‫بسم هللا الرحمن الرحيم‬
An- Najah National University
Faculty of Engineering
Department of Civil Engineering
Graduation Project
Supervised By
Eng.Ibrahim Mohammed
Prepared by:
Husam Hijawi
Jafar Abu Alrub
Yousef Abu Shamleh
2009/2010
Graduation Project title:
DESIGN OF FACULITY OF ENGINEERING AND
INFORMATION TECHNOLOGY IN ARAB AMERICAN
UNIVERSITY-JENIN
Main topics
 Chapter one: Introduction
 General
 Materials
 Loads
 Codes and standards
 Building structural system
Main topics
 Chapter two: Preliminary Design
 Slab systems and design
 Beam design
 Column design
Main topics
 Chapter Three: Three Dimensional Structural Analysis
and Design
 General
 Property/Stiffness Modification Factors
 Structural Model Verification
 Design of Slabs
 Design of Beams
 Design of Columns
 Design of Footings
 Design of stair and shear wall
Chapter One
Introduction
 General:
This is a graduation project that introduces analysis and design of reinforced
concrete structure. This structure is the building of faculty of Engineering
and Information Technology in the Arab American University in Jenin. The
building was analyzed and designed using the primary principles of
structure by using the most modern analysis of structures, three
dimensional structural analyses and design.
The building is composed of two blocks, block 1 consists of four floors with
an area of 685.75 m2 and block 2 consists of four floors with an area of
667.5 m2.
Chapter One
Introduction
The ground floor includes chambers, lectures halls and academics offices.
The first floor includes cafeteria, chambers, lectures halls and academics
offices.
The second floor includes lectures halls, manual drawing rooms,
networks lab, communications lab, computers lab, engineering
workshop and services center.
And the third floor includes library and reading halls.
The elevation for each floor is equal to 3.85 m, and the total height of
building is equal 17.2 m.
Chapter One
Introduction
Chapter One
Introduction
Materials:
Structural elements:
 Concrete
The cylindrical compressive strength of concrete at 28 days, fc` is 240
kg/cm2 which is equivalent to fcu of 300kg/m2 cube test.
 Steel
The yield strength of the used reinforcing bars fy is 4200kg/cm2.
There are non structural materials that are used in the structure which are:
 Blocks.
 Masonry stone.
 Tiles.
 Filling under tiles.
Chapter One
Introduction
 Loads:
There are two main types of loads:
 Gravity loads:
Live load: It comes from the people, machines and any movable objects in the
buildings. The amount of live load depends on the type of the structure. In this
project the live load is:
0.3 ton/m2 (class room).
0.5 ton/ m2 (corridors and stairs)
0.6 ton/ m2 (library).
0.2ton/m 2 (roof).
2.5ton/m2 (stair roof)
Dead load: it is consisting of own weight of the structure and any permanent
components. The super imposed dead load is 0.5 ton/m2.
Snow loads: this project constructed in Jenin that no snow in this area, so snow
load will be neglected
Chapter One
Introduction
 Lateral load
Seismic loads:
The structure is located in Jenin area which is classified as zone 2B according
to Palestine seismic zones.
The UBC97 code seismic parameters are as follows:
 The seismic zone factor, Z= 0.2.
 The soil is very dense soil and soft rock, so the soil type is Sc.
 The importance factor, I= 1.0 .
 The ductility factor, R= 5.6.
 The seismic coefficient, Ca=0.24.
 The seismic coefficient, Cv=0.32.
Chapter One
Introduction
 Codes and Standards:
The structure is designed using practice codes and specifications that control
the design process and variables.
The following codes and standards are used in this study:
 ACI 318-05: American concrete institute provisions for reinforced
concrete structure design.
 UBC-97: code which is used here for seismic load parameters
determination.
 IBC 2009: Code which is used here for line load determination.
 ASTM: For material specifications.
