1. An-Najah National University Faculty of Engineering Civil Engineering Department
Graduation Project Thesis
Structural Static Analysis and Design, Soil-Structure Interaction
& 3D Dynamic Analysis for “Al-Baydar Housing”
 Prepared by:
 Sami Shuqqo
Omar Abu Mansor Mahmod Al-Sayeh
Supervisor:
Eng.Imad Al-Qasem

2. Site Plan

3. Project Description
Two out of three residential buildings will be designed.
Ground floor and five other stories for each building.
The building Area equal to 1414 m2
The elevations of each building difference according to the topography conditions.
Story clear height is equal to 2.75 m

4. Materials Reinforced concrete: ρ=25 KN/m3
Beams and slabs  f’c = 24 MPa (B-250)
Columns and Footings f’c = 32 Mpa (B-300)
Plain concrete: ρ=23 KN/m3
Tiles: ρ=27 KN/m3
Sand: ρ=18 KN/m3
Reinforced Steel: fy =420 MPa

5. Static Design Introduction
Ultimate method for Design was used, According to ACI Provisions.
So, used design combination will be 1.2DL+1.6LL

6. Slabs Design Loading system selection
One-way Ribbed slab was used.
The depth of slab selected according minimum depths of ACI-08

7. Loads and details of slab
Ultimate Loads on Slab= 14.3 KN/m2
Ultimate Loads on Rib= 7.5 KN/m

8. Slab Reinforcement
Slab depth used equal to 25 cm

9. Beams Design
Main Beams: carried slab weight, partitions (if exist), masonry wall (if exist) in addition to their own weight.
Secondary Beams: carried partitions, masonry wall in addition to their own weight.

10. Use 25 cm for simply supported
Beams Design
hmin =ℓ/21=470/21=22.3 cm
hmin =ℓ/18.5=420/18.5=22.7 cm
Use 25 cm for hidden beams
hmin =ℓ/18.5=580/18.5=31.4 cm
Use 50 cm for drop beams
hmin =ℓ/16=425/16=26.5 cm
Use 25 cm for simply supported

11. Building A

12. Building B

13. Flexural Design Beam (5), in part 1 of building A For negative moment:
Mu=62.66 KN.m
  ρ =
ρ = > (ρmin= =0.0033)  ok
As= ρ × b × d = ×800×210 = 823 mm2

14. Flexural Design For positive moment: Mu=30 KN.m
ρ = = < (ρmin= )
Asmin= ρmin × b × d = ×800×210 = 554 mm2
As= ρ × b × d = ×800×210 = 386 mm2 < Asmin

15. Design for Shear Vu= 88 KN at center of support Vn= = = 117.33 KN Vc=
 Vc= 137 KN

16. Design for Shear…cont If Vs<2Vc then Smax = min [, 600] in mm
Thus, Smax = 105 mm
But:
(Av/s)min= 0.67 mm2/mm
Assume stirrups diameter (10 mm).
S = = 235 mm > Smax
Use 1Ø10/100mm

17. Bars Distribution
According to ACI-318 provisions in chapter (10) the maximum spacing should not be exceed the following value:
Smax= – 2.5 Cc
Smax= 15( ) – 2.5 × (4/2.54) = 11 inches = 28 cm
 Smin = [B – (No.bars × Dbar )- 2]/ (No.bars –1)

18. ‘SAP2000’ Modeling
The laws of structures, that guarantee the reliability of mathematical models, will be checked.
1-Compatibility
2-Equilibrium
3-Stress-Strain relationship

19. Compatibility
It’s ok from models

20. Equilibrium for A DL for 6 stories from “SAP2000” = 59307.7 KN
DL for 6 stories(hand calculations) = KN
%Error in DL = ( ) / = 0.67% Ok

21. Equilibrium for A … cont.
LL for one story = x2.5x6 = KN
LL for 6 stories from SAP2000 = KN
%Error in LL = ( )/ = 0 % Ok

22. Equilibrium for B DL for 6 stories(hand calculations) = 44311.87 KN
DL for 6 stories from “SAP2000 “= KN
%Error DL = ( )/ = 0.62 % OK

