An-Najah National University Engineering College Civil Engineering Department

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An-Najah National UniversityEngineering
CollegeCivil Engineering Department
Graduation Project Three Dimensional analysis
And Design Of AL-ARAB HOSPITAL
Supervised by Ibrahim Mohammad Arman
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(No Transcript)
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Objective

• Scientific benefit
• compiling of information which were studied in
  several years of studying and styling it in a
  study project.
• Analysis and study of an existing building

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Contents

• CH.1 Introduction
• CH.2 Preliminary Design
• CH.3 3.D modeling and Final Design
• CH.4 Stairs And Ahear Walls Design
• r
• eliminary Design
• PrPreliminary Designeliminary Design

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Chapter OneIntroduction
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Project Description
CH.1 introduction

• Fourteen floor building, with area 1586.6m² for
  each floor
• At Al-Rayhan_suburb in Ramallah city.
• Soil bearing capacity 400 kN/m²
• The building consists of two parts separated by a
  structural joint.
• The building will be designed as Waffle slab with
  hidden beams system.

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CH.1 introduction
Design Determinants

• Materials
• Concrete
• For slabs and beams
  concrete B400
• Fc
  32 MPa
• For Columns concrete B450
• Fc
  36 MPa
• Reinforcing Steel Steel GR60
• 
  Fy 420 MPa

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CH.1 introduction
Design Determinants

• Loads
• Gravity loads
• Dead loads static and constant loads. Including
  the weight of structural elements.
• super imposed
  dead loads (SDL) 4.3 kN/m2.
• Live loads that depend on the type of structure
  and include weight of people, machine and any
  movable objects in the building .
• ...
  (LL) was considered to be 4 kN/m2.
• Lateral loads
• Earthquake seismic factor for zone 2A 0.15 ,
  (Z0.15)
• risk category (IV) then importance factor, I
  1.5
• response modification coefficient, R 4.5
• Soil Ko coefficient of lateral earth pressure
  at rest. 0.5
• ?s unit weight for soil 20
  kN/m3.

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CH.1 introduction
Design Determinants

• Codes and standards
• ACI 318-08 American Concrete Institute.
• IBC-09 International Building code .
• Jordanian code 2006
• ASCE 7 10 American Society of Civil
  Engineers2010.
• Israel standard SI 413 1995, amendment no.3
  2009

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• Chapter TwoPreliminary Design

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Preliminary Design
Plan View
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Preliminary Design

• Comparison
• Which system is more suitable to use ??
• Two-way solid slab with drop beams
• Two-way waffle slab with hidden beams

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Preliminary Design
Plan View
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CH.2 Preliminary Design
Two-Way Solid Slab With Drop Beams

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CH.2 Preliminary Design
Waffle Slab
 
flange width 820 mm flange depth 80 mm web
width 150 mm web depth 320
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CH.2 Preliminary Design
Waffle Slab
checks

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CH.2 Preliminary Design
Waffle Slab

• Beams dimensions
• Hidden beams
• Beams from (B 1 - B 19)
• Width700mm Depth 400mm
• Beams (B 20,B 21,B 22)
• Width 900m m Depth 400mm
• 
  
• Beams (B 23, B 24, B 25)
• Width 1300mm Depth 400mm

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CH.2 Preliminary Design
Design of Column

• Column (27.N).

 
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CH.2 Preliminary Design
Design of Column
check
 
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CH.2 Preliminary Design
Cost Analysis
Good quality and minimum cost are necessary
requirements in an engineering design. Two
system satisfies the good quality (solid slab
with drop beams , waffel slab with hidden beams
). Cost snalysis to detrmin economical system
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CH.2 Preliminary Design
Cost Analysis
Solid slab system
Item Steel weight (Kg) Concrete volume (m3)
Beam 481.84 61.121.718 5.475
Column strip 270.27 10.4098
Middle strip 351.63 14.77
Sum 1186.2 30.65
Cost 3400 shekel/ton 300 shekel / m3
Sum (shekel) 13228 shekls 13228 shekls
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CH.2 Preliminary Design
Cost Analysis
Waffle system
Item Steel weight (Kg) Concrete volume (m3)
Beam 523.482.135.169 4.1
Column strip 255.1 22.428
Middle strip 277.6 22.428
Sum 1173.3 kg 26.528
Cost 3400 Shekel/ton 300 Shekel / m3
Sum (shekel) 11948 Shekel 11948 Shekel
It is clear that the coast of material for waffle
slab is less than that of the solid slab.
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Chapter Three3D. Modeling
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CH.2 3.D Modeling
3D.Modeling