Chapter One
Introduction
• Building Structural System:
The slabs structural system is formed of one way and two way ribbed
slabs with hidden interior beams and drop perimeter beams. The beams are
supported by separate columns which are the main vertical structural
elements. The building structural system is formed of perimeter and stair
case shear walls which is the main lateral forces resisting structural system,
in addition to the building frames of beams and columns.
Chapter Two
Preliminary Design
Chapter Two
Preliminary Design
 Slab Systems and Design:
 Two way ribbed slab:
The deflection is the most important factor that controls the slab thickness,
Minimum thickness of two way ribbed slab typically ranged from (L/21L/25).
hmin = L/24 = 930/24 = 38.75 cm, use 40cm
Chapter Two
Preliminary Design
 Dead load:
Slab own weight= 0.8 ton/m2
Masonry Wall own weight= 1.77 ton/m
Super imposed load=0.5 ton/m2
The moment in ribs are distributed in two directions. The value of
moment in each direction depends on the loads, panel aspect ratio,
panel continuity, and beam-slab relative stiffness.
 In this chapter one panel was designed, panel dimension 9.2mX7m so the
load distribution :
L short/L long=7/9.2=0.76
The short direction takes 0.75 of load and the long take 0.25.
Chapter Two
Preliminary Design
 Ribbed in the Short direction:
Wu = (2.04)(0.75) =1.53 ton/m2 = 0.842ton/rib.
Mn-ve = 4.58 ton.m.
Rn = 22.32
𝜌 =5.64 x10-3 >𝜌min
As=3.13 cm2.
Use 2 Ф14.
Mn +ve = 3.28 ton.m.
Rn= 4.36
𝜌 =5.21x10-4.
As=1cm2
As min= 1.733 cm2.
Use 2 Ф12
Chapter Two
Preliminary Design
 Ribs in long direction:
Wu = (2.04)(0.25) = 0.51 ton/m2 = 0.28 ton/rib.
Mn = 2.67 ton.m.
Rn = 12.99
𝜌 = 3.210-3 < 𝜌min
As = 1.85 cm2.
Use 2 Ф12.
Mn = 1.9 ton.m.
Rn= 2.82
𝜌 = (6.67)(10-4)
As= (0.667)(10-3)(55)(37) =1.36 cm2.
As-min = (3.3)(10-3)(15)(35) =1.85 cm2 > As =1.36 cm2 → use As-min = 1.85 cm2.
Use 2 Ф12.
Chapter Two
Preliminary Design
 One way ribbed slab:
 Own weight = (0.4)(1)(0.32)(1.2) +(0.15)(1)(0.32)(2.5) +
(1)(0.55)(0.08)(2.5) = 0.385 ton/m2 = 0.7 ton/rib
Chapter Two
Preliminary Design
 Beam design:
Generally, concrete beams have a rectangular cross section
since it is easy to be constructed in the field
All beams must be able to resist shear, bending moments, and
torsional stresses
Chapter Two
Preliminary Design
 Beam4:
Beam width = 80 cm, and depth = 40 cm.
Chapter Two
Preliminary Design
Chapter Two
Preliminary Design
Chapter Two
Preliminary Design
 Beam4:
Design for flexure:
 Negative moment:
Mu-ve = 33.88 ton.m.
Mn = 37.64 ton.m.
𝜌 = 0.0102 > 𝜌min
As = 28.6 cm2.
Use 8 Ф22
 Positive moment:
Mu+ve = 42.86 ton.m.
Mn = 47.62 ton.m.
𝜌 = 0.0134 > 𝜌min
As = 37.6 cm2.
Use 10 Ф 22
Chapter Two
Preliminary Design
 Beam4:
 Design for Shear:
Vu = 30.05 ton.
