1. Supervied by : Eng. Ibrahim Mohammad Prepared by : Atheer Daraghmeh
Al-Najah National University Engineering Faculty Civil Engineering Department Graduation Project: Complex of Ministries
Supervied by : Eng. Ibrahim Mohammad
Prepared by : Atheer Daraghmeh
Dua’ Al- Habash
Heba Shqair
Reham Abu Shmais

2. Chapter One : Introduction
Complex of Ministries

3. Points of Interest
Chapter One

4. Council of Ministries
Typical Plan
Chapter One
Building 3D Model

5. Ministry of Trade and Economy
Typical Plan
Building 3D Model
Chapter One

6. Codes:
The structures are designed using practice code and specifications that control the design process and variables.
The following codes and standards are used in this study:
ACI : American Concrete Institute provisions for reinforced concrete structural design.
UBC : Uniform Building Code provisions for seismic load parameters determination.
IBC : Code which is used here for live load determination
ASTM : For material specifications
Chapter One

7. Loads 1) Gravity loads: 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:5KN/m2
Dead load:
it is consisting of own weight of the structure and any permanent components. The super imposed dead load is 4 kN/m2
Chapter One

8. 2) Lateral loads: Seismic loads:
The structure is located in Ramalla area which is classified as zone 2A 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
Chapter One

9. Seismic Map of Palestine
Chapter One

10. Load Combinations:
The ACI load combinations are used and they are summarized as follows:
U1 = 1.4D
U2 = 1.2D + 1.6L
U3 = 1.2D + 1.0E + 1.0L
U4 = 0.9D + 1.0E
Where:
D : is dead load
L : is live load
E : is earthquake load
Chapter One

11. Dynamic Design : Function Definition Define Response Spectrum Function
Load Case Data
Chapter One

12. Materials : Structural materials Non-structural materials
Concrete:
Concrete strength for columns 0 and footing is B350 ( f’c = 280 Kg\cm2 , 28 MPa ) and for other members is B300( f’c = 240Kg\cm2 , 24MPa )
Modulus of elasticity equals 2.5*105 Kg\cm2 , 2.5*104 MPa
Unit weight is 25 kN\m3
Steel:
Modulus of elasticity equals 2.04*106 Kg\cm2 , 2.04*105 MPa
For steel reinforcement, is 4200 Kg\cm2 , 420 MPa
Non-structural materials
They are mainly, blocks, plasters, tiles, filling, mortar and masonry
Chapter One

13. Building Structural System :
The main structural system of buildings is moment resisting frame which consists columns, drop beams, in addition to that, the shear walls are used at the staircase and for other locations in the building .Thus, the lateral forces can be resisted by the shear walls and the moment resisting frames .
The slabs of the floor are two- way solid slabs with beams between columns. A fall ceiling is used at each floor, so the drop beams will not be obstacles against the building function or style.
Chapter One

14. Chapter Two : Design of Slabs

15. Chapter Two
Council of Ministries

16. Ministry of Trade and Economy

17. Thickness Determination
assuming αm ≥ 2 then
Using (9.13 ACI 08 equation)
Determine the thickness of slabs
Chapter Two

18. αmfor panels αm for panels 1=10.5 αm for panels 2=10.7
Αmean for all panel : 9.8>2 ok

19. αmfor panels αm for panels 1=2.7 αm for panels 2=3.3
Αmean for all panel : 3.1>2 ok

20. Chapter Two
Slab Thicknesses

21. Slab Thickness
Chapter Two

22. Frame Design
Building Frames
Chapter Two

23. Building Frame
Chapter Two

24. Take Frame A-A as an example
Chapter Two

25. Frame Moment
( Table ACI) percentage to be used to proportion the moment to the interior negative column strip moment
l2/l1
0.5 1 2
(αf1l2/l1) = 0 75
(αf1l2/l1) ≥ 1.0 90 45
Chapter Two

