2𝐷 + 1.6𝐿 = 1.2(6.2) + 1.6(4.79) = 15.104 𝑘𝑁/𝑚2
of width
𝑀 𝑢 =
15.104(8)2
8
= 120.8 𝑘𝑁. 𝑚 of width
- Assuming ∅ = 0.90,
Required 𝑀 𝑛 =
120.8
0.90
= 134.22 𝑘𝑁. 𝑚/𝑚
- Since 𝜌 𝑚𝑎𝑥 = 0.3𝜌 𝑏 is desired, using 𝜌 = 0.3(0.0285) = 0.00855, determine
the corresponding desired 𝑅 𝑛,
𝑅 𝑛 = 𝜌 𝑓𝑦( 1 −
1
2
𝜌𝑚)
Where, 𝑚 =
𝑓𝑦
0.85 𝑓 ́ 𝑐
=
60
0.85 (4)
= 17.64
𝑅 𝑛 = 0.00855(413685.437)[1 − 0.5(0.00855)(17.64)] = 3270.28 𝑘𝑁/𝑚2
- Determine required 𝑏𝑑2
from desired 𝑅 𝑛 and select trial slab thickness
Required 𝑏𝑑2
= 𝑟𝑒𝑞𝑢𝑖𝑟𝑒𝑑
𝑀 𝑛
𝑅 𝑛
=
134.22
3270.28
= 0.041043 𝑚3
= 41043.036 𝑐𝑚3
- Since a slab is designed by using a 1-m strip, b is 105 cm. Then required d = 20
cm. The required total thickness is obtained by adding on the required clear cover
(
3
4
-in. minimum as per ACI- 7.7.1) and the bar radius. Stirrups are rarely used in
slabs so the
3
8
-in. allowance used for beams is not included here.
- Total thickness, ℎ = 20 + 2 + 1.3 = 23.3 𝑐𝑚 Try 23.5 cm.
- Check weight and revise required 𝑀 𝑛.

55
𝑤 =
23.5
100
(62) = 14.75 𝑘𝑁/𝑚2
Revised 𝑈 = 1.2(14.75 ) + 1.6(4.79) = 25.148 𝑘𝑁/𝑚2
Revised required 𝑀 𝑛 = 134.22 (
25.148
15.104
) = 223.47 𝑘𝑁. 𝑚/𝑚
- Determine the steel to be used.
Actual 𝑑 = 23.5 − 2 − 1.3(𝑒𝑠𝑡) = 20.2 𝑐𝑚
Required 𝑅 𝑛 =
𝑅𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑀 𝑛
𝑏𝑑2
=
223.47
1.05(0.202)2
= 5215.87 𝑘𝑁/𝑚2
Required 𝐴 𝑠 = 𝜌𝑏𝑑 = 0.00855(105)(20.2) = 18.13 𝑐𝑚2
/𝑚 = 0.856 𝑠𝑞. 𝑖𝑛/𝑓𝑡
Try #7@8 in. spacing, 𝐴 𝑠 = 0.9 𝑠𝑞. 𝑖𝑛/𝑓𝑡 = 19.05 𝑐𝑚2
/𝑚
- Check strength, temperature and shrinkage reinforcement and provide design
sketch.
𝐶 = 0.85𝑓 ́ 𝑐 𝑏𝑎 = 0.85(27579.029) 105𝑎 = 2461428.3𝑎
𝑇 = 𝐴 𝑠 𝑓𝑦 = 19.05(413685.437) = 7880707.575 𝑘𝑁
𝑎 =
7880707.575
2461428.3
= 3.2 𝑐𝑚
𝑥 =
𝑎
𝛽1
=
3.2
0.85
= 3.766 𝑐𝑚
𝐴 𝑆,𝑚𝑖𝑛 = (
3𝑓 ́ 𝑐
𝑓𝑦
𝑏𝑑) 𝜌 = (
3(4000)
60000
105 × 20.2) 0.00855 = 3.62 𝑐𝑚2
/𝑚
𝐴 𝑆,𝑚𝑖𝑛 ≥ (
200𝑏𝑑
𝑓𝑦
) 𝜌 = (
200(105)(20.2)
413685.437
) 0.00855 = 0.00876 𝑐𝑚2
/𝑚
So, 𝐴 𝑆,𝑚𝑖𝑛 = 3.62 𝑐𝑚2
/𝑚 is controlled
𝐴 𝑠 = 19.05 𝑐𝑚2
/𝑚 ≥ 3.62 𝑐𝑚2
/𝑚 Ok
- 𝑀 𝑛 = 𝐴 𝑠 𝑓𝑦 (𝑑 −
𝑎
2
) = 7880707.575 (105 −
3.2
2
)
1
100
= 8148651.633 𝑘𝑁. 𝑚

