•Designed foundations for given loads and conditions using PLAXIS and L-Pile for the design-analysis. •Used Microsoft Excel for developing formulas and calculated capacity, lateral capacity, settlement, group pile settlement and lateral deflection of footing to yield best economical and sustainable design.

1. 1
Term Project Paper on Design of Shallow and Deep Foundation for
a cement plant in Columbia
Submitted by
J M RAKIBUL HASAN (250821180)
24th April 2015 Graduate Program: Foundation Engineering
Professor M. Hesham El Naggar
The School of Civil and Environmental Engineering
The University of Western Ontario
London, Ontario, Canada
An Assignment submitted in partial fulfillment of the requirements
for the degree of Master of Engineering in Civil and Environmental
Engineering

2. 2
Content
1. Project Background………………………………………………………………………….1
2. Project Description…………………………………………………………………………..1
3. Soil profile of Cement Plant…………………………………………………………………1
4. Design Conditions……………………………………………………………………………1
5. Design Expectations………………………………………………………………………….2
6. Scope of work………………………………………………………………………………...2
7. Design Criteria……………………………………………………………………………….2
Shallow Design 1………………………………………………………………………..3
Capacity Calculation…………………………………………………………...4
Settlement Calculation…………………………………………………………5
Plaxis Analysis…………………………………………………………………..7
Shallow design 2………………………………………………………………………...7
Capacity Calculation……………………………………………………………7
Settlement Calculation………………………………………………………….10
Plaxis Analysis…………………………………………………………………..11
Deep Design……………………………………………………………………………..13
Capacity Calculation and Pile parameters…………………………………....13
Single Pile Settlement Calculation……………………………………………..14
Group Pile Settlement Calculation…………………………………………….15
Lateral Capacity Calculation…………………………………………………..16
Lateral Deflection Calculation…………………………………………………17
8. Results of All Design Criteria……………………………………………………………….18
9. Recommended Design for Client…………………………………………………………....19
10. Appendix…………………………………………………………………………………….21
11. References…………………………………………………………………………………...27

3. 3
1. Project Background
My given Project work is to design shallow and deep foundation for a Cement Plant. A cement
plant is a structure for grinding, mixing and processing Cement of various kinds for
constructional purpose. From a foundation engineering point of view the loading pattern of a
cement plant on existing foundation is not constant because after grinding and processing the
cement materials are taken away from plant and the amounts are not always the same. So the live
load on existing ground level may change rapidly but I have to design a foundation for the
maximum live load from a cement plan.
2. Project Description
My Project structure is Situated in Columbia, a country situated in the northwest of South
America, The soil between depths of 8 and 25 inches, (20 to 64 cm) is moist in some or all parts
from late October to late May or June and is dry in all parts the remainder of the year, unless
irrigated. The 10 to 40 inches, (25 to 102 cm) particle-size control section is stratified fine sandy
loam, very fine sandy loam, silt loam, loam, loamy sand, loamy fine sand, fine sand or sand and
averages 10 to 18 percent clay, when mixed, and has greater than 15 percent fine sand or coarser.
Up to 35 percent gravel may occur below a depth of 40 inches, (102 cm). Redoximorphic
features occur between 10 and 48 inches, (25 to 122 cm). Content of organic matter decreases
irregularly with depth.
3. Soil profile of Cement Plant
A geotechnical investigation was conducted to determine the soil parameters required for the
design, which 5 boreholes, BH‐5 to BH9 that extended to 60.0 m below ground surface. The site
generally consists of around 1.5 m of fill, followed by natural (native) cohesive (sandy silt clay,
sandy clay, lean clay, fat clay, silty clay, and clayey silt). Undisturbed soil samples were
retrieved using thin walled Shelby tubes and were used to determine the undrained shear strength
and deformation characteristics. In addition, geophysical study was conducted to determine the
dynamic soil properties of the site soils. The results from the field and laboratory tests are
provided in Tables 1‐4 of Appendix.
4. Design Conditions
It is required to design a foundation system to support a cement mill. The total static (dead) load
of the mill and associated equipment is 8,820 kN and the total operating load (dead + live loads)
is 25,100 kN. The top of concrete of the proposed foundation will be at the existing ground
elevation and the thickness of the foundation will be 5.0 m. To accommodate the mill and the
associated equipment, the foundation (or pile cap) has to be square with minimum side length of