26. ( Table ACI) percentage to be used to proportion the moment to the interior positive column strip moment
l2/l1
0.5 1 2
(αf1l2/l1) = 0 60
(αf1l2/l1) ≥ 1.0 90 75 45
: ( Table ACI) percentage to be used to proportion the moment to the exterior negative column strip moment
l2/l1
0.5 1 2
(αf1l2/l1) = 0
βt = 0
100
βt ≥ 2.5 75
(αf1l2/l1) ≥ 1.0 90 45
Chapter Two

27. Percent of interior positive moment of beam is 85%
Table (2.4)
Span number
L2/L1
α L2/L1
% negative and positive moment of column strip
% negative and positive moment of middle strip 1 2
5.08
0.45
0.55
0.79
81.3
18.7 3
0.73
1.85
83.1
16.9 4
0.7
1.72 83 17 5
0.8
2.04 81 19
Percent of interior negative moment of column strip by interpolation using = 81.3%
Percent of interior positive moment of column strip by interpolation using = 81.3%
Percent of interior positive moment of beam is 85%
Percent of interior positive moment of slab is 15%
Chapter Two

28. Column Strip and Middle Strip on the Frame
Chapter Two

29. Column Strip Moment
Middle Strip Moment
Chapter Two

30. Middle strip reinforcement
Table (2.5): Reinforcement for column strip and middle strip
Slab
Column strip
reinforcement
Area of steel
(mm2)
Moment Column strip
(KN.m)
(×)N.mm
Middle strip reinforcement
Moment Middle strip (KN.m)
Length of Span(m)
10 Ø 12
1131
-7.9
12 Ø 12
1357
-64.3
1.60
+0.33
+2.7
-56.5
-86.6
8.40
+32.8
+49.2
-62.7
16 Ø 12
1810
-96.2
-51.2
-69.3
8.50
+19.3
+26.2
-41
-55.7
-57.03
-77.9
9.0
+36.2
14 Ø 12
+49.3
-68.2
1583
-92.9
-35.5
-55.2
6.23
+11.2
14.12
-17.8
27.12
Design Results
Chapter Two

31. Check Shear
V13 Max
V23 Max

33. Beams of Ministry of Trade and Economy
h=900/18.5=486mm=500mm
Try beam 500mm width and 600mm depth
Effective depth d = 550 mm
Chapter Two

34. Beam Moment
No. of Reinforcing Bars
Chapter Two

35. Check Beam Shear Tributary Area for Shear in beam
Chapter Two

36. Determine spacing between stirrups
Chapter Two

37. Chapter Two Table (2. 10) Spacing(mm) Av Vs KN V c Vu (max)
Beam number
250
4 Ø 10
-23.92
168.4
144.48 1
-48.55
119.85 2
-2.2
166.4 3
Table(2. 11)
Spacing(mm) Av Vs KN
V c
Vu (max)
Beam number
Frame
250
4 Ø 10
247.93
168.4
416.33 1
-.2
168.28 2
150
345.67
814.07
311.3
479.7 3
345.76 4 5
Chapter Two

38. Design of Column
Column Layout
Chapter Two

39. Column Layout
Chapter Two

40. Tributary Area of Column C9
Pu= (28.7* *1.2) (9) = KN
Chapter Two

41. : Three Dimensional Structural Analysis and Design
Chapter Three
: Three Dimensional Structural Analysis and Design
Chapter Three

42. Council of Ministries SAP Layout
Chapter Three

43. Ministry of Trade and Economy SAP Layout
Chapter Three

44. Material Definition
Chapter Three

45. Define section Slab1=23cm Slab2=20cm Slab3=15cm Beams=50*60
Column(1)=55*80
Column(2)=65*100
Column(3)=35*40
Chapter Three

46. Slab=22cm
Beams=50*60
Columns=80*80

47. Slab Modification Factors
Chapter Three

48. Design of Column
Chapter Three

49. Columns Modification Factors
Chapter Three
Reinforcement Column Data

50. Walls
Walls modification Factors
Chapter Three

51. Mat Foundation
Modification Factors
Chapter Three

52. SAP Model
SAP Model for Council of Ministries
Chapter Three

53. SAP Model
SAP Model for Trade and Economy Ministry
Chapter Three

54. Define load pattern Loads pattern: LL, DL, SID LL=5KN/M2 DL=OWN WEIGHT
SID: super imposed
On slab =4KN/m2
External beams=23KN/m
Internal beams=12.05KN/m
Walls:2.6KN/m2
Chapter Three