56
- The net strain in the tension steel is
𝜖 𝑠 =
𝑑 − 𝑥
𝑥
(0.003) =
105 − 3.766
3.766
(0.003) = 0.0806 > 0.005
- Thus, the section is tension controlled and the ∅ factor is 0.90, as assumed.
[∅ 𝑀 𝑛 = 0.9(8148651.633 ) = 7333786.47 𝑘𝑁. 𝑚] > [𝑀 𝑛 = 134.22 𝑘𝑁. 𝑚/𝑚] Ok
- Use 20.2 cm. thick slab, with #7@8 in. spacing as main reinforcement.

57
5.3.4 Design of Beams
Beams with equal tributary width and length were grouped together in order to
make the design process as time efficient as possible. The loads for each beam were
determined by using IBC and SBC as discussed above. A Manually design calculation was
then used to design one beam.
5.3.4.1 Beam Software Design
By placing the loads into the structural framing, the positive and negative design
moments were calculated. From these moment, according to the size of the beam was
determined, the area of reinforcing steel required to withstand the design moments was
determined. After division of beams on the scheme layout according to their similarity in
sections sizes and reinforcement. Found that there are 23 different types of beams.
Fig (5.15): Beams Distribution

71
5.3.4.2 Beam Manually Design
 Details:
- Sample Calculation of Beam 498 of type -11 (B19).
- 𝐿 = 8 𝑚, 𝑏 = 30 𝑐𝑚, and 𝑑 = 50 𝑐𝑚
Where; 𝐿 = 𝐿𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑠𝑝𝑎𝑛, 𝑏 = 𝑊𝑖𝑑𝑡ℎ 𝑜𝑓 𝑏𝑒𝑎𝑚 and 𝑑 = 𝐷𝑒𝑝𝑡ℎ 𝑜𝑓 𝑏𝑒𝑎𝑚
- 𝑓𝑦 = 60 𝑘𝑠𝑖 = 413685.437 𝑘𝑁/𝑚2
, 𝑓 ́ 𝑐 = 4 𝑘𝑠𝑖 = 27579.029 𝑘𝑁/𝑚2
.
𝑈 𝑜𝑓 𝑏𝑒𝑎𝑚 = 68.31 𝑘𝑁. (From RSAP)
- 𝑀 𝑢 = 61.63 𝑘𝑁. 𝑚. (From RSAP)
 Calculations:
- Selecting the reinforcing steel
𝜌 𝑟𝑒𝑞𝑑 =
0.85𝑓 ́ 𝑐
𝑓𝑦
(1 − √1 −
2𝑅 𝑛
0.85𝑓 ́ 𝑐
)
𝑅 𝑛 =
𝑀 𝑢
∅𝑏𝑑2
=
61.63
0.9 × 0.3 × 0.52
= 913.037 𝑘𝑁/𝑚2
𝜌 𝑟𝑒𝑞𝑑 =
0.85 × 4
60
(1 − √1 −
2 × 913.037
0.85 × 27579.029
) = 0.00251
𝐴 𝑠 = 𝜌𝑏𝑑 = 0.00251(30)(50) = 3.765 𝑐𝑚2
= 0.583 𝑠𝑞. 𝑖𝑛
Try 4- #4 bars 𝐴 𝑠 = 0.8 𝑠𝑞. 𝑖𝑛 = 5.16 𝑐𝑚2
.
- Check the solution using the selected steel
𝜌 =
𝐴 𝑠
𝑏𝑑
=
5.16
30 × 50
= 0.00344 > 𝜌 𝑚𝑖𝑛 = 0.033
𝜌 = 0.033 < 𝜌 𝑚𝑎𝑥 = 0.0180
Section is ductile and ∅ = 0.90
𝑎 =
𝐴 𝑠 𝑓𝑦
0.85𝑓 ́ 𝑐 𝑏
=
3.765 × 413685.437
0.85 × 27579.029 × 30
= 2.214 𝑐𝑚

