1. Civil Engineering Department
An-Najah National University
Engineering Faculty
Civil Engineering Department
Prepared by:
Maysaa Qushou
Sama Ismail
Supervisor:
Dr. Isam Jaradanah
Design of Several Foundation Systems
For Faculty of Optics

2. Chapter one presents the introduction of the whole project.
Chapter Two presents general types of foundation system
Chapter three presents the structural system of the building that analyzed by two methods which are; tributary area and SAP2000 ver.12 program to find the loads applied on columns and walls.
Chapter four presents site investigation report including the main aspects of geotechnical prosperities

3. The rest chapters present the design of foundations system for the proposed project.
In Chapter five, the isolated footing is checked if it can be used or not.
while chapter six presents the design of mat foundation, including mat thickness, settlement, mat reinforcement.
Finally, chapter seven presents design of pile foundation. Single pile capacity is estimated using several methods, group of piles is found, and pile cap is designed.

4. REVIEW OF ENGINEERING FOUNDATIONS
CHAPTER TWO
REVIEW OF ENGINEERING FOUNDATIONS
Types of Foundations
There are two main types of foundations:
Shallow Foundations
Deep Foundations
The lowest part of the structure generally is referred to as the foundation; its function is to transfer the load of the structure to the soil on which it is resting.

5. Type of shallow foundation(isolated)
Types of deep foundation(Friction pile).

6. CHAPTER THREE STRUCTURAL SYSTEM Description of the Structure
The structure that will be analyzed is the Optics Building in An-Najah University.The structure consists of seven stories building; its area is equal to 1200 m².
The main objective of this chapter is to find the loads applied on columns using two methods which are;
Tributary area method and analysis using software called SAP12.

7. Loads applied on columns
Loads by SAP12 (ton)
Applied load(ton) by T.A
Column no.
Ultimate applied loads
Allowable applied loads
120 90
143.7 C1 76 60
56.5 C2
71.2
56.3
51.8 C3 72
57.2 C4
180.6
137.5
188.4 C5
218.4
166.8
186.5 C6
182.6
139
190.7 C7 71 56 66 C8 68
53.5 53 C9

8. SITE INVESTIGATION REPORT
CHAPTER FOUR
SITE INVESTIGATION REPORT
Summary of Test’s Results
BH.
No.
Sample
Depth(m)
Nature Moisture %
Liquid
Limit
Plastic
Plasticity
Index
Cohesion
(from unconfined compression test)
kg/cm² (kN/m²) 1
0.0 – 1.5 16 2
1.5 – 3.0 30
0.6 (60) 3
3.0 – 5.5 31 4
5.5 – 7.0 20
0.8 (80) 5
7.0 – 8.5 24 61 35 26
0.77 (77) 6
8.5 – 10.0 19
0.9 (90)
0.0 – 2.5
0.61 (61) 63 34 29
0.7 (70)
5.5 – 7.5
7.5 – 10.0

9. Angle of internal friction (φ) allowable bearing capacity (kg/cm2)
The bearing capacity can be achieved by software called FTGBC. as shown in pages (28,29).
Cohesion(c) (kN/m²)
Unit weight (γ) kN/m³
Angle of internal friction (φ)
allowable bearing capacity (kg/cm2) 70
17.5
1.7
Consider local shear failure, then the cohesion (c) will be reduced by 2/3 and it becomes 50 kN/m². For this case the allowable bearing capacity becomes 120 kN/m².

10. CHAPTER FIVE DESIGN OF FOUNDATIONS
First of all we will check if Isolated footing can be designed, if we find that this method can't be used, then we will design the Mat foundations in chapter six.
In our project the space between column not enough to design single foundation and that achieved by (FTGBC) software as shown in pages(31,32).

11. Overlapping:
Figure below demonstrates the overlapping of the stress for the two footings.
Calculations:
σ1=(136)/(3.2)² = ton/m²
σ2=(115.1)/(3.5)² = 9.3 ton/m²
= 18.3 ton/m² > 12 ton/m²
This value is not safe . So, we can’t design Isolated footings.

12. CHAPTER SIX MAT FOUNDATIONS
Mat foundations are used to spread the load from a structure over a large area, normally the entire area of the structure.
To design Mat Foundations, the depth of the mat has to be found from punching shear equation manually. Then, the maximum moment in (X) and (Y) directions, area of steel and settlement are found from SAP.

13. To find the depth of foundation, the
punching shear equation is used at edge, corner, middle.
Φ Vc= (0.85)(0.34)(√fc`)(bo)(d)
The results achieved are:
d = 60 cm At edge.
d = 80 cm at corner.
d = 40 cm at middle.
d selected = d max.= 80 cm. Then the total thickness of the mat equals:
h= d + cover + de
h= = 110 cm

14. To design mat foundation in sap, spring is used as support under the foundation , so the factor of spring is calculated as the equation below
K=12*Qall=12*120=1440kn/m².