Ф Vc = 17.24 ton
Vu > Ф Vc shear reinforcement required
for Av/S = 0.067
S=Av/(Av/S) =1.57/0.067 = 23.43 cm < max = d/2 = 26.5
Use 1Ф10/20 cm
For Av/S = 0.120
S =1.57/0.120 = 13.1 cm < max
Use 1Ф10/13 cm
Chapter Two
Preliminary Design
 Column Design:
Columns are structural elements used primarily to support axial
compressive loads, that coming from slabs or beams above.
Practically columns are subjected not to axial loads but also to moment from
direct loading or end rotation.
Chapter Two
Preliminary Design
 Column 26:
Pu = (57.64)(4) = 230.56 ton.(57.64: reaction from SAP2000)
Assume dimension (40cmX60cm)
r = (0.3)(0.6) = 0.18
Kl/r=(1)(3.65)/0.18 = 20.28 ≤ 34.
So its short column.
Assume ρ = ρmin = 1%
Ag = (0.4)(0.6) = 0.24m2.
Ф Pn = 304.46 ton ≥ 230.56 ton. →so the column is safe to carry axial load.
Chapter Two
Preliminary Design
 Column 26:
 Check for buckling:
Ф Pcr = [(0.7)(π2)(20)(105)(0.4)(0.6)(0.43)/(12)]/((1)(3.65))2
Ф Pcr =1327 ton ≥ 230.56 ton. → ok
As = (0.01)(60)(40) = 24cm2.
use 12 Ф 16, Figure 2.12
 Shear reinforcement:
ties spacing < 30cm
<(16)(1.6)=25.6cm
<(48)(1)=48cm
Use 2 Ф/25cm.
Chapter Three
Three Dimensional Structural Analysis and Design
•General:
This chapter includes 3D model for the first and second block
in the project. The sections for slabs, beams, and columns are
defined.
Structural analysis comprises of set of physical and
mathematical laws required to study and predict the behavior of
structures under a given set of actions. The structural analysis of the
model is aimed to determine the external reactions at the supports
and the internal forces like bending moments, shear forces, and
normal forces for the different members. Theses internal member
forces are used to design the cross section of three elements.
Chapter Three
Three Dimensional Structural Analysis and Design
Property/Stiffness Modification Factors
Chapter Three
Three Dimensional Structural Analysis and Design
One way slab system(y-direction):
Membrane f11modifier=(A2/A3)= 0.044/0.22 = 0.2
Membrane f22 modifier =(A1/A3)= 0.092/0.22 = 0.418
Membrane f12 modifier = (A2/A3)= 0.044/0.22 = 0.2
Bending m11 modifier = 0.25*( I2/ I3) = 0.25*(2.3467e-5/2.933e-3) = 0.002
Bending m22 modifier = 0.25*( I1/ I3) = 0.25*(2.3467e-5/2.933e-3) = 0.139
Bending m12 modifier = 0.25*( I2/ I3) = 0.25*(2.3467e-5/2.933e-3) = 0.002
Shear v13 modifier = (A2/A3)= 0.044/0.22 = 0.2
Shear v23 modifier = (A1/A3)= 0.092/0.22 = 0.4 18
Mass m modifier = (M 1 way rib / M solid) = (0.7/1)= 0.7
Weight w modifier = (9.81*M 1 way rib/ 9.81*M solid)= (0.7/1)= 0.7
Chapter Three
Three Dimensional Structural Analysis and Design
Check equilibrium:
Block one:
The total building dead load = 6920.94ton
The total building live load= 1235.132ton
From SAP2000: total dead load= 6781.38ton
Total live load= 1230.26ton
Error % in dead load=2.02 %< 5%
Error % in live load= 0.40 %< 5%
ok.
ok.
Chapter Three
Three Dimensional Structural Analysis and Design
Check equilibrium:
Block Two:
The total building dead load = 7789.2ton
The total building live load= 1374.6 ton
From SAP2000: total dead load= 7612.3ton
Total live load= 1372.73ton
Error % in dead load=2.27 %< 5%
Error % in live load= 0.17 %< 5%
ok.
ok.