72
∅𝑀 𝑛 = ∅ 𝐴 𝑠 𝑓𝑦 (𝑑 −
𝑎
2
)
= 0.9 × 5.16 × 10−4
× 413685.437 × (0.5 −
0.02214
2
) = 93.93 𝑘𝑁. 𝑚
So, ∅𝑀 𝑛 > 𝑀 𝑢 = 61.63 𝑘𝑁. 𝑚
- Check shear reinforcement.
𝑉𝑢 = 68.31 𝑘𝑁
∅𝑉𝑐 = 0.85√𝑓 ́ 𝑐 𝑏𝑑 = 0.85√27579.029(0.3)(0.5) = 21.17 𝑘𝑁
𝑉𝑢 = ∅𝑉𝑐 + ∅𝑉𝑠
∅𝑉𝑠 = 𝑉𝑢 − ∅𝑉𝑐 = 68.31 − 21.17 = 47.14 𝑘𝑁
𝑉𝑠 =
47.14
0.85
= 55.45 𝑘𝑁
𝑆 𝑚𝑎𝑥 =
30
2
= 15 𝑐𝑚

73
5.3.5 Design of Columns
The next step after designing beams is designing columns. Columns with equal
tributary width and length were grouped together in order to make the design process as
time efficient as possible. A Manually design calculation was then used to design one
Column.
5.3.5.1 Column Software Design
After division of columns on the scheme layout according to their similarity in
sections sizes and reinforcement. Found that there are 13 different types of columns. Every
type has 3 parts (a, b and c) as respectively 1st
floor column, ground floor column and
footing column.
Fig (5.17): Columns Distributions

74
Table (5.4): Type of Columns

75
Fig (5.18-a): Columns Design

76
Fig (5.18-b): Columns Design

77
Fig (5.18-c): Columns Design

78
Fig (5.18-d): Columns Design

79
Fig (5.18-e): Columns Design

80
Fig (5.18-f): Columns Design

81
Fig (5.18-g): Columns Design

82
Fig (5.18-h): Columns Design

83
Fig (5.18-i): Columns Design

84
Fig (5.18-j): Columns Design

85
Fig (5.18-k): Columns Design

86
Fig (5.18-l): Columns Design

87
Fig (5.18-m): Columns Design

88
5.3.5.2 Column Manually Design
 Details:
- Sample Calculation of Column 419 of type - 1-a (C20).
- 𝐿 = 3 𝑚 Where; 𝐿 = 𝐻𝑖𝑔ℎ𝑡 𝑜𝑓 𝑡ℎ𝑒 𝑐𝑙𝑜𝑢𝑚𝑛.
- 𝑓𝑦 = 60 𝑘𝑠𝑖 = 413685.437 𝑘𝑁/𝑚2
, 𝑓 ́ 𝑐 = 4 𝑘𝑠𝑖 = 27579.029 𝑘𝑁/𝑚2
.
- Reinforcing in the column is 5%, 𝐴 𝑠𝑡 = 0.05𝐴 𝑔.
Where; 𝐴 𝑠𝑡 = 𝑆𝑡𝑒𝑒𝑙 𝑎𝑟𝑒𝑎 and 𝐴 𝑔 = 𝐺𝑟𝑜𝑠𝑠 𝑎𝑟𝑒𝑎.
- 𝑃𝑢 = 88.65 𝑘𝑁 (From RSAP).
- 𝑀 𝑢 = 118.46 𝑘𝑁. 𝑚 (From RSAP).
 Calculations:
- Determine the factored axial load.
𝑃𝑢 = 88.65 𝑘𝑁
- Select the column dimension.
∅𝑃𝑛 = ∅0.8[0.85ƒ ́ 𝑐(𝐴 𝑔 − 𝐴 𝑠𝑡) + 𝐹𝑦 𝐴 𝑠𝑡]
88.65 = 0.65 × 0.8[0.85 × 27579.029 (𝐴 𝑔 − 0.05𝐴 𝑔) + 413685.437 × 0.05𝐴 𝑔]
𝐴 𝑔 = 0.0039688 𝑚2
= 39.688 𝑐𝑚2
, Use 30 𝑐𝑚 × 45 𝑐𝑚 = 1350 𝑐𝑚2
- Select the longitudinal steel.
𝐴 𝑠𝑡 = 0.05𝐴 𝑔 = 0.05 × 1350 = 67.5 𝑐𝑚2
/𝑚2
.
Use steel 4 ∅ - #16 bars.
- Check if the column short or long.
𝐼 =
𝑏ℎ3
12
So, 𝐼 𝑥𝑥 𝑚𝑖𝑛 =
30×453
12
= 227812.5 𝑐𝑚3
𝑟 𝑚𝑖𝑛 = √
22781205
1350
= 12.9 𝑐𝑚
λ =
(α×L)
𝑟 𝑚𝑖𝑛
=
0.5×300
12.9
= 11. < 40 So, it is short column.