4. 4
20.0 m. The maximum (total) settlement allowed is 30 mm. The plant is located in a seismic
zone characterized by peak ground acceleration of 0.2 g.
5. Design Expectations
Different foundation options are considered for supporting the proposed mill, including:
1. Shallow Foundation
1) Shallow foundation resting on the native soil at depth 5.0 m below existing grade. In this
option, the design soil parameters that should be used in the design are based on the measured
properties presented in Tables 1‐4 and Figures 1‐4;
2) Shallow foundation option resting on improved soil (using the soil mixing technique) between
depths5.0 and 25.0 m below grade. In this option, the cement‐soil mixing technique with result in
minimum undrained shear strength of the improved soil, Su = 100 kPa. The soil improvement
technique will also reduce the compression ratio by at least 50%, i.e., CR improved soil = CR
native soil/2;
2. Deep foundation
1) The preferred deep foundation option is drilled cast in place piles. The available equipment
allows the construction of piles 0.60, 0.90, 1.20 and 1.50m diameter.
6. Scope of work
This is a practical problem for given loads and conditions. So different foundation system can be
compared to find the best foundation option for a client. Engineering Recommendation and
discussions on designed length, width, depth and other parameters of concrete foundation can
really pave the way of an economical solution
7. Design Criteria
Shallow
Deep

5. 5
Shallow Design 1
1) Shallow foundation resting on the native soil at depth 5.0 m below existing grade. In this
option, the design soil parameters that should be used in the design are based on the measured
properties presented in Tables 1‐4 and Figures 1‐4;
Given Data
Depth eO CR RR m Mr j OCR Pc
5.55 0.404 0.078 0.014 29 164 0 5 343
9.9 0.896 0.132 0.037 17 62 0 2 215
BH 5 20.9 1.889 0.252 0.02 9 115 0 2.7 239
23.8 0.603 0.081 0.012 28 191 0 1 215
28.15 1.356 0.212 0.025 11 92 0 0.8 216
52 0.733 0.115 0.011 20 209 0 0.8 392
BH 6 3.25 0.75 0.108 0.017 21 135 0 5.2 225
26.95 0.598 0.1 0.012 23 192 0 1.1 284
4.75 0.893 0.137 0.042 17 55 0 4.2 225
BH 7 22.25 1.168 0.156 0.036 15 64 0 1.7 343
26.75 2.235 0.247 0.021 9 109 0 1.3 353
5.35 1.278 0.162 0.03 14 77 0 2.7 176
8.75 0.521 0.078 0.013 29 177 0 2.3 216
BH 8 20.75 1.46 0.227 0.032 10 72 0 1.8 363
25.15 0.085 0.105 0.016 22 144 0 0.9 206
29.15 0.645 0.079 0.024 29 96 0 0.8 206
4.7 0.658 0.108 0.036 22 64 0 5 274
10.75 0.62 0.08 0.024 29 96 0 2 216
BH 9 20.25 1.523 0.186 0.07 12 32 0 1 186
28.75 0.665 0.102 0.024 23 96 0 0.9 235
43.45 0.7 0.082 0.023 28 100 0 0.5 196