Chapter Three
Three Dimensional Structural Analysis and Design
Compatibility check:
Chapter Three
Three Dimensional Structural Analysis and Design
Compatibility check:
Chapter Three
Three Dimensional Structural Analysis and Design
Chapter Three
Three Dimensional Structural Analysis and Design
Beams of Block 2
Area of steel due to moment and torsion
Moment
Beam
Dimension of beam
(bXh)(cmXcm)
Area of steel(cm²) +ve
Area of steel(cm²) -ve
station
span
2
B38
Shear
Bottom
As min
As provided
Left
8.535
13.86
13.86
Middle
13.795
13.86
13.86
Right
10.085
13.86
Left
8.075
Middle
Right
# of bars
Av/s (cm²/cm)
# of bars
Top
As min
As provided
# of bars
16.605
13.86
16.605
12Φ20
0.884
4Φ10/8
5.955
13.86
13.86
12Φ12
0.328
4Φ10/15
13.86
14.765
13.86
14.765
12Φ14
0.834
4Φ10/8
13.86
13.86
12.765
13.86
13.86
12Φ12
0.254
4Φ10/8
10.525
13.86
13.86
6.215
13.86
13.86
12Φ12
0.444
4Φ10/12
7.325
13.86
13.86
12.225
13.86
13.86
12Φ12
0.549
4Φ10/8
12Φ12
120X40
3
12Φ12
Chapter Three
Three Dimensional Structural Analysis and Design
Columns
Floors
1st floor
2nd floor
3rd floor
4th floor
5th floor
Details
C1
C2
C3
C4
C5
C6
C7
C8
C9
C10
Section
50*50
40*40
60*40
40*40
40*40
70*40
60*40
50*40
50*40
60*40
rebar percentage
1.15%
1.00%
1.72%
1.00%
1.00%
2.34%
1.24%
1.00%
1.00%
2.03%
AS
28.75
16
41.28
16
16
65.52
29.76
20
20
48.72
# of bars
12Ф18
8Ф16
14Ф20
8Ф16
8Ф16
14Ф25
12Ф18
10Ф16
10Ф16
16Ф20
Section
50*50
40*40
60*40
40*40
40*40
70*40
60*40
50*40
50*40
60*40
rebar percentage
1.15%
1.00%
1.07%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.48%
AS
28.75
16
25.68
16
16
28
24
20
20
35.52
# of bars
12Ф18
8Ф16
12Ф18
8Ф16
8Ф16
14Ф16
12Ф16
10Ф16
10Ф16
14Ф18
Section
50*50
40*40
60*40
40*40
40*40
70*40
60*40
50*40
50*40
60*40
rebar percentage
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
AS
25
16
24
16
16
28
24
20
20
24
# of bars
12Ф16
8Ф16
12Ф16
8Ф16
8Ф16
14Ф16
12Ф16
10Ф16
10Ф16
12Ф16
Section
50*50
40*40
60*40
40*40
40*40
50*40
60*40
50*40
50*40
60*40
rebar percentage
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
AS
25
16
24
16
16
20
24
20
20
24
# of bars
12Ф16
8Ф16
12Ф16
8Ф16
8Ф16
10Ф16
12Ф16
10Ф16
10Ф16
12Ф16
Section
50*50
40*40
60*40
40*40
40*40
50*40
60*40
50*40
50*40
60*40
rebar percentage
1.00%
1.47%
1.20%
1.13%
1.00%
1.00%
1.00%
1.00%
1.00%
1.00%
AS
25
23.52
28.8
18.08
16
20
24
20
20
24
# of bars
12Ф16
8Ф20
12Ф18
8Ф18
8Ф16
10Ф16
12Ф16
10Ф16
10Ф16
12Ф16
Chapter Three
Three Dimensional Structural Analysis and Design
Footing:
Footings are defined as the substructure whose function is to transmit safely the
concentrated column or wall reactions to the soil stratum.
footings which used in this project can be classified into the following types:
1) Isolated footing: they have rectangular, square, or circular shape. This type of
footing is used for small loads, and/or large soil allowable bearing capacity.
