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"Analysis And Design of a Reinforced Concrete Water Tank" 

 

 

 

By: 

 

Azad Reyad Jaber – 11819345 

Bilal Khairy Asaad – 11820999 
 

 

 

Under Supervision Of: Dr.Monther Diab 

 

 

Submitted in partial fulfillment of the requirements for 

Bachelor degree in Civil Engineering 

 

 

 

 

First Semester 2023/2024 



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 اإلهــــــــــــداء
 
 

ٍم َعِليٌم " 
ْ
لِّ ِذي ِعل

ُ
 ك
َ
ْوق

َ
 قال تعاىل: " َوف

ء الدرب وتعيننا  ي
 تض 
ً
ة ورزقنا من المعرفة والعلم لتكون مشكاة  لِِل الذي أنعم علينا بنعم كثير

ُ
الَحْمد

   والصالة والسالم عىل سيدنا محمد وخاتم األنبياء والمرسلير   الدهر،عىل نوائب 

 

  إىل من سهرن اللياىلي الطوال صاحبات الحنان أمهاتنا الحبيبات أمل الحياة ومعناها ..  إىل

 . . والعلماللذين كافحوا ألجلنا للوصول اىل أعىل الدرجات باألخالق  إىل

 

 أرواح أبوينا رحمهم هللا وأسكنهم الفردوس األعىل ..  إىل

 

كما نتقدم بجزيل الشكر واألمتنان اىل الدكتور الفاضل منذر ذياب والدكتور عصام جردانة لمساهمتهم 

وع .. كما نتوجه بالشكر والتقدير اىل رصح جامعة النجاح الوطنية واىل طاقمها   ي انجاز هذا المشر
ف 

يضمهم ويصنع من الرائع , أدامهم هللا جميعا سندا لجميع طالب الجامعة وذخرا لهذا الوطن الذي 

ق..   عزيمتهم مستقبل األمة المشر

 

 
 

  



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ABSTRACT 

 

This project focuses on the analysis and design of the foundation system and walls for 

a reinforced concrete water tower. The foundation of a water tower is critical to ensure stability, 

durability, and safety throughout its service life. The objective of this study is to develop a 

comprehensive understanding of the design principles, engineering considerations, and 

analytical methods required for the foundation system of a water tower. The project begins 

with a thorough literature review to gather relevant water tower design and foundation 

engineering information. Various types of foundation systems commonly used for water towers 

are explored, including spread footings, mat foundations, and piles. Additionally, geotechnical 

investigations are conducted to assess the soil properties at the project site, enabling accurate 

analysis of the foundation system. 

The analysis phase involves the application of engineering software and structural 

analysis techniques to evaluate the structural behavior of the foundation system. Load 

combinations, including dead loads, live loads, wind loads, and seismic forces, are considered 

to assess the stability and performance of the water tower under different loading scenarios. 

The effects of settlement, uplift, and lateral movements on the foundation system are also 

investigated 

Based on the analysis results, a design methodology is developed to determine the foundation 

components' dimensions, reinforcement requirement,  and construction specifications. 

Attention is given to ensuring the structural integrity of the foundation system, considering 

factors such as soil-bearing capacity, settlement limitations, and structural performance. 

 

 

 

 

 

 

 

 

 

 

 

 

 

 



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TABLE OF CONTENT 

 

1. Introduction  ..........................................................................................................................  7 

    1.1 Introduction  ....................................................................................................................  8 

    1.2 The Importance of Foundations  .....................................................................................  9 

    1.3 Location ......................................................................................................................... 10 

    1.4 The Project ..................................................................................................................... 11 

    1.5 The Scope....................................................................................................................... 11 

2. Review of Soil and Foundation System ............................................................................... 12 

    2.1 Define of The Soil .......................................................................................................... 13 

    2.2 Importance of Soil.......................................................................................................... 13 

    2.3 Types of Soil .................................................................................................................. 14 

    2.4 Definition of The Foundation ........................................................................................ 16 

    2.5 Purposes of Foundation.................................................................................................. 16 

    2.6 Types of The Foundation ............................................................................................... 16 

3. Site Investigation Report...................................................................................................... 23 

4. Design Philosophy ............................................................................................................... 34 

    4.1 Construction Terminology ............................................................................................. 35 

    4.2 Loads on Columns and Analysis ................................................................................... 41 

    4.3 Foundation Design ........................................................................................................  42 

     4.3.1 Isolated Footings ................................................................................................. 42 

     4.3.2 Mat Foundations ................................................................................................. 43  

     4.3.3 Piles Foundations ................................................................................................ 44 

    4.4 Conclusion ..................................................................................................................... 45 

 

 

 

 

 



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5. Ground Tank ........................................................................................................................ 55 

    5.1 Introduction ...................................................................................................................  56 

           5.1.1 General Background ............................................................................................ 56 

           5.1.2 About Water Tanks .............................................................................................. 57 

           5.1.3 Project Description............................................................................................... 58 

           5.1.4 Codes And Standards ........................................................................................... 60 

    5.2 Modeling ........................................................................................................................ 61 

           5.2.1 Water Tank Layouts ............................................................................................. 61 

           5.2.2 Design Criteria ..................................................................................................... 63 

           5.2.3 Preliminary Dimensions....................................................................................... 63 

    5.3 Tank Base (MAT) Foundation ....................................................................................... 64 

    5.4 Bearing Capacity ............................................................................................................ 65 

    5.5 Analysis and Design ...................................................................................................... 68 

           5.5.1 Tank Base............................................................................................................. 68 

                     Soil Pressure........................................................................................................ 69 

                     Base Reactions .................................................................................................... 74 

                     Deformed Shapes ................................................................................................ 75 

                     Checks ................................................................................................................. 76 

                     MAT Reinforcement ........................................................................................... 80 

                     Settlement Of Mat Foundation ........................................................................... 84 

           5.5.2 Walls .................................................................................................................... 86 

 

 

 

 

 

 

 



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6. Elevated Tank ................................................................................................................................. 93 

    6.1 Introduction .............................................................................................................................. 94 

           6.1.1 General Background ..................................................................................................... 94 

           6.1.2 Project Description  ...................................................................................................... 96 

    6.2 Modeling ................................................................................................................................... 97 

           6.2.1 Water Tank Layouts ..................................................................................................... 97 

           6.2.2 Design Criteria .............................................................................................................. 98 

           6.2.3 Preliminary Dimensions .............................................................................................. 98 

    6.3 Tank Base Foundation ............................................................................................................ 99 

 6.3.1 Mat Foundation ................................................................................................. 100 

 6.3.2 Pile Foundation ................................................................................................. 105  



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CHAPTER ONE 

(INTRODUCTION) 

 

 

 

 

 

 

 

 

  



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1.1 INTRODUCTION 

 

The foundation of the building is the lower part of it, which is the base on which the building 

rests on the ground. It is the first part of the concrete structure to be poured on-site directly 

above the foundation soil. and transfers the structural loads to the supporting soil or rock. In 

order to put any facility on the ground in a safe manner, we must choose the appropriate type 

of foundation so as to give it stability and continuity for the longest possible period in the case 

of normal use or even in conditions of earthquakes, which preserves the lives of its residents. 

The foundations are usually embedded in the ground at a depth suitable for construction, and 

the foundation is chosen according to the type of building, the design method, and the bearing 

capacity of the soil. 

The foundation soil must meet several conditions, durability, balance, stability, and stability. 

This means that the function of the foundations is to redistribute the loads on the soil so that 

they do not collapse and cause a crack, and thus the building collapses. 

However, we can judge that foundations are the most important elements of any structure, and 

without foundations the structure would not rise above the ground. 

Foundation design includes several factors to choose the most appropriate type of foundation: 

• Soil bearing capacity. 

• The geological condition of the soil. 

• Depth of foundation for adjacent buildings. 

• The load of the structure to be designed. 

• Other factors related to the expected stability of the site's soil. 

 

 

 

 

 

 



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1.2 THE IMPORTANCE OF FOUNDATIONS 

Foundations are the most critical part of any structure, as they serve as the base on which the 

building stands. The foundation of a building is responsible for transferring the load of the 

structure to the ground and distributing it evenly. A solid foundation ensures that the building 

is stable, safe, and durable. A poorly constructed foundation can lead to structural damage, 

collapse, or even endanger lives. 

The foundation is the first step in any construction project and must be built correctly to 

ensure the building's stability and longevity. Properly constructed foundations are essential 

for the following reasons: 

1. Structural Integrity: A solid foundation is critical to the structural integrity of a building. 

A poorly constructed foundation can cause the building to shift or settle, resulting in 

structural damage, cracks, or collapse. 

 

2. Safety: A solid foundation ensures that the building is safe for occupants. A weak 

foundation can result in an unstable structure that can pose a danger to those inside. 