6. 6
Data Extracted from Graphs (attached in Appendix)
Depth eo CR RR Cu OCR Gmax ϒ
5 0.8 0.12 0.03 55 4.3 52.946 18.2
10 0.7 0.095 0.035 70 2.9 162.464 19
15 1 0.14 0.02 90 2.9 193.4 19
20 1.6 0.2 0.03 50 1.2 159.626 17.8
25 0.6 0.1 0.025 100 2.5 142.79 17.4
30 0.7 0.09 0.024 150 2.5 208.258 19.5
35 0.7 0.085 0.024 175 2.5 242.66 19.5
40 0.6 0.08 0.022 175 1.3 249.226 19.5
45 0.7 0.08 0.023 175 1.3 166.786 19.5
50 0.7 0.11 0.011 175 1.3 261.78 19.5
55 0.6 0.12 0.01 175 1.3 263.668 19.5
Capacity Calculation
DL 8820
LL 16280
V(DL+LL) 25100
V(concrete) 138720
V(given+Conc) 163820
H(.2x(Foundation load x
DL))
11364
M 56820
e 0.346844
D 5
B 34
L 34
B' 33.30631
L' 33.30631
x 1
m 1.5

7. 7
ϒ 19
D 5
sq 1
dq 1.294118
iq 1
bq 1
gq 1
Nq 1
Nc 5.14
q(ult) for
DL+LL
597.53 FOS 3 q(allow) 199.18 q(max)
Given
Vertical
load
141.71 q(allow)>q(max)
q(ult) for
seismic
578.09 FOS2.
5
q(allow) 231.24 q(max)
Given
Seismic
lateral Load
66.847 q(allow)>q(max)
Result
For Shallow Design 1 My design Satisfies Given Load for a Foundation of 34m X 34m X 5
square footing
Settlement Calculation
B 34
L 34
cu 73
sc 1.194553
dc 1.058824
ic 0.959047
bc 1
gc 1

8. 8
V 25100
H 11364
cs 0.95
q 21.71280277
B 34
v 0.5
Eu 52794.2
Si 0.009963076
Sc 0.01983263
Settlement 0.029795706
29 mm
Plaxis Analysis
D E eo CR RR OCR Cr Cc ϒ ϒ' h B+Δz σ'vo Δσ' σ'p log((σ'vo+Δσ')/σ'vo) Sc
5 15.04 0.8 0.120 0.030 4.3 0.054 0.216 18.2 8.4 5 36.5 21 18.84 90.3 0.2781 0.0232
10 45.49 0.7 0.095 0.035 2.9 0.060 0.162 19 9.2 5 41.5 65 14.57 188.5 0.0879 0.0090
15 54.15 1 0.140 0.020 2.9 0.040 0.280 19 9.2 5 46.5 111 11.61 321.9 0.0432 0.0022
20 44.54 1.6 0.200 0.030 1.2 0.078 0.520 17.8 8 5 51.5 154 9.46 184.8 0.0259 0.0015
25 39.70 0.6 0.100 0.025 2.5 0.040 0.160 17.4 7.6 5 56.5 193 7.86 482.5 0.0173 0.0014
30 57.90 0.7 0.090 0.024 2.5 0.041 0.153 19.5 9.7 5 61.5 236.25 6.64 590.6 0.0120 0.0008
35 66.97 0.7 0.085 0.024 2.5 0.041 0.145 19.5 9.7 5 66.5 284.75 5.68 711.9 0.0086 0.0006
40 69.39 0.6 0.080 0.022 1.3 0.035 0.128 19.5 9.7 5 71.5 333.25 4.91 433.2 0.0064 0.0004
45 45.70 0.7 0.080 0.023 1.3 0.039 0.136 19.5 9.7 5 76.5 381.75 4.29 496.3 0.0049 0.0003
50 70.68 0.7 0.110 0.011 1.3 0.019 0.187 19.5 9.7 5 81.5 430.25 3.78 559.3 0.0038 0.0001
55 71.19 0.6 0.120 0.010 1.3 0.016 0.192 19.5 9.7 5 86.5 478.75 3.35 622.4 0.0030 9E-05
Total Sc 0.0198