• slab thickness in preliminary design400mm
• BUT some beams were unsafe in preliminary design
  dimentions because of additional internal forces
  due to seismic loads

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CH.2 3.D Modeling
3D.Modeling
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CH.2 3.D Modeling
3D.Modeling
Load
 

• Masonry wall weight
• (0.0527) (0.1325) (0.020.3) (0.112)
  (0.0223)
• 6.266 KN/M2 storey high (4.16m)
  
• 26.1 kN/m

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CH.2 3.D Modeling
3D.Modeling
Load

• Lateral loads
• Seismic loads
• Response spectrume
• Soil loads

q1

• Assume Ø 30 o
• so ko 1-sin Ø0.5
• for one story, h 4.16m
• q1 at z4.16 mkoW0.5x157.5 kN
• q2 at z0.0m koW?hKo 0.5x1520x4.16x0.549.1
  kN.

q2
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CH.2 3.D Modeling
3D.Modeling
Input load data in sap model

• Gravity loads
• Uniform loads on slab
  weight of masonry wall as
• 
  distributed uniform dead load

 
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CH.2 3.D Modeling
3D.Modeling
Input load data in sap model

• Lateral loads
• Seismic loads (Response Spectrum)
• 
  information for Response Spectrum definition

 
 
 
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CH.2 3.D Modeling
3D.Modeling
Input load data in sap model
Lateral loads
Response Spectrum in x-direction Response
Spectrum

 
Response in X-direction and 30 in Y-direction
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CH.2 3.D Modeling
3D.Modeling
Load combination
 
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CH.2 3.D Modeling
3D.Modeling
checks

• Compatibility

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CH.2 3.D Modeling
3D.Modeling
checks

• Equilibrium

• Hand calculation
• Total weight
  212672.35 kN
• From SAP
  
  

Load type Hand results (KN) SAP results (KN) Error
Live load 40567.43 40833.22 0
Dead load 212672.35 215513.878 1.3
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CH.2 3.D Modeling
3D.Modeling
checks
Stress- strain relationship
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CH.2 3.D Modeling
3D.Modeling
checks

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CH.2 3.D Modeling
3D.Modeling
checks

• Stress- strain relationship
• SAP result

To calculate moments from SAP ( M(-ve)
M(-ve))/2 M(ve) (523.4565)/2423.4967.6kN.m
Error percentage(967.6-967.3)/967.30
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CH.2 3.D Modeling
3D.Modeling
checks
 
 
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CH.2 3.D Modeling
3D. Modeling Design
design

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CH.2 3.D Modeling
3D. Modeling Design
design
 
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CH.2 3.D Modeling
3D. Modeling Design
design
Design of middle strip
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CH.2 3.D Modeling
3D. Modeling Design
design

• Design of beams
• Flexural steel for span between grids D.24 and
  D.27
• Torsion in span between grids D.24 and D.27
• stirrups reinforcement
• At both end of beams Avt/S1.22401.224
  mm2/mm
• S314/1.224256.5mm ? 100mm so .. Use
  1?10/100mm
• Avt at distance 2h from both end of beams
• Avt/S0.5110.511mm2/mm
• S314/0.511614.5mm ? 200mm so use 1?10/200mm

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CH.2 3.D Modeling
3D. Modeling Design
design
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CH.2 3.D Modeling
3D. Modeling Design
design

• Design of columns

 
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CH.2 3.D Modeling
3D. Modeling Design
design

• Design of footing
• service load in building
• Foundation areaTotal service load/bearing
  capacity
• 569.4 m2 ? half
  area of building, 353m2
• Use mat foundation

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CH.2 3.D Modeling
3D. Modeling Design
design
 
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CH.2 3.D Modeling
3D. Modeling Design
design
 
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CH.2 3.D Modeling
3D. Modeling Design
design
Design of mat foundation
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CH.3 Shear walls stairs

• Chapter FourShear Walls Stairs Design

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CH.3 Shear walls stairs
Shear Walls
design
Long shear walls
 
 
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CH.3 Shear walls stairs
Shear Walls
design
Short shear walls
 
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CH.3 Shear walls stairs
Stairs
 
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CH.3 Shear walls stairs
Stairs
design