 

3. Longevity: A properly constructed foundation can extend the life of a building. A weak or 

damaged foundation can cause the building to deteriorate rapidly and require costly 

repairs. 

 

4. Cost-effectiveness: Building a strong foundation can be more cost-effective in the long 

run. Investing in a solid foundation can prevent costly repairs and maintenance in the 

future. 

 

In conclusion, the importance of foundations cannot be overstated in any construction project. 

A strong foundation is critical to the structural integrity, safety, longevity, and cost-

effectiveness of a building. It is essential to invest in a solid foundation to ensure that the 

building is stable, safe, and durable. 

 

 

 

 

 

 

 

 



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1.3 LOCATION 

The location of this project (water tower) is located in Palestine, west bank - Jenin City. 

Jenin is located at latitude 32.28 north and longitude 35.18 east Greenwich. It also has 

coordinates 208 latitudes and 178 longitudes, according to the Palestinian coordinates grid. 

Jenin City is located in the northern part of the west bank (far north), It's about 75 km north of 

the Palestinian capital, Jerusalem. 

The water tower is located in the new industrial city of Jenin, and this area is located to the 

north of the city and is about 4 km away from the city center to the northwest. 

 

      

the new industrial city of Jenin                                      Jenin on the map of Palestine 

 

 

 

 



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1.4 THE PROJECT 

The project is focusing on the design of a water tank including its foundation. The tank project 

consists of a ground, and an elevated tank (water tower) located in the new industrial city of 

Jenin. The purpose of the water tower is to provide a reliable and continuous supply of water 

to the surrounding area. The water tower will have a capacity of 700 cubic meters and the 

bottom tank have 6000 cubic meters, the tank will be constructed using reinforced concrete. 

The design of the water tower will take into consideration the local environmental conditions 

and the specific needs of the surrounding community. 

 

1.5 THE SCOPE 

The scope of this project involves designing various foundation alternatives, including isolated 

footing, combined footing, mat foundation, and pile foundation, and selecting the most suitable 

foundation for the site. The project will require an assessment of the site's geological 

conditions, soil bearing capacity, and load requirements to determine the optimal foundation 

type. Ultimately, the aim is to ensure that the chosen foundation provides the necessary stability 

and safety for the water tower structure. 

  



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CHAPTER TWO 

(REVIEW OF SOIL AND FOUNDATION SYSTEM) 

 

 

 

 

 

 

 

 

 

 

 



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2.1 DEFINE OF THE SOIL 

soil, the biologically active, porous medium that has developed in the uppermost layer of 

Earth’s crust. Soil is one of the principal substrata of life on Earth. It is the brittle or crumbly 

surface layer that covers the Earth's surface.  

Soil can be expressed as the (crust or layer) that will be relied upon to bear the loads of buildings 

and facilities, and which receive loads from the foundations. 

 

The soil and its nature are studied before building on it for several factors: 

• Achieving a safe design for the building. 

• Choosing the appropriate design and structural system. 

• To avoid future defects in the building. 

 

2.2 IMPORTANCE OF SOIL 

Among properties of soils highly important in engineering are permeability, strength, 

compaction characteristics, drainage, shrink-swell potential, grain size, plasticity, and reaction. 

Also important are depth to the water table, depth to bedrock, and soil slopes. These properties, 

in various degrees and combinations, affect construction, structures and foundations. 

Soil is one of the three major natural resources, alongside air and water. Soils are complex 

mixtures of minerals, water, air, organic matter, and countless organisms that are the decaying 

remains of once-living things. It serves as a natural medium for the plant growth. Soil plays a 

major role in determining the depth of the foundation required to keep a building safe. Soil 

sometimes contains water which causes troubles in construction of foundation. Soil testing is 

extremely important to environmentally sensitive applications in agricultural and constructional 

fields. In the construction industry, buried cables and pipelines pose as possible threats.  

When construction companies are building underground systems, they must pay close attention 

to the moisture density and thermal conductive properties of the surrounding soil. If a low soil 

thermal conductivity is noted, cables and pipelines may experience overheating and may 

potentially combust. 

 



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In addition to the importance of soil, its study has a clear impact on making several decisions 

before construction:  

• Select potential residential, industrial, commercial, and recreational areas. 

• Evaluate alternate routes for roads, highways, pipelines, and underground cables. 

• Plan farm drainage systems, irrigation systems, ponds, and other structures for 

controlling water and conserving soil. 

• Correlate performance of structures already built with properties of the kinds of soil 

on which they are built, for the purpose of predicting performance of structures on the 

same or similar kinds of soil in other locations. 

• Predict the trafficability of soils for cross-country movement of vehicles and 

construction equipment. 

• Develop preliminary estimates pertinent to construction in a particular area. 

 

2.3 TYPES OF SOIL 

Sandy Soils 

Sandy soils are free draining, with the largest, but fine and hard particles. 

It has a gritty feel. It does not bind very well. It is poor in holding water and easily warms up 

in the spring season. Sandy soils are very low in nutrients, as they are usually washed away. Its 

degree of aeration depends on the sizes of the particles, which vary a lot in size, it is usually 

formed from the weathering or disintegration of bedrock such as shale, limestone, granite and 

quartz. 

Silty soil 

This kind is finer, smoother in texture and hold water better than sandy soils. It also holds up 

nutrients and makes it better for crop cultivation. 

Silty soils are heavier than sandy soils, and almost midway between the properties of sandy 

and clay soils. 



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It is formed when fine sediments (dust, organic matter and debris) are carried by water or ice 

and deposited. When silt is deposited and cemented with time, it forms siltstone. Silt particles 

are so small and not easily seen by the eyes. It leaves a bit of residue after you touch them.  

 

 

 

Clay 

The particles that make up clay are the finest and they bind very well. It has very little air 

spaces. Clay very sticky when wet, and can be molded into any shape and form. When they 

dry, they are rock hard. Clay soils do not drain very well. Clay is believed to form in places 

where rock is in contact with water, air or steam Example, sediments on sea or lake bottoms 

may become clay soils with time. 

Loamy 

This soil is a mixture of sand, clay and silt particles and has the ability to retain water. It is high 

in calcium, aeration and ideal for most crops and vegetables. It is the soil all farmers dream of, 

as it is full of nutrients from decomposed organic material. It is soft and easy to cultivate. 

Peaty 

This soil is acidic and as a result, does not support decomposition very well. It is dark in 

color, rich in organic material, although contains less nutrients than loamy soils. It retains 

water very well. 

Chalky 

This soil is alkaline with a pH of about 7.5. It is not acidic and often stony with chalk or 

limestone bedrock. It is free draining because of its coarse and stony nature. Not the best for 

crops to grow in as they lack manganese and iron. 

 

 

 

 



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2.4 DEFINISION OF THE FOUNDATION 

The foundation is the bottom part of any structure, its main function is to provide a large enough 

area for a force to spread its load to form-distributed load, which the ground can resist . 

A foundation ( also called a ground soil ) is a structure that transfers loads to the earth Its size 

depends on the bearing capacity of the soil and the forces applied on it, the forces applied on 

the foundation are permanent forces as weight of structure, foundation's own weight, furniture 

and equipment, and variable forces as people, wind and earthquakes, those forces are delivered 

to the foundation at first then to the soil, thus by knowing those forces we should decide the 

appropriate type of foundation which is suitable for the site nature and which also deals with 

problems in this site , and we should design the foundation for those forces in order to achieve 

resistance , stability and safety of the structure . 

The structure makes many effects on the soil depending on the soil nature and the total loads 

affect the soil, thus we have different types of foundations with different uses. 

 

2.5 PURPOSES OF FOUNDATION 

• To support the structure. 

• To transmit the superimposed load through side friction and end bearing in case of deep 

foundations. 

• To distribute the total load coming on the structure on longer area so as to bring down 

the intensity of load at its base below the safe bearing capacity of the subsoil. 

• To prepare a leveled and hard surface for concreting and masonry work. 

 

2.6 TYPES OF THE FOUNDATION 

Generally, foundation systems are divided into shallow and deep foundations. Shallow 

foundations are almost always cast against the earth. The site is excavated to relatively shallow 

depths, underneath the ground elevation. They are easier to construct, cheaper, and, therefore, 

usually a more popular design option for smaller structures. 

 

 



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• Shallow Foundations: 

1. Isolated Footings 

Isolated footings are a type of foundation system used for individual columns or pillars that 

support the structure. They are the most common type of foundation system used for small 

buildings, such as houses and low-rise buildings. Isolated footings consist of a reinforced 

concrete pad that spreads the load of the column over a wider area of the soil. This type of 

foundation system is cost-effective and easy to construct, but it has a limited load-bearing 

capacity. 

. 

