1. Analysis and Redesign of Al – Tatbeqea Faculty
An-Najah National University Faculty of Engineering and Information Technology
Graduation Project Presentation I
Analysis and Redesign of Al – Tatbeqea Faculty
By :
*Fayez R Abu Safaqa
*Saleh M Nassasra

2. OUT LINE
INTRODUCTION. PRELIMENARY DESIGN FOR SLABS, BEAMS, AND COLUMNS. THREE DIMENSIONAL MODELING AND CHECKS. THREE DIMENSSIONAL DYNAMIC ANALYSIS. FINAL DESIGN OF SLABS, BEAMS. DESIGN OF SPECIAL STRUTURAL ELEMENT.

3. Introduction
Project Description : Its consist of 4 stories each with 1300 m2 ,

4. Object
To learn about the plans and how to construct the related information from it . To analyze the structure for static and seismic load then redesign it . To Design the structural element in the building.

5. Soil properties
Soil investigation indicated that the bearing capacity of the soil is 250 KN/m2

6. Design codes and design methods
Design codes: (ACI) Code2008: American Concrete Institute. (UBC) 1997: Uniform Building Code . Design method: The ultimate strength method. The response spectrum method.

7. Structural material

8. -Nonstructural materials : As shown in the following table :
Density
Blocks 12
Plastering 23
Mortar "plain concrete"
Filling material 20
Insulation
0.4
Stone 27
Tiles 25
Marble 26

9. Insulation for sound & heat
Structural system
After the comparison between the structural system the ribbed slab was chosen
Structural system
economy
Insulation for sound & heat
Safety
Solid slab
expensive
not isolated
Safe
Rib slab /waffle
Isolated
Safe for short building
Voided
In the middle

10. structural design loads
Static (Gravity) loads are divided into three parts:
Own weight dead load: calculated automatically in software.
- Super imposed dead load:
For the first floor stories: Sd = 4.7 KN/m2
*For the last floor (roof): Sd = 0.5 KN/m2
-External wall weight:
use 20 KN/m

11. -Live load:

12. Load combination THE ULTIMATE LOAD COMBINATION: 1.4 × Dead Load .
1.2 × Dead Load × Live Load .
1.2 × Dead Load × Live Load × Earthquake .
0.9 × Dead Load × Earthquake .
THE ALLWABLE LOAD COMBINARION: D
D+L
D+(Eh/1.4)
0.9D-/+(Eh/1.4)
D+0.75L+0.75(Eh/1.4)

13. PRELIMENARY DESIGN FOR SLABS, BEAMS, AND COLUMNS.

14. Slab preliminary design
Minimum thicknes

16. Own weigh
((0.06* *0.24 )*25 + (0.2*0.24*2*12) ) /0.55 = 5.23 Kn /m2

18. Check wide beam shear in the slab
Take Strep 2 : wu = 1.2( ) +1.6(4) = KN /m Wu rip = * 0.55 = KN /m Wide beam shear in slab Strip2 at the face of support.

19. .
From ACI Coefficient : Vu =1.15* Wu*Ln/2 Vu =1.15*10.18*4.3/2 = KN Vu = –(10.18 *0.25) = KN Ø Vc =1.1* 0.75 (24^0.5) *(1/6 ) *(150)* (0.25) = KN Vu < Ø Vc so its ok use 1Ø8 /500 for bars fixation

20. Flexure design in the slab
block 1

21. block 2

22. Strip 1
From ACI Coefficient

23. Strip 1 Positive moment : Mu = 11.55 KN.m
ƿ = , ƿ min = ,ƿ max =0.375 *β1 *0.85fc/fy =0.015
As = *150* 250 =127.5 mm = 2 Ø 10
Negative moment :
Mu = KN .m Ƿ=
As = *150 *250 = 180 = 2Ø12

24. Strip 2
Moment from ACI coefficient

25. Strip 2 Positive moment : Mu1 = 13.44 KN.m
ƿ = , ƿ min = ,ƿ max =0.375 *β1 *0.85fc/fy =0.015
As = *150* 250 =148 mm = 2 Ø 10
Mu2 = KN.m
ƿ = , ƿ min = ,ƿ max =0.375 *β1 *0.85fc/fy =0.015
As = *150* 250 = mm = 2 Ø 10
Negative moment :
Mu = 18.8 KN .m Ƿ=
As = *150 *250 = 210 = 2Ø10

26. Strip 3: Positive moment : Mu = 12.48 KN.m
ƿ = , ƿ min = ,ƿ max =0.375 *β1 *0.85fc/fy =0.015
As = *150* 250 =137 mm = 2 Ø 10

27. strip 4: Positive moment : Mu = 9.07 KN.m
ƿ = , ƿ min = ,ƿ max =0.375 *β1 *0.85fc/fy =0.015
As = *150* 250 = mm = 2 Ø 10

28. Design of beam
block1

29. block2

30. Beams Dimensions

31. Beams Dimensions

32. beam design

33. .

34. .

35. Secondary beam :

36. .

37. . .