23. Equilibrium for B … cont.
LL for 6 stories from “SAP2000” = KN
LL for 6 stories = 380 x2.5x6 = 5700 KN
%Error = ( )/ 5700 = 0.04 % OK

24. Stress-Strain Relationship
Check for slab..rib 1..A Building
%Error = [7.13-(15.499×0.5)]/7.13
= 8.6%

25. Stress-Strain Relationship… cont.
Check for slab..rib 6..B Building
%Error = [9.05-(18.92×0.5)]/9.05
= 4.5%

26. Stress-Strain Relationship… cont.
Check for beam… Beam no.8 in Building A

27. Check for beam…cont
modifiers for the external columns for the internal column

28. Check for beam…cont
for the beam D analysis Results after modification

29. Columns Columns Classification according to their loads:
-Group ①: (100 ton – 150 ton)
-Group ②: (150 ton – 200 ton)
-Group ③: (200 ton – 250 ton)

30. Loads Verification
T.A was taken and for Col.#38

31. Tributary area= X 4.29 = m2
Ultimate SID+LL = [[(1.2 X 4) + (1.6 X 2.5)] x X 4.29] x6 = ton
Slab Own weight = 0.18 X X 25x6 = ton
Beams weight = ton
Loads on beams = ton
Column own weight = (0.6 X 0.35 X 25 X 19.5) = 10.2 ton
Total load = [( ) X ] = 234 ton
load on column number (38) from SAP2000 = 234 ton
% Error = 0.0%

32. Interaction Diagram-Manually

33. Interaction Diagram-SAP2000

34. Final Dimensions Ag ≥ Φ Pn= Pd = Φ λ (0.85 f'c (Ag – As) + fy As) -
Column group
Dimension of column (cm)
Reinforcement of column
Ties
No. of columns A B 1
50 X 30
6 Ø 18
1Ø10 / 25 cm 21 30 2
55 X 30
8 Ø 18
2Ø10 / 25 cm 23 9 3
60 X 35 4 -

35. Footings Bearing Capacity for soil: 3.0 Kg/cm2
Single, Combined and wall footing were designed

36. Single Footings Footing ID Dimensions (length × width × depth)
Reinforcement in long direction
Reinforcement in short direction F1
2.25×2.15×0.4
118/250 mm F2
2.35×2.1×0.45
118/200 mm F3
2.75×2.5×0.5 F4
1.9×1.7×0.4
118/300 mm

37. Combined Footings Footing ID Dimensions (length × width × depth)
Horizontal Reinforcement
Traverse Reinforcement
+ Ve
- Ve
Left
Right F5
2.8×2.6×0.4
520/1000mm
625
425 F6
3.75×1.8×0.4
525/1000mm
525
520 F7
2.5×2.45×0.35
320/1000mm F8
3×2.65×0.4
325/1000mm
825 F9
2.65×2.4×0.35
F10
3.6×1.65×0.35
F11
2.65×2.7×0.4
725
F12
3.7×1.45×0.4
625/1000mm
320
F13
2.7×2.5×0.4
F14
2.8×1.9×0.3
720/1000mm
420/1000mm
F15
2.8×2.2×0.35
620
F16
2.25×2.35×0.40
F17
3.8×2.15×0.45

38. Wall Footings

39. Soil-Structure Interaction
Soil-Structure Interaction (SSI) defined as the process in which the response of the soil influences the motion of the structure and the motion of the structure influences the response of the soil.

40. SSI-models

41. SSI-models

42. Why SSI is important ?
behavior of a structure is highly influenced not only by the response of the superstructure, but also by the response of the foundation and the ground as well

43. Results Slab Results: the design of slab stay the same. Beams Results:
the difference in results is significant(re-designed).
Columns Results:
the differences in columns made significant changes in loads , almost columns still in the same group except one column in Building A

44. 3D Dynamic Analysis Period for the structure Time History Analysis
Analysis Under periodic loads
Analysis Using UBC-1997

53. Recommendations