 

 

 

2. Strap Footings 

Strap footings, also known as cantilever footings, are two isolated footings connected with a 

strap beam. 

 

Strap beams commonly connect two footings that support columns resisting significant lateral 

forces. The central strap beam will help reduce the effects of the lateral load without placing 

additional gravity pressure onto the soil, which would occur if a combined footing were used. 



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3. Wall Footings 

Wall footings are used for load-bearing walls of a structure. They are designed to distribute the 

load of the wall over a wider area of the soil. Wall footings are deeper than isolated footings 

and are used for medium to high-rise buildings. They are cost-effective and easy to construct, 

but they may require more excavation work than other types of foundation systems. 

 

 

 

 

4. Mat Foundations 

Mat foundations, also known as raft foundations, are used for large and heavy buildings with 

uneven soil conditions. A mat foundation is a reinforced concrete slab that covers the entire 

footprint of the building. It distributes the load of the building over a larger area of the soil, 

reducing the risk of differential settlement. Mat foundations are suitable for high-rise buildings, 

industrial structures, and areas with poor soil conditions . 



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• Deep Foundations: 

1. Pile Foundation. 

Pile foundations are a type of deep foundation system used in construction projects when the 

soil conditions at the site are too weak or unstable to support the weight of the building. Pile 

foundations consist of long, slender columns, called piles, that are driven deep into the soil to 

reach a stronger layer or stratum of soil or rock that can support the load of the building. 

 

 

 

 

• Materials of Pile Foundation 

Pile foundations can be made of different materials, including steel, concrete, and wood, 

depending on the specific requirements of the project. The piles can be driven into the soil 

using a variety of techniques, including driven piles, bored piles, and auger-cast piles. 



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• Advantage & Disadvantage: 

One of the main advantages of pile foundations is their ability to transfer heavy loads from the 

structure to a more stable layer of soil or rock. This reduces the risk of differential settlement, 

which can lead to structural damage, and ensures the stability and safety of the building. Pile 

foundations are commonly used in high-rise buildings, bridges, and structures built on soft or 

unstable soil. 

 

Pile foundations also have some disadvantages. They can be expensive to install and may 

require specialized equipment and expertise. The installation of piles can also cause noise and 

vibration that can be disruptive to nearby buildings and structures. The environmental impact 

of pile foundations should also be considered, as the installation of piles can disturb the soil 

and affect local ecosystems. 

• Types of Pile Foundations Based on Construction Method. 

 

1. End-bearing piles, also known as point-bearing piles, are designed to transfer the load of 

the structure to a stronger, load-bearing layer of soil or rock located deep beneath the 

weaker soil. These piles are driven into the ground until they reach the strong, load-bearing 

layer. The pile is then embedded in the strong layer and the load of the structure is 

transferred to it. 



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2. Friction piles, also known as floating piles or cohesion piles, are designed to transfer the 

load of the structure through the frictional resistance between the surface of the pile and 

the surrounding soil. 

 

 

• How Pile Foundation Are Constructed? 

Pile foundations are constructed using several methods, depending on the type of pile, soil 

conditions, and load requirements of the structure. Here are some common methods of pile 

foundation construction: 

 



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1. Driven piles: This method involves using a pile driver to drive the pile into the ground 

until it reaches a suitable load-bearing layer of soil or rock. Driven piles are typically made 

of steel or concrete and can be used for end-bearing or friction piles. 

 

2. Bored piles: This method involves drilling a hole in the ground using a drilling rig, and 

then inserting the pile into the hole. The hole is typically filled with concrete or grout to 

secure the pile in place. Bored piles can be used for end-bearing or friction piles. 

 

3. Auger-cast piles: This method involves using an auger to drill a hole in the ground while 

simultaneously injecting concrete or grout into the hole to form the pile. Auger-cast piles 

are typically used for friction piles. 

 

4. Screw piles: This method involves using a machine to drive a helical pile into the ground. 

The pile has a helix-shaped plate at the bottom that provides resistance to the soil, and the 

pile is screwed into the ground until it reaches a suitable load-bearing layer. Screw piles 

are typically used for smaller structures or in areas with difficult access. 

 

After the piles are installed, they are typically tested to ensure that they can withstand the load 

of the structure. The most common method of pile testing is the static load test, where a known 

load is applied to the pile and the deformation of the pile is measured. If the pile passes the 

load test, it is considered suitable for supporting the structure. 

 

In summary, pile foundations are a critical component of many construction projects, especially 

in areas with weak or unstable soil conditions. They provide stability and support to the 

structure and ensure the safety and durability of the building. However, their installation can 

be complex and expensive, and their environmental impact should be carefully considered. 

 

 

  



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CHAPTER THREE 

(SITE INVESTIGATION REPORT) 

 

 

 

 

 

 

 

 

 
 

 

 

 

 

 

 



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Site Investigation Report 

 

(Proposed Water Tank Structure) 

Block No. 2   Parcels No. 25 - Burqin 

Jenin – the new industrial area 

 

 

 

 Requested by: 

Mr. Monther Diab 

 

Supervised by: 

First Option Engineering Office 

Hijjawi Laboratories 

 

 March 2023 

 

 



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 Content Page No. 

1. Introduction 24 

2. Purpose 24 

3. Procedure 24 

4. 
Geological Condition of Our Region and Climate of the Site 

(Jenin) 
25 

5. Site Description 26 

6. Soil Parameters 27 

7. Geotechnical Conditions 27 

7.1 Top Soil and Swelling Potential 27 

7.2 Type of Foundations 27 

7.3 Retaining Walls 28 

7.4 Seismicity of the Site 29 

8. Recommendations 30 

 Appendices 48 

 References 31 

 

 

 

 

 

 

 

 

 

 

 

 

 



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1. Introduction 

This report is to provide the geotechnical parameters to design the foundation of the proposed 

Water Tower Structure for Mr. Monther Diab, located at Jenin, Block No.2 and Parcel No.25. 

The proposed water tank structure will have a plan area of 961 square meters and will have a 

volume of 6000 m3 for bottom tank and 700 m3 for elevated tank. 

This report was prepared upon a request by Mr. Monther Diab and supervised by First Option 

Engineering Office. 

 

2. Purpose 

The purpose of this investigation is to determine the following: 

• Description of the subsurface soil strata of the site. 

• Proposed type and depth of foundations most suitable and practical to be 

constructed at the proposed site. 

• Bearing capacity for the proposed foundation. 

• Parameters required for designing retaining walls. 

• Geotechnical parameters for seismic design. 

 

3. Procedure 

The procedure that was carried out to determine the above purpose was as follows: 

• Two boreholes were dug out in the site using soil mechanics boring 

machine. One borehole was dug to a depth of 12 m, while the rest one 

borehole was dug out to depth of 8 m. These boreholes gave the opportunity 

for determining the description of subsurface strata, eye exams, and taking 

the needed samples for lab tests. Location of boreholes is shown in Figure 

1. 

• Correlations were used to determine the geotechnical conditions and 

parameters. 

 

 

 

 

 

 



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Figure 1 Boreholes’ Locations. 

 

 

 

 

4. Geological Condition of Our Region and Climate of the Site (Jenin) : 

In order to understand the geological condition of the site, it is recommended to look at 

the stratigraphy of the whole area.  This part of the Middle East which includes Palestine 

and Jordan reveals similar geological development since most of this land was covered 

by sea water long time ago.  Rock formations from Precambrian, Paleozoic, Mesozoic, 

and Cenozoic ages are available in different parts of the area.  In fact, Cretaceous 

formations (especially those of the Upper Cretaceous), which are the newest and the 

latest of the three Mesozoic divisions, are the most common in Palestine including the 

investigated site. The Upper Cretaceous formation is divided into six different units, 

the latest of them is the Chalk-Marl unit. 

 



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The soils that cover the bedrock are formed by the weathering of various rocks. The 

most general types of weathering are mechanical and chemical weathering.  The soil 

that is produced by the weathering process of rocks can be transported by physical 

processes to other places.  These soils deposits are called transported soils.  In 

contrast, soils stay in the place of their formation and cover the rock surface from 

which they derive, are referred to as residual soils. 

The Site climate is a Mediterranean climate of a dry summer and mild rainy winter 

with occasional snowfall. The recorded average of Jenin’s rainfall is about 600 mm. 

 

5. Site Description 

The soil at the site from a geotechnical point of view consists of Brownish silty clay of high 

plasticity mixed with pebbles and stones of varying sizes. This type of soil has high swelling 

potential. 

Care should be done to take care of the swelling of this soil. It is necessary to add at least  40 

cm of compacted base course to reduce the effect of swelling of soil. 

This type of soil may slide when having cuts greater than 2 m. Safety precautions should be 

taken in this case. 

 

Ground water table was not encountered during the time of investigation ( March 2023 ). 