55. analysis:3D-MODAL 1.Check Equilibrium
Table (3.1) Dimensions of the elements
element
Section (mm)
Column C1
400X600 C2
500X800 C3
600X1100
Beam B1 B2
500X600 B3
600X600
Shear Wall W1
Thick=300 W2
Thick=400
Slab
S15
Thick=150
S20
Thick=200
S23
Thick=230
Identification of Structural Elements
Table(3.3)For super imposed dead load (SID)
Total load=308.83KN
Glass
Total load= KN
Masonry
Total load= KN
Stone
Summation of SID=36000 KN
Chapter Three

56. Base reaction
Chapter Three

57. Ministry of trade and economy: Comparing results:-
Identification of Structural Elements
Chapter Three

58. Compatibility Check:
3D Model By SAP2000
Chapter Three

59. Check Stress Strain Relationships:
Plan showing Frame 2
Chapter Three

60. The width of the frame is 6000 mm So the load is equal to =108KN
The span moment will be
=Wu L2/8 = KN.m
From SAP, and according to figure (3.6) the average moment equal to 1773 KN.m
Stress strain relation is ok
Building Base Shear and Natural Period:
And by calculation using the simplify relationship it’s found to be:
Period=0.1*(No. of story) =0.1*9= 0.9
Roughly, the result is ok.

61. Modal Mass Participation Ratio (MMPR) Check
MMP Ratio
MMP Period

62. MMP Ratio
MMP Period

63. Slab Design
M11 max. Envelop Moment
M11 min. Envelop Moment

64. Slab Design
M22 max. Envelop Moment
M22 min. Envelop Moment

65. Slab Design
M11 max. Envelop Moment
M11 min. Envelop Moment

66. Slab Design
M22 max. Envelop Moment
M22 max. Envelop Moment

67. Slab Design
Frame Design
Column Strip Moment

68. Slab Design
No. of Reinforcement Bars
Middle Strip Moment
No. of Reinforcement Bars

69. Slab Design
Column and Middle Strips on Frame in Y-Direction
Column Strip Moment

70. Slab Design
No. of Reinforcement Bars
Middle Strip Moment
No. of Reinforcement Bars

71. Design of Beams:
Beam Reinforcing

72. Design of columns
Frame Taken By SAP

73. Design of columns Column Reinforcing
Columns Summary(council of ministry)
Column ID
Section mm
Floors
Bar
Tie
No.
Size
C1,C1’
400x600
2B-4F 12 16 2 10
C2,C2’
C3,C3’ 25
C4,C4’
2B-4 F 14 20 3
C5,C5’
C6,C6’
500x800 18
C7,C7’
400X600
2B-6F
C8,C8’
500X800 2B
1B-6F
C9,C9’
All Floors
C10,C10’
800X500
C11,C11’
1100X600 28 4
C12,C12’ 24
C13,C13’
C14,C14’ 26
C15
Column Reinforcing

74. Design of columns Column Reinforcing
columns Summary(trade and economy of ministries)
Column ID
Section mm
Floors
Bar
Tie
No.
Size
C1, C1’
700X700 3B 24 20 3 10
2B-6F 18
C2, C2’
C3, C3’
850X850 32 25
C4, C4’
900X900
C5, C5’
3B, 2B
1B-6F
C6, C6’ 2B
C7, C7’
ALL FLOORS 16
C8, C8’
C9, C9’
C10, C10’
C11, C11’
Column Reinforcing

75. Design of walls
Section Cut in Wall
Column Model

76. Design of walls
Reaction at Pin Support
Wall Represented as Column

77. Design of staries
3D Stair Model
Stair Geometry

78. Design of foundation
Section Cut in Wall
Section Cut in Wall

79. Section Cut in Wall
Section Cut in Wall

80. Section Cut in Wall
Section Cut in Wall