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

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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

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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

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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

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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

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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

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.

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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

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

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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

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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

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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

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

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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

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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

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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

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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

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

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

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

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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

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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

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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

10. Appendix

Tables

Table 1

24

Table 2

Table 3

25

Table 4

26

Table 5

27

Table 6

Graphs

Graph 1

28

Graph 2

Graph 3

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

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