 

 

 

 

 

 

 

 

 

 

https://en.wikipedia.org/wiki/Mediterranean_climate


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6. Soil Parameters 

The following table summarizes the Soil parameters: 

BH 

No. 

Sample 

No. 

Depth 

m 

Natural 

Moisture 

Content 

% 

Liquid 

Limit 

% 

Plastic 

Limit 

% 

Plasticity 

Index 

Cohesion 

kN/m2 

Angle of 

Internal 

Friction (φ◦) 

1 

1 0.0 – 2.0 12      

2 2.0 – 4.0 15 41 18 23 40 8 

3 4.0 – 6.0 20      

4 6.0 – 8.0 11      

5 8.0 – 10.0  9      

6 10.0 – 12.0 9      

2 

1 0.0 – 2.0 7 44 22 22 38 10 

2 2.0 – 4.0 12      

3 4.0 – 6.0 18      

4 6.0 – 8.0 10      

 

 

7. Geotechnical Conditions 

According to site description and laboratory test results the following geotechnical conditions 

prevail : 

 

7.1 Top Soil and Swelling Potential 

This type of soil has high swelling potential. Precaution should be taken to overcome problems 

expected from this expansive soil, such as inserting at least 40 cm of compacted base course. 

This type of soil may slide when having excavation greater than 2 m. In this case safety 

precautions should be taken. 

 

7.2 Type of Foundations 

Shallow Foundation (strip or mat) is recommended to be used for this site. The site should be 

improved by at least 60 cm compacted rockfill and 40 cm of compacted base course and in this 

case the allowable bearing capacity = 200 kN/m2 (2.0 kg/cm2) and the foundation depth should 

be at least 1 m below the existing ground surface. 

 

 



30 | P a g e   

The value bearing capacity is based on the bearing capacity of the silty clay soil according to 

the following parameters: 

➢ Cohesion (c) = 39 kN/m2 

➢ Angle of Internal Friction (φ) = 9◦ 

➢ Unit Weight = 18 kN/m3 

➢ Size of Foundation (assumed) 2 x 2 m. 

➢ Depth of Foundation = 1.0 m 

Terzaghi Bearing Capacity Equation gives qall = 172 kN/m2 

Vesic Bearing Capacity Equations gives qall = 180 kN/m2 

The recommended allowable bearing capacity qall = 180 kN/m2 

Consider the soil improvement by 40 cm of compacted base course, the allowable bearing 

capacity becomes = 200 kN/m2. 

Calculation sheet for bearing capacity is shown in the Appendix. 

 

An alternative foundation is Pile Foundation. The capacity of single pile will be given upon 

request. 

 

7.3 Retaining Walls 

The lateral earth pressure behind the retaining wall depends on the type of backfill to be used. 

For typical backfill soil the coefficient of the lateral earth pressure at rest (Ko) is equal to 0.5. 

Good drainage systems behind the retaining walls with weep holes and perforated drainage 

pipes have to be provided, so that pore water pressure behind the retaining walls will not 

develop. 

The backfill materials must be adequately selected.   

 

7.4 Seismicity of the Site 

Seismic Coefficients According to UBC 
Equivalent Linear Static Seismic Lateral Force (ESF) 

Seismic Zone Factor (Z) 

(Peak Horizontal Ground Acceleration in 

study site as a percentage of gravity) 

0.2 

Seismic Source Type A 

Seismic Importance Factor 1.0 

Soil Profile Type SD 

Seismic Coefficient Ca 0.28 



31 | P a g e   

Seismic Coefficient Cv 0.4 

Near Source Factor Nv 1.0 

Near Source Factor Na 1.0 

 

 

Seismic Coefficients According to IBC 
Model Response Spectrum (MRS) 

Peak Horizontal Ground Acceleration in 

study site as a percentage of gravity 

0.2 

Soil Profile Type (Site Class) D 

Mapped Maximum Considered Earthquake 

MCE spectral response accelerations for 

short period (0.2 sec.) SS 

0.53 

Mapped Maximum Considered Earthquake 

MCE spectral response accelerations for 

long period (1.0 sec.) SL 

0.12 

Site Class Coefficient (Fa) 1.37 

Site Class Coefficient (Fv) 2.3 

Design Short Period Acceleration SDS 0.72 

Design Long Period Acceleration SDL 0.28 

  

 

 

 

 

8. Recommendations 

From the above-mentioned geotechnical conditions and parameters, we do recommend the 

following: 

1. Shallow Foundation is recommended for this site after improving the soil by at least 

40 cm of compacted base course. In this case the allowable bearing capacity is 200 

kN/m2 (2.0 kg/cm2). Foundation depth should be at least 1 m from the existing 

ground surface. 

2. An alternative foundation is Pile Foundation. Capacity of piles will be given upon 

request. 

3. Water table was no encountered during drilling of boreholes. 

4. A drainage system should be designed and the structure should be isolated properly 

from surface and internal water. 



32 | P a g e   

5. Type I cement (normal Portland cement) may be used in the construction at this site. 

Common practice of insulation of the underground structures is adequate. 

6. No chemical problems are expected neither form the soils nor from the water exiting 

at this site. 

7. If during construction other geotechnical conditions appear, please contact us for 

remedial measures. 

 

 

 ملخص ألهم نقاط التوصيات: 

 .طينية مخلوطة بحصى ذات معامل لدونة عالي لعمق لنهاية الحفرتربة تتكون من التربة في الموقع  -1

هذه التربة لها قابلية عالية لالنتفاخ. يجب اتخاذ االجراءات االحتياطية للحد من مساوئ التربة المنتفخة. وهنا يجب   -2

 سم من البيسكورس المدموك تحت جميع العناصر االرضية. 40سم دبش مدموك و 60وضع على االقل 

كيلونيوتن/متر    200هو    بعد تحسينها كما ذكر اعالهومقدار تحمل التربة  اساسات سطحية  االساسات المقترحة هي    -3

 متر تحت سطح االرض الحالي. 1وعمق التأسيس يجب ان يكون على االقل   (.2كغم/سم 2.0مربع )

 في هذا الموقع.  (piles)يمكن استخدام اساسات عميقة  -4

المشاكل المتوقعة لالنتفاخ  التربة الطينية السطحية لها قابلية عالية لالنتفاخ. يجب اتخاذ اجراءات وقائية للحد من   -5

 التربة.

في حالة وجود جرفية عميقة فيجب اتخاذ اجراءات السالمة العامة الن هذه التربة لها قابلية عالية لالنزالق. مرفق   -6

 بعض اجراءات السالمة العامة. 

 األخرى. يجب مراجعة التقرير كامال لمعرفة التوصيات والحلول الهندسية  -7

 

More details in (Appendices A,B,C, and D) in appendix. 

 

 

 

 

 

 

 

 

 

 

 

 



33 | P a g e   

References 

• Bowles, J. E., 1996, “Foundation Analysis and Design”, Fifth Edition, the McGraw Hill 

Companies, Inc. New York, USA. 

• Chen, F., H., 1988, “Foundation on Expansive Soils”, Development in Geotechnical 

Engineering, Elsevier, USA. 

• Coduto, D., P., 2011,” Foundation Design: Principles and Practice”, Second Edition, 

Prentice Hall, New Jersey, USA. 

• Das, Braja and Sobhan, Khaled, 2014, “Principles of Geotechnical Engineering”, 

Eighth Edition, Cengage Learning, USA. 

• Das, Braja, 2016, “Principles of Foundation Engineering”, Eighth Edition, Cengage 

Learning, USA. 

• Design Manual 7.02, “Foundations and Earth Structures”, Naval Facilities Engineering 

Command, Alexandria, Virginia, USA, (1986). 

• Environmental Profile for the West Bank, Volume 7, Jenin Disrtict, Applied Reseach 

Institute – Jerusalem, (ARIJ), 1996. 

• Jordanian Code for Site Investigation.   كودات البناء الوطني االردني، كودة استطالع الموقع، مجلس

، االردن.                                                       1990البناء الوطنى االردني، الطبعة االولى،  كودة   

 استطالع الموقع  

• Terzaghi, K., and Peck, R.B. (1967). Soil mechanics in Engineering Practice, Wiley, 

New York. 

• Tomlinson, M. J., 2001 “Foundation Design and Construction”, Sixth Edition, 

Longman Scientific and Technical, London, U.K. 

• WinterKorn, H., and Fang H.-Y. (1975). Foundation Engineering Handbook. Van 

Nostrand, New York. 

 

  



34 | P a g e   

 

 

 

 

 

 

 

 

 

 

 

CHAPTER FOUR 

(DESIGN PHILOSOPHY) 

 

 

 

 

 

 

 

 

 

 



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4.1 DEFINITION OF CONSTRUCTION TERMINOLOGY FOR THE 

PROPOSAL WATER TANK TOWER  

 

About the tank, (We are going to focus on the elevated reservoir in this part). 