9. 9
Data Used in Plaxis
Depth ϒ Cu E
5 18.2 55 15.037
10 19 70 45.4894
15 19 90 54.1518
20 17.8 50 44.5374
25 17.4 100 39.6958
30 19.5 150 57.8954
35 19.5 175 66.973
40 19.5 175 69.3864
45 19.5 175 45.6996
50 19.5 175 70.6802
55 19.5 175 71.1902

10. 10
Result
For Shallow Design 1 My design of 34 X 34 X 5 m footing settles for 29 mm and from Plaxis the
value is 29.1 mm
Shallow design 2
Shallow foundation option resting on improved soil (using the soil mixing technique) between
depths5.0 and 25.0 m below grade. In this option, the cement‐soil mixing technique with result in
minimum undrained shear strength of the improved soil, Su = 100 kPa. The soil improvement
technique will also reduce the compression ratio by at least 50%, i.e., CR improved soil = CR
native soil/2
Capacity Calculation

11. 11
D 5
B 24
L 24
B' 22.34557
L' 22.34557
x 1
m 1.5
Nq 1
Nc 5.14
DL 8820
LL 16280
V(DL+LL) 25100
V(concrete) 69120
V(given+Conc) 94220
H 15588
M 77940
e 0.827213
ϒ 19
D 5
sq 1
dq 1.416667
iq 1
bq 1
gq 1
cu 100
sc 1.194553
dc 1.083333
ic 0.908896
bc 1
gc 1

12. 12
q(ult)
for
DL+LL
799.75 FOS 3 q(allow) 266.5833 q(max)Give
n Vertical
load
163.5764 q(allow)
>q(max)
q(ult)
for
seismic
739.1509 FOS2.5 q(allow) 295.6604 q(max)Give
n Seismic
lateral Load
129.9 q(allow)
>q(max)
Settlement Calculation
cs 0.95
q 43.57639
B 24
v 0.5
Eu 52794.2
Si 0.014114
Sc 0.015416
Settlement 0.02953
29 mm
Depth E eo CR RR OCR Cr Cc ϒ ϒ' h B+Δz σ'vo Δσ' σ'p log((σ'vo+Δσ')/σ'vo) Sc
5 15.037 0.8 0.06 0.015 4.3 0.027 0.108 18.2 8.4 5 26.5 21 35.74225703 90.3 0.431687312 0.017986971
10 45.4894 0.7 0.0475 0.0175 2.9 0.02975 0.08075 19 9.2 5 31.5 65 25.29604434 188.5 0.142755369 0.007347703
15 54.1518 1 0.07 0.01 2.9 0.02 0.14 19 9.2 5 36.5 111 18.84030775 321.9 0.068086557 0.001702164
20 44.5374 1.6 0.1 0.015 1.2 0.039 0.26 17.8 8 5 41.5 154 14.57395848 184.8 0.039269764 0.001132782
25 39.6958 0.6 0.05 0.0125 2.5 0.02 0.08 17.4 7.6 5 46.5 193 11.60827841 482.5 0.025365892 0.000990855
30 57.8954 0.7 0.045 0.012 2.5 0.0204 0.0765 19.5 9.7 5 51.5 236.25 9.463662928 590.625 0.017057489 0.000602029
35 66.973 0.7 0.0425 0.012 2.5 0.0204 0.07225 19.5 9.7 5 56.5 284.75 7.862792701 711.875 0.011829576 0.000417514
40 69.3864 0.6 0.04 0.011 1.3 0.0176 0.064 19.5 9.7 5 61.5 333.25 6.636261485 433.225 0.008563452 0.000294369
45 45.6996 0.7 0.04 0.0115 1.3 0.01955 0.068 19.5 9.7 5 66.5 381.75 5.675843745 496.275 0.006409542 0.000216793
50 70.6802 0.7 0.055 0.0055 1.3 0.00935 0.0935 19.5 9.7 5 71.5 430.25 4.909775539 559.325 0.004927865 7.97155E-05
55 71.1902 0.6 0.06 0.005 1.3 0.008 0.096 19.5 9.7 5 76.5 478.75 4.288948695 622.375 0.003873363 6.05213E-05
Total Sc 0.015415709