38. Flexure design
Bending Moment Diagram in Main beam

39. Main beam Positive moment : Mu = 229 KN.m b=300mm d =540mm
ƿ = , ƿ min = ,ƿ max =0.375 *β1 *0.85fc/fy =0.015
As = *300* 540 =1011 mm = 4 Ø 20
Negative moment :
Mu = 269 KN .m Ƿ=
As = *300 *540 = 1449 = 5Ø20

40. secondary beam
Moment from ACI coefficient

41. secondary beam

42. THREE DIMENSIONAL MODELING AND CHECKS.

43. modeling of the project
Define materials

45. Define section properties
Beam

46. secondary beam

47. Beams modifiers

48. columns section properties

50. columns modifiers

51. define slab section

52. Slab modifiers

53. Model checks
Check for compatibility Block1

54. Check for compatibility Block2

55. Equilibrium Check
for block1 Area of block = (17.65 *27.6 ) = m2 For sd : sdmanual= *4.7*4 = KN = sdsap =ok

56. Equilibrium Check
For dead load : Dead load manual= KN Dead load sap =15697 KN %error =( ) / = 0.08 % >>> ok For live load : Live lodemanual = = KN Live lodemanual =Live load sap >> ok

57. Internal Forces Check Mmanual = WL2 /8 = (21.6 *4.252 /8 ) = 48.7 Kn.m
Msap = ( m1 + m2 )/2 + m 3 = ( ) / = 48.2 KN.m %error = % <10% >>> so its ok

58. FINAL DESIGN OF SLABS, BEAMS and columns.

59. Final design of special structural element (Tie beam, Shear wall, Footings, and Stairs).

60. Final design of Slabs .

62. Reinforcement of strip one
moment
Moment /RIB Ƿ As
Asmin
Asuse
21.2
11.9
0.0032
125
131.25
2Ø10
13.6
7.48
0.002 78 7
3.85 40
17.9
9.854
103 14
7.7 80
12.5
6.875 72

64. Final design of Slabs

65. moment
Moment /RIB Ƿ As
Asmin
Asuse
6.2
3.4 35
131.25
2Ø10
13.7
7.535 79
22.4
12.32
130
12.7
6.985 73
15.7
8.635 90
16.3
8.965 94
12.6
6.93 72

66. flexural design

67. Check shear for block one
shear v13 in block one

69. For block two

70. : M11 Reading for strip one

71. Since all the moment value is minimum moment =23 KN/m( The As min =131
Since all the moment value is minimum moment =23 KN/m( The As min = mm  M=23 KN/m ) ,then the reinforcement in beam is minimum   2 Ø10

72. Check shear for block 2
shear v13 in block two

73. shear v23 in block two

74. Vmax =36KN <concrete shear capacity 44.3 KN.

75. Final Design of beams

77. beam design Beam # Width "cm" Depth, cm -As total "mm2" Right
Left
+As total "mm2"
STIRUPS B1 30 60
4 Ø 14
4 Ø16
2 Ø10/10cm B2
6 Ø18
4 Ø14 B3
1 Ø10/10cm B4 B5
8 Ø 14
6 Ø14 B6
6 Ø16 B7
5 Ø16 B8
2 Ø14 B9
2Ø 14
B10
4Ø 14
B11
B12
B13
B14
B15
2 Ø 14
B16

80. Final Design of columns

81. Column name
Dimension (cm
AS required
(mm2)
Number of bars
Ties C1
50×30
1500
8 Ø 16
2 Ø10/25cm C2
70×30
3737
12 Ø 20 C3
30×30
900
6 Ø 14
1 Ø10/25cm C4
30*50
14 Ø 20

83. Final design of special structural element (Tie beam, Shear wall, Footings, and Stairs).

84. tie beam
H =40 cm , d =36cm .
In the internal tie beam the area of steel found is less than the minimum.
Asmin = ×300×340 = 340 mm2
Thus, it was used a minimum area of steel, 3Ø14 for both bottom and top steels.

85. Design of footing for column and shear wall

87. Final Design for footing
Footing No Ps
(KN)
Pu (KN)
Long dimension
(m)
Short dimension
Depth (cm)
Top l.R
Top T.R
Bottom l.R
Bottom T.R F1
1461
1911
2.6
2.4 50
7 Ø14
2 Ø14 F2
1240
1623
2.2 46
6 Ø14 F3
462
615
1.4 37
5 Ø14 F4
266
346
1.2 1 30
4 Ø14

88. Design of wall footing L(m) W(m) D (cm) Transverse reinforcement
L(m)
W(m)
D (cm)
Transverse reinforcement
longitudinal reinforcement
W.F1
8.75 2 30
4 Ø14/m
8 Ø14
W.F2
9.8 3
12Ø14
W.F3
12.2
12 Ø14
W.E4 19
8Ø14

90. design for shear wall

91. Final design for shear wall
Wall no
Thickness Cm
Height m
Width
Vertical reinforcement
on each side
Horizontal reinforcement on each side W1 30
12.8
6.75
4Ø14 mm/m
3Ø14 mm/m W2 W3
4.5 W4
7.5

92. design for stairs Stairs dimensions: *∝ = 27 o , *Going = 30 cm.
*Riser = 15 cm.
*Floor height = 3.2m
*No. of goings = 21.
*No. of risers = 22.
Use solid slab with 15 cm thickness, d=120 mm.

93. Check for shear

94. Design for flexure