The tank consists of two parts, an upper part through which water is distributed and pumped 

from the tower, and a lower part of a large size to meet the large stock of water. 

 

Plan 

 

 

Figure 4.1: Top Plan Project 

 

 

 



36 | P a g e   

Dimensions and specifications: 

The ETABS program was used for the structural analysis of the water tank, and from it the 

loads that can be carried by one column and the loads per unit area were obtained. 

The required data and structural details of the design were entered as follows: 

• Area of all tank base = 2050 m2 

• Area of tower base = 127.5 m2  

• Area of Ground tank base = 1922.5 m2  

• Base elevation: +88.00 AMSL 

• Number of columns on tower = 9 Columns  

• Ground tank depth = 3.9 m 

• Elevated tank (tower) depth = 4.9 m 

• Elevated tank dimension: 12.5 m × 12.5 m  

• Tank level from ground to the highest point = 29.9 m 

 

More details in (figures 4.1, 4.2) in appendix. 

 

Codes and standards: 

 

Structures are designed by using different practice codes and specifications that control the 

design processes and variables, and qualify design variables at different loading conditions. 

The following codes and standards are used: 

 

• ACI 318-19 (American Concrete Institute): building code requirements of structural 

concrete and commentary. 

• IBC - 2015 (International Building Code). 

• ASCE 7-16 (American Society of Civil Engineers). 

 

This part of the project will include the analysis and design of the foundations of the upper 

reservoir, and the analysis and design of the lower reservoir will be completed in the second 

project. 

All loads on the 9 footings were taken into account during the design, including wind, 

earthquakes, water loads and the reservoir loads. 

 

 

 



37 | P a g e   

 

Loads:  

 

➢ Gravity loads, including dead, live, and super imposed dead loads. 

 

➢ Lateral loads, which include seismic loads and wind load 

 

 

• Dead load: structure own weight. 

 

• Superimposed dead load: These loads are mainly created by the non-structural 

elements of the building, such as tiles, stones, partitions, filling materials and 

plastering and soon. 

 

• Live Load: Live load is what is produced during the use of the structure. 

 

• Seismic loads: application of an earthquake-generated agitation to a structure. 

 

Material:  

They are generally the materials that used to erect the structural of the building. 

A - Concrete: It is the binding material that has an ability to resist the compression forces 

effectively. Also, it provides a very good protection to other structural material such as steel. 

The concrete compressive strength (f`c) is measured after 28 days of pouring and curing the 

samples and this strength will differ according to the importance of the structural element. 

 

the modulus of elasticity for concrete (E) can be determined as follows: E=4700√fc. 

 

 

B - Steel: steel is used to give the concrete the strength in tension side, which will make the 

structure more flexible in addition to reducing the growing cracks in the structural elements.  

 

 

 



38 | P a g e   

 

Materials from ETABS: 

 

 

 

Figure 4.1: Concrete properties 

 

 

 

 

 

 

 



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Sections from ETABS: 

 

 

Figure 4.2: Beam Section 

 

Figure 4.3: Column Section 

 

 

 

 



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Figure 4.4: Slab Section 

 

 

Figure 4.5: Wall Section 

 

 



41 | P a g e   

 

4.2 LOADS ON COLUMNS AND ANALYSIS  

For elevated reservoir (Water tower): 

Dead and Live Load:  

Columns Dead Load Live Load Envelope 

C10 944.66 642.35 4109.94 

C20 1011.10 707.39 4053.24 

C30 944.35 642.22 4109.88 

C40 1011.07 707.38 4053.26 

C50 944.69 642.36 4110.16 

C60 1011.08 707.39 4053.25 

C70 944.33 642.22 4109.90 

C80 1011.12 707.40 4053.24 

C90 1088.67 851.29 1362.07 

 

Moments Envelope:  

 

 

Figure 4.6: Moments Envelope 

 

 



42 | P a g e   

 

Loads Envelope:  

 

Figure 4.7: Loads Envelope 

 

4.3 FOUNDATION DESIGN 

4.3.1 ISOLATED FOOTINGS: 

For C50:  𝐴𝑟𝑒𝑎 =
𝐿𝑜𝑎𝑑

𝑞𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒
=

4110.12

200
= 20.55𝑚2 

√20.55 = 4.6 . .  choose B = 5m, L = 5m. 

Dimension of footing = 5 × 5 𝑚 

 

After a thorough evaluation, it has been determined that the use of isolated single-footing 

foundation is not suitable for this project due to the 5-meter distance between the columns. 

This distance would result in an overlap between the footings, creating the risk of differential 

settlement and potential structural damage. As a result, Mat foundations will be explored as 

an alternative foundation type for the project. 

 

 

 



43 | P a g e   

 

 

 

 

 

  

Figure 4.7: Columns Grid 

 

 

 

 

 

 

4.3.2 MAT FOUNDATIONS: 

Mat foundations, which encompass the entire building footprint, avoid the risk of footing 

overlap and differential settlement by distributing the structural loads over a wider area. By 

tying the footings of all columns together into a single unified mat, the foundation system 

behaves as a coherent whole. This enhanced stability and load distribution make mat 

foundations well-suited for structures with large spans between columns. 

For this project, the use of a mat foundation significantly reduces risks related to footing 

overlap and settlement issues. It provides a robust foundation solution to support the 

structural loads of the 5-meter column grid in a safe and economical manner. Mat 

foundations will undergo further analysis to optimize the design based on the soil conditions 

and intended building loads. 

 

 



44 | P a g e   

 

Figure 4.8: Mat Plan Cap Distribution 

 

 

4.3.3 Piles Foundation: 

To provide additional safety, stability and lateral resistance for this structure, pile foundations 

with 800mm diameter and 12-meter length will be used under each of the 9 columns in 

conjunction with the proposed mat foundation. 

Pile foundations extend into competent soil strata below the mat, anchoring the structure and 

reducing risks related to shallow soil failure or lateral forces. The piles also help distribute the 

considerable column loads through weaker near-surface soils into stronger soils at depth, 

thereby lowering contact pressures on the mat and underlying soils. 

By combining mat and pile foundations, this hybrid foundation system harnesses the benefits 

of both approaches. The mat ties the piles together, reducing differential settlement and 

providing a uniform bearing surface for the building. The 800mm bored piles in turn enhance 

the stability and load-carrying capacity of the mat by extending 12 meters deep to competent 

supporting strata. This interaction results in a robust, cost-effective foundation that satisfies 

requirements related to bearing capacity, settlement, and lateral load resistance. 

 

 

 

 

 



45 | P a g e   

 

 

 

Figure 4.9: Section of Mat foundation with Piles 

 

 

 

4.4 CONCLUSION: 

 

Soil-brownish silty clay mixed with stones soil, do soil improvement 60 cm rock and 40 cm 

base coarse. 

We use shallow mat foundation (D=1m) after soil improvement  

with piles L=12m, D= 800mm at every Columns footing for increase safety, more stability and 

resistance lateral moments. 

  



46 | P a g e   

 

 بعض االجراءات االحتياطية المقترحة لالمان في الموقع 

يجب اتخاذ االجراءات االحتياطية لالمان بالموقع وذلك بسبب وجود حفريات بالموقع وكذلك نوعية التربة، حيث هنالك 

احتماالت كبيرة لحدوث انهيارات في الموقع. تهدف هذه االجراءات للحد قدر االمكان من احتمالية حدوث مشاكل في 

وخصوصا للمشاريع الكبيرة، وهي كما   Safety Engineerامان الموقع بسبب عملية الجرف ومن المفضل توفير مهندس 

 يلي:

يجب عمل مخطط جرف من قبل مهندس متخصص ومتابعة هذا المخطط وكذلك االشراف  .1

 المتخصص على تطبيق المخطط وعملية الجرف. 

يجب اغالق الموقع كامال بجميع محيطة ووضع حواجز بواسطة الواح زينكو ووضع اشارات   .2

 تحذيرية عليها وتكون عاكسة ليال وواضحة نهارا. 

يجب توقف العمل في الظروف المناخية الصعبة، مثل االمطار والثلوج والرياح وغيرها وذلك  .3

 حتى استقرار الطقس والموقع من اثار هذه الظروف المناخية. 

يجب ان ال يتم الجرف في فصل الشتاء واالمطار خصوصا للمناطق التي فيها تربة غير صخرية   .4

 او صخرها مفكك.

يجب االسراع في بناء العناصر االنشائية الداعمة للقطع مثل الجدران والطوابق االرضية   .5

(basements)  .وأن يتم ذلك قبل الدخول في موسم الشتاء 

يجب عزل منطقة الجرف كليا عن مياه االمطار السطحية. يمكن وضع حاجز من الباطون   .6

 بارتفاع مناسب  لتغيير اتجاه سير المياه السطحية عن الجرفية.