13. 13
Plaxis Analysis
Data Used
Depth ϒ Cu E
5 18.2 100 15.037
10 19 100 45.4894
15 19 100 54.1518
20 17.8 100 44.5374
25 17.4 100 39.6958
30 19.5 150 57.8954
35 19.5 175 66.973
40 19.5 175 69.3864
45 19.5 175 45.6996
50 19.5 175 70.6802
55 19.5 175 71.1902

14. 14
Result
For Shallow Design 1 My design of 24 X 24 X 5 m footing settles for 29 mm and from Plaxis the
value is 28 mm

15. 15
Deep Design
Capacity Calculation and Pile parameters
Depth Cu Δz α Qs
2 15 2 1 141.372
7 55 5 0.9 1166.319
12 70 5 0.3 494.802
16 90 4 0.9 1526.818
21 50 5 0.25 294.525
27 100 6 0.25 706.86
32 150 5 0.25 883.575
40 175 8 0.3 1979.208
45 175 5 0.3 1237.005
50 175 5 0.3 1237.005
55 175 5 0.3 1237.005
V 25100
FS 3
Qu group 75300
G 0.7
n 23.90295
25 pcs
Qgroup
(design)
26252
Qu (design) 78755.99
L 25
d 0.6
Le 25
Ab 0.282744
Nc 6
Cub 100
Circumfurence 4.7124
Qb 169.6464
Qs 4330.696
Qult 4500.342
Qsingle 1500.114

16. 16
Result
For Given Calculation my Engineering calculation and recommends to have 25 pieces of 25
meter concretes bored piles of .6m diameter
Single Pile Settlement Calculation
L 25
d 0.6
Cs 0.058884
Cb 0.03
fb 2119
Qb 296.8812
Qs 4330.696
FOS 3
cub 175
Nc 9
σvb 544
Qba 98.9604
Qsa 1443.565
αs 0.67
Ap 0.282744
Ep 30000000

17. 17
Sss 0.001605
Ssb 0.001335
Sp 0.003142
Ssingle 0.006082
6 mm
Group Pile Settlement Calculation
dc 4.4
L 25
n 25
Ap 0.2827
Ep 30000000
b' 9
l' 9
Es 198911.4
Qa 1004
Eeq 3319196
S 0.0300295
30 mm

18. 18
n 25
w 0.5
Rs 5
SG 0.03041
30 mm
Lateral Capacity Calculation
Solving this two equation we get a quadric equation and from there I got my Pile capacity of
451.39 Kpa for single Pile and 11284.7kpa for group Pile. My Myeild was greater than Mmax so
I used Long pile fixed head formula, though I have a short pile .
I 0.00636
S 0.021
fy 30000
fr 0.6
M yield 378

19. 19
P 293.112 x f
f 1.54
P 451.39
PG 11284.75
Lateral Deflection Calculation
yg = HfyF
H 11364
L 25
d 0.6
fy 30000000
Ep 24647515.09
Es 1989114
K 12.39120286
fyh 6.92424E-07
fθH 9.89827E-07
fθM 3.40959E-06
fyF 4.0507E-07
yg 0.004603
4.6 mm

20. 20
8. Results of All Design Criteria
1. Shallow Foundation Type 1
Design 34m X 34m X 5m concrete square footing.
Capacity vertical load
q allowable =199.1757 kpa
q max =141.71 kpa
Capacity for seismic load
q allowable = 217.4114224 kpa
q max = 173.5764706 kpa
Settlement
29 mm
2. Shallow Foundation Type 2
Design 24m X 24m X 5m concrete square footing.
Capacity for vertical load
q allowable = 266.5833333 kpa
q max = 163.5763889 kpa
Capacity for seismic load
q allowable = 295.660371 kpa
q max = 129.9 kpa
Settlement
29mm