89
5.3.6 Design of Footing
After the completion of the design of columns, the last step remained in the
structural design, it is design of footing. Footing is the base supports of the structure were
assigned as fixed. The group designed individual spread footings for the resulting columns.
The group referenced a geotechnical report completed by the RGME Company. The
geotechnical report described the soil layers and properties. The soil layer in which the
spread footings would be supported by had a bearing capacity of q 𝑢 = 1.5 𝑘𝑔/𝑐𝑚2
. Since
the concrete columns resist both axial forces and moment forces, the footings were
designed with to resist for vertical pressure and overturning. To avoid overturn failure, the
footings are designed so that the entire footing applies downward on the soil and no uplift
force is present. A Manually design calculation was then used to design one footing.
5.3.6.1 Footing Software Design
Since there is a one footing under each column, the distribution of foundation is
very similar to the distribution the columns. So, found that there are 13 different types of
foundation as shown in the Figure and table below.
Fig (5.19): Foundation Distribution

90
Table (5.5): Type of Foundation

91
Fig (5.20-a): Footing Design

92
Fig (5.20-b): Footing Design

93
Fig (5.20-c): Footing Design

94
Fig (5.20-d): Footing Design

95
Fig (5.20-e): Footing Design

96
Fig (5.20-f): Footing Design

97
Fig (5.20-g): Footing Design

98
5.3.6.2 Footing Manually Design
 Details:
- Sample Calculation of Footing 19 of type-1 (F10).
- 𝐻 = 3 𝑚. Where; 𝐻 = 𝐻𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑡ℎ𝑒 𝑐𝑙𝑜𝑢𝑚𝑛.
- 𝑓𝑦 = 40 𝑘𝑠𝑖 = 275790.29 𝑘𝑁/𝑚2
, 𝑓 ́ 𝑐 = 3 𝑘𝑠𝑖 = 20684.27 𝑘𝑁/𝑚2
.
- 𝑞 𝑎 = 150 𝑘𝑁/𝑚2
- 𝐹 = 244.32 𝑘𝑁
- 𝑀 𝑢 = 50 𝑘𝑁. 𝑚
 Calculations:
- Determine the soil and footing weights.
Assume a footing thickness of 35 cm. with a minimum cover of 5 cm. this gives a
d value of about 30 cm.
- Compute the footing weight and soil weight.
𝐹𝑜𝑜𝑡𝑖𝑛𝑔 𝑊𝑒𝑖𝑔ℎ𝑡 = 0.3 × 25 = 7.5 𝑘𝑁/𝑚2
𝑆𝑜𝑖𝑙 𝑊𝑒𝑖𝑔ℎ𝑡 = 0.5 × 12.6 = 6.3 𝑘𝑁/𝑚2
- Effective soil pressure and required area of footing.
𝑞 𝑒 = 150 − (7.5) − (6.3) = 136.2 𝑘𝑁/𝑚2
𝐴 𝑟𝑒𝑞 =
244.32
136.2
= 1.79 𝑚2
- Use footing 1.50 𝑚 × 1.50 𝑚.
- Factored bearing pressure for design of concrete.
𝑞 𝑢 =
342.048
1.50 × 1.50
= 152.021 𝑘𝑁/𝑚2