 يجب وضع اشارات تحذيرية بوجود عمليات جرف في المنطقة على الشارع الرئيسي. .7

يجب وضع نظام لالمان للمنطقة والعمال بشكل عام وعمل بوليصة تأمين للمنطقة والجوار  .8

الموقع والعمال والمارة واتخاذ اجراءات االمان للعمال والزوار أو أي شخص يحتمل وجوده في 

 أو بالقرب منه.

يجب ان يكون العمال مؤهلين فوق السن القانونية ومدربين على تفادي االخطار في موقع البناء  .9

. باالضافة لتجهيزهم  واعالمهم بخطورة عملهم وخصوصا االنهيارات وتوفير مهرب امن لهم



47 | P a g e   

يجب التأكد من سالمة االدوات كامال بادوات ومالبس السالمة العامة حسب الموصفات العالمية. 

 المستخدمة مثل الساللم والسقايل وغيرها ومطابقتها للمواصفات العالمية. 

يجب توفير انارة كافية في الموقع كله في حالة العمل في ساعات الليل او بعد مغيب الشمس أو  .10

 في االماكن التي ال تصلها انارة كافية. 

التأكد من عدم وجود خطوط مياه أو مجاري في الموقع نفسه أو في الشوارع حوله المالصقة   .11

 للموقع. في حالة وجود مثل هذه الخطوط فيجب العمل على نقلها. 

التأكد من عدم وجود خطوط كهرباء أو تلفون في الموقع أو حوله والقيام بنقل أعمدة التلفون  .12

 والكهرباء بالقرب من الموقع.

عمل بوالص تأمين على العمال والمارة والموقع والمنشآت بالقرب من الموقع من منازل أو  .13

 شوارع أو غيرها وكذلك التأمين ضد احتمالية حدوث انهيارات وانزالقات في الموقع أو حوله. 

هنالك احتمال حدوث انهيار وانزالقات في الموقع ومحيطه من عملية الجرف. يجب توقع ذلك  .14

 ووضع خطة طوارئ لدعم الجرفية في حالة حدوث انهيار مثل استخدام مرابيع وغير ذلك. 

 مالحظات هامة:

يجب اخبارنا بعمليات الجرف الموقع اوال باول، حيث من الضروري قيامنا بزيارة الموقع خالل وبعد  ➢

كل عملية جرف وخاصة في حالة حدوث انزالقات او مشاكل تتعلق بعملية الجرف والتربة، وذلك من 

واالرشاد فقط اذا كان هنالك حاجة، وليس من باب ضمن متابعة تقرير التربة فقط وتقديم النصح 

 االشراف على عملية الجرف حيث ان عملية االشراف بحاجة لمتابعة خاصة. 

في حالة وجود اسفسارات أو حدوث  مشاكل تتعلق بعملية الجرف وانشاء الجدران حول الموقع،  ➢

 فيجب مراجعتنا باسرع وقت ممكن للتأكد من اتخاذ الخطوات المناسبة.

 

 

 

 

 



48 | P a g e   

 

APPENDIX     
 

 
 
 

 FIGURE 4.1  
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 



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FIGURE 4.2  

  



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Appendix A 

 

 

 

 

Borehole Logs 

and 

Geological Sections 

 

 

 

Project: Proposed Water Tower Structure 

Location: Jenin 

Client: Mr. Monther Diab, Supervisor: First Option Engineering Office 

Date:  March 2023 

Borehole No. 1     

Surface Elevation:  0.0 m (existing ground surface)  

No. Depth 

m 

Sample 

Type Symbol Description of strata 

Moisture 

Content 

% 

Plasticity 

Index 

Strength 

Parameters 

1 

2 

3 

4 

5 

6 

 

 

 

0.0 – 2.0 

2.0 – 4.0 

4.0 – 6.0 

6.0 – 8.0 

8.0 – 10.0 

10.0 – 12.0 

Disturbed 

Disturbed 

Disturbed 

Disturbed 

Disturbed 

Disturbed 

 

 

 

Brownish Silty clay of 

high plasticity mixed 

with pebbles and stones 

of varying sizes. 

12 

15 

20 

11 

9 

9 

 

LL = 41 

PL = 18 

PI = 23 

 

Unconfined 

compressive 

strength (c) = 

40 kN/m2. 

Angle of 

Internal 

Friction (φ) = 

8◦ 

 

Project: Proposed Water Tank Structure 

Location: Jenin 

Client: Mr. Monther Diab, Supervisor: First Option Engineering Office 

Date:  March 2023 

Borehole No. 2     

Surface Elevation:  0.0 m (existing ground surface)  

 

 

 

 

 

 

 



51 | P a g e   

 

 

 

No. Depth 

m 

Sample 

Type Symbol Description of strata 

Moisture 

Content 

% 

Plasticity 

Index 

Strength 

Parameters 

1 

2 

3 

4 

 

 

 

0.0 – 2.0 

2.0 – 4.0 

4.0 – 6.0 

6.0 – 8.0 

 

Disturbed 

Disturbed 

Disturbed 

Disturbed 

 

  

Brownish Silty clay of 

high plasticity mixed 

with pebbles and stones 

of varying sizes. 

7 

12 

18 

10 

LL = 44 

PL = 22 

PI = 22 

Unconfined 

compressive 

strength (c) = 

38 kN/m2. 

Angle of 

Internal 

Friction (φ) = 

10◦ 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 



52 | P a g e   

 

 

           Appendix B 

           Calculation of Allowable Bearing Capacity   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 



53 | P a g e   

 

 

 

 

 

Appendix C 

Seismic Zone Factors for Palestine (Z) 

 

 

 

 

 

 

 

 

 



54 | P a g e   

 

Appendix D 

 Laboratory Tests Standards 

Laboratory and/or field tests have been used to determine the physical and mechanical 

properties of the soils and rocks of the proposed site. The following standards have been used 

to perform the tests: 

• ASTM D2216 – 10, Standard Test Methods for Laboratory Determination of Water 

(Moisture) Content of Soil and Rock by Mass. 

• ASTM D4318 – 00, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity 

Index of Soils. 

• ASTM D6913 / D6913M - 17 Standard Test Methods for Particle-Size Distribution 

(Gradation) of Soils Using Sieve Analysis. 

• ASTM D7928 – 17, Standard Test Method for Particle-Size Distribution (Gradation) of 

Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis 

• ASTM D2938-95(2002), Standard Test Method for Unconfined Compressive Strength of 

Intact Rock Core Specimens. 

• ASTM D2435 / D2435M – 11, Standard Test Methods for One-Dimensional Consolidation 

Properties of Soils Using Incremental Loading. 

• ASTM D854 – 14, Standard Test Methods for Specific Gravity of Soil Solids by Water 

Pycnometer 

• ASTM D2166 / D2166M – 16, Standard Test Method for Unconfined Compressive Strength 

of Cohesive Soil 

• B.S. 1377: Part 3: 1990, Test 5, ‘Determination of the sulphate content of soil and ground 

water’. 

• B.S. 1377: Part 3: 1990, Test 7.3, ‘Determination of Acid-soluble chloride content’. 

 

 

 

 

 

 

  



55 | P a g e   

 

 

 

 

 

 

 

 

 

 

 

CHAPTER FIVE 

(GROUND TANK) 

 

 

 

 

 

 

 

 

 

  



56 | P a g e   

5.1 Introduction 

5.1.1 General Background 

 

The foundation is the lower part of structures, which is the base on which the structure rests on 

the ground. It is the first part of the concrete structure to be poured on-site directly above the 

foundation soil. and transfers the structural loads to the supporting soil or rock. In order to put 

any facility on the ground in a safe manner, we must choose the appropriate type of foundation 

so as to give it stability and continuity for the longest possible period in the case of normal use 

or even in conditions of earthquakes, which preserves the lives of its residents. 

The foundations are usually embedded in the ground at a depth suitable for construction, and 

the foundation is chosen according to the type of structure, the design method, and the bearing 

capacity of the soil. 

The foundation soil must meet several conditions, durability, balance, stability, and stability. 

 

About MAT foundation: (also called raft foundation), it is a single continuous slab that covers 

the entirety of the base of a structure. Mat foundations support all the loads of the structure and 

transmit them to the ground evenly. Soil conditions may prevent other footings from being 

used. Since this type of foundation distributes the load coming from the building uniformly 

over a considerably large area, it is favored when individual footings are unfeasible due to the 

low bearing capacity of the soil. 

 

This chapter is focusing on the design of a foundation for ground water tank.  

This tank consists of a ground tank and elevated tank (Which we discussed in the first project). 