2) Combined footing: it is used to connect two columns if columns are very close to
each other, or to connect edge column with interior column to have uniform
pressure footing.
3) Wall footing: it is a continuous footing along the length of the wall.
Chapter Three
Three Dimensional Structural Analysis and Design
ID
Gravity
Service
(ton)
Seismic
Service
(ton)
gravity
area
(m)
seismic
area
(m)
control
area
(m)
Dimensions
(mXm)
PU
( ton)
H
(cm)
Reinforcement /m
F1
490
659
9.80
10.14
10.14
3 x 3.4
739
90
10Φ16
F2
400
532
8.00
8.18
8.18
2.9 x 2.9
553
75
10Φ14
F3
361
394
7.22
6.06
7.22
2.7 x 2.7
461
65
10Φ14
F4
283
329
5.66
5.06
5.66
2.2 x 2.5
361
65
9Φ14
F5
243
268
4.86
4.12
4.86
2.1 x 2.3
305
60
8Φ14
F6
214
250
4.28
3.85
4.28
2 x 2.2
273
55
8Φ14
F7
185
247
3.70
3.80
3.80
2x2
255
55
8Φ14
F8
168
229
3.36
3.52
3.52
1.9 x 1.9
243
50
8Φ14
F9
140
173
2.80
2.66
2.80
1.7 x 1.7
175
45
7Φ14
F10
118
160
2.36
2.46
2.46
1.5 x 1.7
169
45
7Φ14
F11
107.41
117.55
2.15
1.81
1.5 x 1.5
136
40
7Φ14
F12
87
105
1.74
1.62
1.74
1.4 x 1.4
109
40
7Φ12
F13
55.73
56.45
1.11
0.87
1.11
1.1 x 1.1
69
40
7Φ12
F14
36.7
41.51
0.73
0.64
0.73
1x1
47
40
7Φ12
2.15
Chapter Three
Three Dimensional Structural Analysis and Design
Chapter Three
Three Dimensional Structural Analysis and Design
Design Of Shear Walls:
Shear walls are vertical elements of the horizontal force resisting system

Shear walls should be located on each level of the structure, to form an effective box
structure, equal length shear walls are preferred to be placed symmetrically on all
exterior walls of the building.
Shear walls must provide the necessary lateral strength to resist horizontal earthquake
forces. When shear walls are strong enough, they will transfer these horizontal forces
to the next element in the load path below them.
Chapter Three
Three Dimensional Structural Analysis and Design
Shear wall (SW 6):
Vertical reinforcement:
Pu = 300 ton, Mu = 1150 ton.m
ρmin = 0.0012 , h = 8.1 m , b = 0.2 m.
As min = 19.44 cm2
As min for each face = 19.44/2 = 9.72 cm2
Use 1 Ф12 / 25 cm.
Horizontal reinforcement:
ρmin = 0.002 , h = 8.1 m , b = 0.2 m.
As min = 32.4 cm2
As min for each face = 32.4/2 = 16.2 cm2
Use 1 Ф12 / 25 cm.
As result, for all shear walls:
Vertical reinforcement:
Use 1 Ф12 / 25 cm.
Horizontal reinforcement:
Use 1 Ф12 / 25 cm
Chapter Three
Three Dimensional Structural Analysis and Design
Design Of Stairs:
In this section stairs was designed, started by estimating the dead load and live load
for this stairs, then performed and analyzed as simply model by SAP2000 program and
took the deflection, shear and moment on it.
Thickness of slab:
One end continuous
t =L/24
t = 4.7/24 = 0.196 m, use 20 cm thickness
Chapter Three
Three Dimensional Structural Analysis and Design
Chapter Three
Three Dimensional Structural Analysis and Design
Section A-A reinforcement
Thanks for listening