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GRADUATION PROJECT

PALESTINE ISLAMIC BANK
by

Tayseer Musmar

on 18 May 2013

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Transcript of GRADUATION PROJECT

Structural Design of
Palestine Islamic Bank An-Najah National University Engineering Faculty
Civil Engineering Department 2013 Prepared by:
* Tayseer musmar
* Raid Eid Supervised by:
Eng. Ibrahim Mohammed Abstract :

* One of the most important feature of this project is that it was designed architecturally in the academic year 2007/2008 according to modern international standards by the student Sufyan Sa'abneh and was supervised by professors of architecture department in An-Najah National University.

* This project deals with the analysis and design of reinforced concrete central bank which will be designed as an islamic bank.

* The interest in the luxury and attractive architectural design become one of this era requirements, which prompts us to keep up with these things by modern, safe and economical structural systems that achieve structural and architectural purposes. Introduction :
This project consist of 12 floors as follow:

FloorArea (m2)
Basement 3,2 and 1 3550
Ground floor and first floor 2470
Second and third floors 1710
Fourth floor 1310
Fifth, sixth, seventh and eighth floor 650 Site investigation and type of soil:

This project will be constructed in the main street of RAFIDYA / NABLUS to enhance the reputation of this type of bank by modern architectural design and luxury with a perfect, safe, economic, and modern structural system.

the soil is assumed to be very dense and soft rock with allowable bearing capacity (qall) equal to 300KN/m2 OBJECTIVES :
* The essence of the graduation project and practical life is to face such problem and transform architectural plans for structural design.

* Simulating the structure and all applied loads by computer software and using principles of structural design to obtain the perfect design. What we accomplished in this part of graduation project :

* We collect all of the necessary data that related to the project: materials, loads and load combinations, site investigation and seismic factors.

* Make a new distribution of the columns centers in the floors, and modified the architectural plans based on this distribution.

* Choosing the proper structural system.
* Preliminary design of beams, slabs and columns by hand calculations.
* Design two frames and one strip of one way slab.
*Preparing all the necessary data that we need to simulate the project into 3D-modeling by SAP 2000. Materials:
Structural elements:
*Concrete :
compressive strength (f'c) = 24 MPa
modulus of elasticity (E) = 23000 MPa.

*Steel :
yielding strength (Fy) = 420 MPa
modulus of elasticity (E) = 200 000 MPa Non-structural element:

Material Unit weight, γ ( KN/m³ )
Blocks 12
Tiles 27
Concrete 23
Plastering 23
Stone 27
filling 20 ACI 318-08 (American Concrete Institute).

IBC (International Building Code).

JORDANIAN CODE

UBC 97

ISRAEL standard SI413 Building codes Load Combinations THE USED LOADS COMBINATIONS AS A FOLLOWS:

-COMB. 1: 1.2D+1.6L
-COMB. 2: .9D-1E
-COMB. 3 : .9D+1E
-COMB. 4: 1.2D+1L-1E
-COMB. 5: 1.2D+1L+1E
-COMB. 6: 1.4D

Where:
D: DEAD LOADS
L: LIVE LOADS
E: EARTHQUACK LOADS LOADS - DEAD LOADS :
own weight of the structural elements , like a beams , columns, slabs, etc.

- SUPERIMPOSED DEAD LOADS:
Weight of the nonstructural elements, like a block, aggregate, tiles, etc.
MATERIALS DENSITY (KN/M3) THICKNESS (M)
Plastering 23 0.02
Tiles 27 0.04
Fill 17 0.15
Concrete mortar 23 0.02

The value of superimposed dead loads equal 4.5 KN/M2
Live loads:

The values of live loads taken from code IBC-2009 , TABLE 1607.1, and it was as a follows:

TYPE OF BUILDING LIVE LOAD (PSF) LIVE LOAD (KN/M2)

Office 50 2.5
Corridors 100 5
Garages 40 2
Halls 100 5 Preliminary Design * The first assumption for columns dimensions 0.8x0.8 M.

* The dimension of beams and one way slab depend on it's length according to table 9.5 (a) in ACI code to prevent and control deflection. * Preliminary Design Of Slabs: Depending on the expected natural behavior of the slabs, there are two categories of slabs. The structural system that will be used is one way and two way solid slab.

* One way solid slab : ( L/B > 2) Thus h= l/28= 8.2/28=.29.3 m according to table 9.5 (a) ACI - CODE Preliminary design of columns * The first step was to detrmine the tributary area for each column in each floor by using Auto-CAD 2012. * The second step was to compute the total ultimate loads that comes from slab own weight and any dead load either comes from the own weight for structural element or from S.I.L also the live load for each column area. * Then all of columns were be divided into catagories to make them groups to be able to compute the diemension and the reinfocment. - The equation used to calculate gross sectional area for each column obtained from ACI2008-CODE sec.10.1 shown below:

pn=0λ{.85f’c (Ag-As)+FyAs}

where:
0: strength reduction factor=.65 for tied column
λ:.8 for tied column
pn: total ultimate load the section can resist (N)
f’c: compressive strength of concrete for 28 days (MPa)
Ag: gross sectional area (mm2)
As: area of steel (mm2)
Fy: yield stress for steel (MPa)
- Reinforcement ratio was 1% / / Final Step : Preparing All The Necessary Data That Will Be Entered To SAP 2000 As usual begins with the unites :
Units :
- KN,m,c.

Define the materials that will be used:
- Concrete:
where F'c = 24 MPa , unit weight = 25 KN\m3 and E = 2.3 x 104 MPa.
- Steel:
where Fy = 420 MPa.
- Frame sections:
* Beam 1: 0.5 x .75 m
* Beam 2: 0.6 x 1.3 m
* Ring beam : 0.6 x .75 m - Columns :
Group 1: .3 x.3 m
Group 2: .4 x.4 m
Group 3: .5 x .5 m
Group 4: .55 x .55 m
Group 5: .65 x .65 m
Group 6: .7 x .7 m
Group 7: .75 x .75 m
Group 8: .8 x .8 m
Group 9: .85 x .85 m
Group 10: .9 x .9 m
Group 11: .95 x .95 m
Group 12: 1 x 1 m
Group 13: 1.05 x 1.05 m
Group 14: 1.1 x 1.1 m
Group 15: 1.2 x 1.2 m Area sections:
- Slab:
Zone 1, two way: 0.25 m.
Zone 2, two way : 0.30 m.
Zone 3, one way : 0.30 m

- Shear walls:
Shear wall: 0.3 m. Design Of To Way Solid Slab According to ACI code the equation that will govern the thickness of two way slab is :

h=(ln(0.8+fy/1400))/(36+9β)
If αm≥2
where :
- αm is the average of all α for each panel
α =(stiffness of beam )/(stiffness of slab ) = Ibeam/Islab Based on the length of spans that we have there are two categories :
1- h= .25 m
ans the second zone where h = .3 m The second step was to ensure that αm≥2. Thus, the moment of inertia was computed for each beam divided by the moment of inertia for the strip of the slab that contains that beam to check αm.
which was more than 2. Design of a frame in two way zone This is the modeling for the frame that was chosen. Then the applied loads was computed by tributary area and get the B.M.D which is distributed for C.S and M.S and the the moments that goes for the beam by using direct design method.
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