99
- Depth required to resist punching shear.
𝑏0 = 2(0.3) + 2(0.45) = 1.5 𝑚
𝑉𝑢2 = ((1.50 × 1.50) − ((1.5 − 0.45) × (1.5 − 0.3)) × 152.021 = 150.5 𝑘𝑁
𝑑 =
150.5
0.85×4√20684.27 ×1.5
= 0.205 𝑚 < 0.3 𝑚 Ok
𝑑 =
150.5
0.85 × (
30 × 0.6
1.5
+ 2) × 4√20684.27 × 1.5
= 0.014 𝑚 < 0.3 𝑚 Ok
- Depth required to resist One-way shear.
𝑉𝑢1 = 1.50 × 0.675 × 152.021 = 153.92 𝑘𝑁
𝑑 =
153.92
0.85 × 2√20684.27 × 1.50
= 0.25 𝑚 < 0.3 𝑚
- Select the steel area.
Use minimum 𝜌 = 0.005
𝐴 𝑠= 𝜌𝑏𝑑 = 0.005 × 1.5 × 0.6 = 0.0045 𝑚2
= 45 𝑐𝑚2
= 6.97 𝑖𝑛2
Use steel 7 ∅ - #9 bars in both directions.

100
5.3.7 Diagrams and Figures from RSAP
Fig (5.21): 3D View of Designed Beam
Fig (5.22): 3D View of Designed Column

101
Fig (5.23): 3D View of Designed Footing
Fig (5.24): Front View of Designed Footing

102
Fig (5.25): 3D View of Bending Moment Map

103
Fig (5.26): Top View of Bending Moment Map

104
Fig (5.27): 3D View of Shear Force Map

105
Fig (5.28): Top View of Shear Force Map

106
Fig (5.29): 3D View of Displacement Map

107
Fig (5.30): Top View of Displacement Map

108
Fig (5.31): 3D View of Bending Moment Diagram

109
Fig (5.32): Front View of Bending Moment Diagram

110
Fig (5.33): 3D View of Shear Force Diagram

111
Fig (5.34): Front View of Shear Force Diagram

112
6. CONCLUSION AND RECCOMENDATION
6.1 Conclusion
This project demonstrated the group’s knowledge of civil engineering while also
dealing with a few unique structural engineering design aspects that could be involved in
real world applications. The project allowed each group member to demonstrate and put
into use the knowledge gained throughout the JUC education process while gaining
experience working within a team setting. The project also allowed the group members to
accomplish independent study on topics not fully covered in JUC courses. This gave the
group members valuable practice and knowledge in educational application and
independent study that can be used as the member’s progress into their civil engineering
careers. The project allows for future investigation, including but not limited to,
construction management and a fully developed cost estimate. Mechanical, electrical, or
fire protection majors could also expand on the project by investigating designs for each of
their respective areas of expertise. As with any project, the group anticipated problems that
arose during the design and analysis process. The group used personal experience and
reasoning to guide the group through the problems. With guidance from the project
advisors the group completed a thorough analysis and final professional engineering report
of the building.
There are something else has been gained, it is the knowledge and observance of
the principles, skills and steps that is required for engineers. And the most important things
to pay attention for the design are safety and cost.
The results obtained from RSAP have been compared by manual design and found
to be in acceptable range. The design constraints of economy and community service are
also achieved.
Once this building will be ready it will serve the community in Jubail Industrial city
to provide better services and opportunities for business.

113
6.2 Recommendation
This section discuss the group’s final recommendations for the proposed building.
It is possible that this project is to be complete and ideally better because lacking for several
things. This project included the design of civil engineering, structural and foundation
design. It was planned to be the design of the parking area and stairs and pay attention to
the environmental aspects of the building that could have an effect. But because lack of
time and the difficulty of learning software related thereto have been satisfied with what
has been done.
The results obtained by RSAP are available. Hence, it can be recommended for use.
The commercial building project may be adopted by royal commission for serving the local
community.

114
7. REFERENCES
1- Chu-Kia Wang, Charles G. Salmon and josé A. Pincheira, (2007). "Reinforced
Concrete Design,"7th
Edition. John Wiley and Sons, Inc.
2- American Concrete Institute (ACI), (20011). "Code and commentary (ACI 318-
11)". ACI.
3- American Society of Civil Engineers (ASCE 7-05), (2005). "Minimum Design
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