15. Settlement
The settlement of each column was taken from SAP12 and we find that the values is less than 1cm.

16. Maximum moment in (X) and (Y)directions.
The values of maximum moment in (X),(Y) directions are taken from SAP12.The figures below show the moment in (X),(Y) direction.

17. we use the following equations to find (As):
ρ = Mu / (fc`* b * d²)
As = ρ * b * d
The moment between columns gives top steel and the moment at column gives bottom steel.
for best designing the number of strip is reduced to three strips only because the moment is approximately equal and the areas of steel also convergent .

18. Summary in (X) direction Summary in (Y) direction
Summary in (X) direction Φ
As(cm²/cm) ρ
Moment (ton.m/m)
Moment position
Strip width(m)
4 Φ25 16
0.002
4.72
Between column
8.25
6 Φ25
25.45
0.0031
5.09
At column
5Φ25
23.85
0.0029
4.77
13.06
5 Φ25
22.8
0.0028
4.56
4Φ25
2.52
16.91
1.32
Summary in (Y) direction
Strip width(m)
Moment position
Moment (ton.m/m) ρ
As(cm²/cm) Φ
4.37
Between column
8.39
0.0052
41.95
9 Φ 25
At column
7.76
0.0048
38.8
8 Φ25
22.89
3.46
0.002 16
4 Φ25
3.09
0.0022
17.3
7.8 39
7.7
38.5

19. Angle of internal friction (φ)
CHAPTER SEVEN
PILES
Piles transmit foundation loads through soil strata of low bearing capacity to deeper soil or rock strata having a high bearing capacity..
Design of Piles:
Design of piles used in the project are done using software called Prokon using the parameters below:
Cohesion(c) (kN/m²)
Unit weight (γ) kN/m³
Angle of internal friction (φ) 50
17.5

20. Allowable Bearing Capacity (KN)
Table below shows the values of allowable bearing capacity of piles by Prokon program.
Allowable bearing capacity of pile versus pile length and diameter.
Allowable Bearing Capacity (KN)
Length
(m)
Pile Dia=1000 mm
Pile Dia=800 mm
Pile Dia=700 mm
Pile Dia=600 mm
Pile Dia=450 mm
279
204
170
139 97 6
366
294
231
191
136 8
464
353
300
250
180 10
573
440
377
316
229 12
670
535
460
387
282 14
819
636
549
463
340 16

21. Two types of piles are selected in the design of pile foundation in this project, which are shown in the following table:
Types of piles
Type No.
Pile length
Pile diameter
Pile Capacity 1
10 m
600 mm
250 kN (25.5 ton) 2
12 m
700 mm
377 kN (38.4 ton)
Table below shows the allowable applied load and the No. of piles with cap’s dimensions that each group of column has.

22. No. of piles and the dimensions of caps Dimensions of caps (m)
Pile diameter and Length
Allowable applied loads(ton)
Column No.
3.1*1 2
700 mm, 12 m 90 C1 60 C2
2.8*1
600 mm , 10 m
56.3 C3
57.2 C4
3.1*3.1 4
137.5 C5
166.8 C6
139 C7 56 C8
53.5 C9

23. Area of steel needed
The equations below is used to determine the area of steel :
Mu=Pu*e
Mn=BM/ɸ
Where: Ø= 0.9
Vu =(Pu*no.of piles in each side of col.)/total no. of piles in the cap
d is assumed and checked if ok or not by Punching shear and Wide beam shear.
Rn=MN/BD²
m= Fy/(Fc*0.85)
ρ=1/m * ( 1- √(1((2*Rn*m)/Fy)) )
So , As= ρ*B*d

24. The areas of steel that calculated for the rest caps are presented in the following table:
As (cm²) ρ
Rn (Kg/cm²)
Mn (ton.m)
Mu (ton.m) e
(cm)
Pu (ton)
Cap Dim. (cm)
d (cm)
Col. Dim. (cm)
Col. # 33
0.0036
14.8
120
108 90
310*100
30*30 C1
0.006
23.7
71.7
64.6 85 76 55
40*60 C2 25
0.0045
18.3
55.4
49.84 70
71.2
280*100 C3
25.4
0.0046
18.5 56
50.4 72 C4
97.7
0.007 27
170.6
153.5
180.6
310*310 45
40*40 C5
94.5
0.0055 22
206.3
185.6
218.4 C6
78.2
18.4
172.5
155.2
182.6 C7
55.2
49.7 71 C8 24
0.0044
17.5 53
47.6 68 C9

25. Thank you for your attention