Project is located in the new industrial city of Jenin. The purpose of the water Tank is to provide 

a reliable and continuous supply of water to the surrounding area. The Elevated tank will have 

a capacity of 700 cubic meters and the Ground tank have 6000 cubic meters, the tank will be 

constructed using reinforced concrete. 

Total capacity in ground tank and elevated tank = 6700 cubic meters. 

 

  



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5.1.2 About Water Tanks  

 

Tanks can be divided to : 

• On-Ground Tanks. 

• Underground Tanks. 

• Elevated Tanks. 

And can be of different shapes : 

• Rectangular. 

• Circular. 

• Irregular. 

 

Standard design water tanks : self-weight, soil pressure, water pressure. 

 

The walls of liquid containing structures ' tanks , shall be designed for seismic dynamics forces 

in addition to the static pressures of water and soil : 

➢ Inertia forces of walls, Pw and roof, Pr. 

➢ Hydrodynamic impulsive force, Pi. 

➢ Hydrodynamic invective force, Pc. 

➢ Dynamic earth pressure. 

➢ Effective of vertical acceleration. 

 

  



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5.1.3 Project Description  

 

The project involves the design of a reinforced concrete Footings system for a Ground and 

Elevated Water Tanks , Ground tank is consist of two separate parts, the total net capacity of 

each part is 3000 cups (m3), The two parts are similar, have the same details, and are located 

on the same soil strength, so we will design one part that represents both parts. 

The design will be based on the results of our soil report, which we discussed in the first project, 

the results of which we will attach to this report. 

 

The ground tank consists of two parts, Each part is a tank with an area of 31.20 m × 30.80 m 

and a capacity of 3000 cups. Each part is divided into two chambers and contains a ripple 

inhibitor. This system works to prevent water ripple and regulate water flow by reducing the 

tank area into small sections. 

 

 

 



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Figure 5.1: The Water Tank Plan.  

 

 

 

 

We will use computer software (ETABS, and AUTOCAD) to Design the structure and verify 

the analysis and design results using hand calculations. 

 

  



60 | P a g e   

5.1.4 Codes And Standards  

Many codes and engineering references related to the subject of footings and water tank 

design will be used. 

and we will be design according to the system of designing tanks without cracks and 

according to the new code. 

 

CODES :  

⁃ ACI 350-06 

⁃ ACI 318-14 

⁃ ACI 318-19 

⁃ ASCE ( American Society of Civil Engineers ) 

 

Load Patterns :  

D ( dead load ) 

SD ( super imposed dead load ) 

LL ( live load ) 

W ( water load ) 

Water left & Water right 

EQx , EQy  

 

Load Combinations :  

1.1 ( 1.4D ) 

1.1 ( 1.2D + 1.6L ) 

Envelope  

Service  

1.4F ( 1.4W ) 

  



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5.2 Modeling  

5.2.1 Water Tank Layouts  

 

 

Figure 5.2: Water Tank Layout.  

  



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Figure 5.3: 3D Modeling from etabs.  

  



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5.2.2 Design Criteria  

Design method for walls: Ultimate design method with serviceability check. 

Design method for Base: Conventional rigid method. 

 

• 𝑓′𝑐 = 28 𝑀𝑃𝑎. 

• 𝑓𝑦 = 420 𝑀𝑃𝑎. 

• 𝑇𝑎𝑛𝑘 𝑊𝑖𝑡ℎ 𝑅𝑜𝑜𝑓. 

• 𝑇𝑎𝑛𝑘 𝑡𝑦𝑝𝑒 ∶ 𝑁𝑜𝑟𝑚𝑎𝑙 𝐸𝑥𝑝𝑜𝑠𝑢𝑟𝑒. 

• Base elevation ∶  +88.00 𝐴𝑀𝑆𝐿. 

• qall for soil = 200 KN/m2.  

 

Roof:  

SD on roof = 3 KN/m2.  

LL on roof = 2 KN/m2.  

 

Base: 

Water Load = 39 KN/m2. 

 With load patterns test left and right. 

 

With Mass source for seismic loads ( water and dead ). 

 

5.2.3 Preliminary Dimensions  

Ground Tank  

• 𝐴𝑟𝑒𝑎 𝑜𝑓 𝑡𝑎𝑛𝑘 (𝑜𝑛𝑒 𝑝𝑎𝑟𝑡) = (31.2 × 30.80) = 960.96 𝑚2. 

• 𝐶𝑎𝑝𝑎𝑐𝑖𝑡𝑦 𝑜𝑓 𝑇𝑎𝑛𝑘 (𝑜𝑛𝑒 𝑝𝑎𝑟𝑡) = 3000 𝑐𝑢𝑝𝑠 (𝑚3). 

• 𝑇𝑜𝑡𝑎𝑙 𝐻𝑒𝑖𝑔ℎ𝑡 = 4.45 𝑚.  

• 𝐷𝑒𝑝𝑡ℎ 𝑜𝑓 𝑤𝑎𝑡𝑒𝑟 =  3.9 𝑚. 

 



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Walls  

• 𝑂𝑢𝑡𝑒𝑟 𝑊𝑎𝑙𝑙 𝑡ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 400 𝑚𝑚. 

• 𝐼𝑛𝑛𝑒𝑟 𝑊𝑎𝑙𝑙 𝑡ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 200 𝑚𝑚. 

• 𝐻𝑒𝑖𝑔ℎ𝑡 = 3.9 + 0.2 = 4.1𝑚 →  4.1 + 0.35(𝐸𝑑𝑔𝑒𝑠) = 4.45 𝑚. 

Roof  

• 𝑅𝑜𝑜𝑓 𝑡ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 200 𝑚𝑚. 

Columns 

• 𝐶𝑜𝑙𝑢𝑚𝑛𝑠 𝑢𝑠𝑒𝑑 ∶ 𝐶1, 𝐶2. 

• 𝑁𝑜. 𝑜𝑓 𝑐𝑜𝑙𝑢𝑚𝑛𝑠 𝑜𝑛 𝐵𝑎𝑠𝑒 = 20 𝑐𝑜𝑙𝑢𝑚𝑛𝑠. 

• 𝐶1 ∶  400𝑚𝑚 × 400𝑚𝑚. 

• 𝐶2 ∶ 600𝑚𝑚 × 600𝑚𝑚. 

 

• Base 

The base of the tank is the same as the foundation. 

 

 

 

5.3 Tank Base ( MAT ) foundation  

A mat foundation, which sometimes referred to as a raft foundation, is a combined footing 

that may cover the whole area under a structure supporting several columns and walls. 

In some conditions where spread footings may cover more than half the building area, mat 

foundations may prove to be more economical. 

The structural design of mat foundation can be carried by two conventional methods: the 

conventional rigid method and the approximate flexible method. 

Finite difference and finite element methods can be used, we use and analysis for 

conventional rigid method. 

 

 

 



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The MAT foundation is extended 1.0 m beyond the centers of walls and columns. 

 

• 𝐵𝑎𝑠𝑒 𝐷𝑖𝑚𝑒𝑛𝑠𝑖𝑜𝑛 = (32.4 × 32.8)𝑚. 

• 𝐴𝑟𝑒𝑎 𝑜𝑓 𝐵𝑎𝑠𝑒 = 1062.72 𝑚2. 

• 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 600𝑚𝑚. 

 

5.4 Bearing Capacity  

Region : jenin city. 

 

Soil Parameters : 

The following table summarizes the Soil parameters: 

BH 

No. 

Sample 

No. 

Depth 

m 

Natural 

Moisture 

Content 

% 

Liquid 

Limit 

% 

Plastic 

Limit 

% 

Plasticity 

Index 

Cohesion 

kN/m2 

Angle of 

Internal 

Friction (φ◦) 

1 

1 0.0 – 2.0 12      

2 2.0 – 4.0 15 41 18 23 40 8 

3 4.0 – 6.0 20      

4 6.0 – 8.0 11      

5 8.0 – 10.0  9      

6 10.0 – 12.0 9      

2 

1 0.0 – 2.0 7 44 22 22 38 10 

2 2.0 – 4.0 12      

3 4.0 – 6.0 18      

4 6.0 – 8.0 10      

 

 

From Soil report, The value bearing capacity is based on the bearing capacity of the silty clay 

soil according to the following parameters : 

➢ Cohesion (c) = 39 KN/m2 

➢ Angle of Internal Friction (φ) = 9◦ 

➢ Unit Weight = 18 KN/m3 

➢ Depth of Foundation = 1.0 m 

 



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Terzaghi Bearing Capacity Equation gives qall = 172 KN/m2 

Vesic Bearing Capacity Equations gives qall = 180 KN/m2 

The recommended allowable bearing capacity qall = 180 KN/m2 

Consider the soil improvement by 40 cm of compacted base course, the allowable bearing 

capacity becomes = 200 KN/m2. 