21. 21
3. Deep Foundation Type 1
Design: 25 meter deep, 0.6 meter diameter 25 pcs of concrete pile bored in a distance of 1.8
meter
Capacity
q single = 1542.5256 kpa
q Group = 26994.198 kpa
Settlement
Ssingle =6 mm
Sgroup =30 mm
Lateral Capacity
q single = 451.39 kpa
q group = 11284.75 kpa
Lateral Deflection
4.6 mm
9. Recommended Design for Client
The transfer of loads from deep foundations to the soil is different from that of shallow
foundations. Shallow foundations primarily transfer the load to the soil via bearing pressure.
Deep foundations also transfer the load via friction along the length (or depth) of the foundation,
called skin friction. The force that remains at the bottom of the deep foundation is transferred to
the soil by bearing pressure.
Shallow foundations, often called footings, are usually embedded about few meters into soil ( in
this case 5 meters) One common type is the spread footing which consists of strips or pads of
concrete (or other materials) which extend below the frost line and transfer the weight from walls
and columns to the soil or bedrock. Another common type of shallow foundation is the slab-on-
grade foundation where the weight of the building is transferred to the soil through a concrete
slab placed at the surface. Slab-on-grade foundations can be reinforced mat slabs, which range
from 30 cm to several meters thick, depending on the size of the building, or post-tensioned
slabs, which are typically at least 20 cm for houses, and thicker for heavier structures. A deep
foundation is used to transfer the load of a structure down through the upper weak layer of

22. 22
topsoil to the stronger layer of subsoil below. There are different types of deep footings including
impact driven piles, drilled shafts, caissons, helical piles, geo-piers and earth stabilized columns.
The naming conventions for different types of footings vary between different engineers.
Historically, piles were wood, later steel, reinforced concrete, and pre-tensioned concrete.
In this case my engineering recommendation is Deep foundation Type 1.If I have a chance to
install shallow foundation over a deep foundation I would definitely go for that always because
deep foundations are complicated to install and it is expensive than shallow foundation. In my
design I have 25 piles means I have to make 25 bore hole and I have to bore those until 25
meters of depth with 1.8 meters of spacing, so for avoiding complicated design and cost I would
prefer Shallow foundation
Now I have 2 options for shallow foundation. One is in improved soil and my designed footing is
24 X 24 X 5 which is much lesser than the designed footing of 34 X 34 X 5 in natural soil. So
volume of concrete is more in shallow foundation design 1 but I would still go for design 1
because improving soil up to 25 meters would be so costly and the installation procedure would
take much time because I have to excavate soil up to a fair amount of depth of 25 meters. So
counting time and money as well design complicacy I would recommend my client to go for
Shallow foundation design type 1.

23. 23
10. Appendix
Tables
Table 1

24. 24
Table 2
Table 3

25. 25
Table 4

26. 26
Table 5

27. 27
Table 6
Graphs
Graph 1

28. 28
Graph 2
Graph 3

29. 29
Graph 4
11. References
1. Lecture Notes of M. Hesham El Naggar, Ph.D., P. Eng., MASCE, FEIC,Professor and
Research Director,Geotechnical Research Centre
2. soilseries.sc.egov.usda.gov/OSD_Docs/C/COLUMBIA.html

30. 30
3. http://en.wikipedia.org/wiki/Deep_foundation
4. Simplified Design of Building Foundations, 2nd Edition by James Ambrose (Author)
5. Building Foundations of Scientific Understanding: A Science Curriculum for K-2 by
Bernard J. Nebel (Author)
6. Foundation Engineering P. C. VARGHESE
7. Foundation Engineering Handbook by Robert Day McGraw Hill Professional, Dec 12,
2005