 

∴ qall = 200 KN/m2 = 200 KN/m/m2.  

 

Seismicity of the Site : 

Seismic Coefficients According to UBC 

Equivalent Linear Static Seismic Lateral Force (ESF) 

Seismic Zone Factor (Z) 

(Peak Horizontal Ground Acceleration in 

study site as a percentage of gravity) 

0.2 

Seismic Source Type A 

Seismic Importance Factor 1.0 

Soil Profile Type SD 

Seismic Coefficient Ca 0.28 

Seismic Coefficient Cv 0.4 

Near Source Factor Nv 1.0 

Near Source Factor Na 1.0 

 

 

Seismic Coefficients According to IBC 

Model Response Spectrum (MRS) 

Peak Horizontal Ground Acceleration in 

study site as a percentage of gravity 

0.2 

Soil Profile Type (Site Class) D 

Mapped Maximum Considered Earthquake 

MCE spectral response accelerations for 

Short period (0.2 sec.) SS 

0.53 

Mapped Maximum Considered Earthquake 

MCE spectral response accelerations for 

long period (1.0 sec.) SL 

0.12 

Site Class Coefficient (Fa) 1.37 

Site Class Coefficient (Fv) 2.3 

Design Short Period Acceleration SDS 0.72 

Design Long Period Acceleration SDL 0.28 

  

 



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Figure 5.4: Tank Base.  

 

 

 

  



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5.5 Analysis And Design   

5.5.1 Tank Base ( MAT )  

Allowable bearing capacity = 200 KN/m2.  

 

Figure 5.5: MAT Footing from ETABS.  

 

Design thickness: 

Try, h = 600 mm. 

       d = 540 mm. 

The MAT foundation is extended 1.0 m beyond the centers of walls and columns. 

 

Add loads on mat footing, W=39 KN/m2.  

 

 

 



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Soil pressure:  

 

 

Figure 5.6: Soil pressure under MAT (dead).  

 

 

Figure 5.7: Soil pressure under MAT (live). 

 

 



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Figure 5.8: Soil pressure under MAT (SD). 

 

 

 

Figure 5.9: Soil pressure under MAT (total water). 

 

 

 



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Figure 5.10: Soil pressure under MAT (SERVES). 

 

 

Upper value of Soil pressure = 96 KN/m2  <  200 KN/m2. Then the dimensions are 

appropriate. 

( We can use less thickness of base to be more economical, but this after check shear ).. 

 

Check value of soil pressure in service = pressure from ( dead + live + SD + water ) 

                                                               = ( 37.2 + 2.3 + 3.45 + 54 ) = 96.95 ≈ 96 KN/m2.  

∴ 𝑂𝐾. 

 

 

 

-- 

For more details in soil pressures on MAT and effect of seismic loads in pages (22-23). 

-- 

 

 

 



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Soil pressure under MAT (water left). 

 

 

 

Soil pressure under MAT (water right). 

 

 

 

 



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Soil pressure under MAT (Earthquake X). 

 

 

 

Soil pressure under MAT (Earthquake Y). 

 

Seismic factors in serves from Codes : ASCE 7-16 and ASCE 22-7. 

 



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Base reactions (from loads on the base):  

 

 

Figure 5.11: Base reaction on MAT (SERVES). 

Upper value = 91 kN. 

 

 

 

 

 

 

 



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Deformed shapes :  

 

From water 

 

From water left 

 



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From water right 

 

CHECKS: 

Compatibility Checks: 

 

Figure 5.12: Compatibility check (MAT).  



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All elements work together, OK. 

 

 

Wide beam shear check: 

 

V13 

 

V23 

 

 

 

 



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V max 

Vu from ETABS = 140 KN. 

 

From ACI 318-19:  h = 600mm, d = 540mm. 

∅𝑣𝑐 =
(0.75)(1)(1)(0.66)(√28)(0.0021/3)(1000)(540)

1000
= 178.2 𝐾𝑁  >   𝑉𝑢   𝑂𝐾. 

 

∅𝑉𝑐 = 0.75 × (
1

6
) × √28 × 1000 × 540 ÷ 1000 = 357.17 𝐾𝑁 > 𝑉𝑢    𝑂𝐾.  

 

Then the thickness of MAT is Appropriate, and we can minimize thickness to be more 

economical. 

 

 

 

 

 

 

 

 

 



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Punching:  

 

 

Punching factors = load / capacity 

N/C because the columns is connected with shear walls and the effect of punching is small 

 

Moments : 

 

M11 



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M22 

 

 

 

MAT REINFORCEMENT  

 

Design Criteria: 

Using code ( ACI 318-19 ). 

Tank height = 4.45 m. 

Concrete compressive strength 𝑓′𝑐 = 28 MPa. 

Reinforcement steel strength 𝑓𝑦 = 420 MPa.  

 

BASE 

Base Thicknesses = 600 mm, d = 540 mm. 

Base Dimension = 32.40 × 32.80 𝑖𝑛 𝑚. 

Area of Base = 1062.72 m2.  

Load on Base (water load) = 39 KN/m2.  

 

 Type of foundation: shallow foundation, ( Df / B ) < 3. 



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From moment M11,M22, moment values are used to determined required reinforcement for 

column strip and middle strip in both directions. 

 

Moment values from ETABS:  

M11 = 90 KN.m 

M22 = 120 KN.m 

 

𝜌 =
0.85 × 28

420
(1 − √1 −

2.61 × 90 × 106

1000 × 5402 × 28
) = 0.000821 < 0.0033  

 

𝜌 =
0.85 × 28

420
(1 − √1 −

2.61 × 120 × 106

1000 × 5402 × 28
) = 0.00109 < 0.0033  

 

Use 𝜌 𝑚𝑖𝑛 = 0.0033. 

 

𝐴𝑠 = 𝜌 × 𝑏 × 𝑑 = 0.0033 × 1000 × 540 = 1780 𝑚𝑚2 .  

 

Design flexure in MAT using ETABS in mm2/m : 

 

Direction 1 – Top Rebar : 

 

Upper value = 560 mm2/m. 

 

 



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Direction 1 – Bottom Rebar : 

 

Upper value = 560 mm2/m. 

 

 

 

Direction 2 – Top Rebar : 

 

Upper value = 700 mm2/m. 

 

 

 

 

 

 



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Direction 2 – Bottom Rebar : 

 

Upper value = 700 mm2/m. 

 

Upper value from Etabs is 700 mm2/m that is less than minimum steel. 

Then we use minimum = 1782 mm2/m. 

 

 

 

# Area of steel mm2/m Rebar 

Top Dir. 1 1780 1Ф20/150mm 

Top Dir. 2 1780 1Ф20/150mm 

Bot Dir. 1 1780 1Ф20/150mm 

Bot Dir.2 1780 1Ф20/150mm 

Table 5.1: MAT footing Reinforcement.  

 

 

  



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SETTLEMENT OF MAT FOUNDATION  

From soil report and borehole No.1, the soil below MAT foundation was found to be clayey 

soil with the following characteristics : 

• Liquid limit = 41 

• Moisture content = 12% 

• Specific gravity = 2.72 

• Soil unit weight = 18 KN/m2.  

 

Base level is 88m after excavated from 89m elevation.  

The results of settlement are clear because the soil has been improved using 40 cm of compacted base 

course under base. 

 

Elastic settlement  

Displacement in Z-direction in MAT foundation under effect of service and seismic loads.  

 
Figure 5.13: Displacement from ETABS. 

 

Elastic settlement = 11.2mm.  

Max deflection = 5200/240 = 21.67mm.  

∴ 𝑂𝐾   

 



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Figure 5.14: Plan In MAT Reinforcement. 

 

 

Figure 5.15: Section In MAT Reinforcement. 

  



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5.5.2 Walls   

This tank is On-Ground Tank, the shape is Rectangular with roof, and its using To provide a 

reliable and continuous supply of potable water to the surrounding area. 

Our tank is classified as (Shallow Water Tank with Roof), Check →
𝐿1

𝐻
=

31.2

4.45
= 7 > 4 𝑂𝑘, 

then the water loads are transferred in walls in the vertical direction. 

 

Shear and moments for walls: 

 

Figure 5.16: shear and moment values (vertical direction).  

 

 

Design Of Rectangular Water Tanks.  

 

• Length (L1) & Width (L2): (31.2 × 30.8) in m. 

• Height (H) = 4.45m. 

• Roof Thickness = 0.2 m. 

• All Wall Thickness = 0.40 m. 

• Area Of Part 1 Of Tank = 960 m2.  

• Unit Weight of Water (𝛾𝑤 or W) = 10 KN/m3.  

• Soil Allowable Bearing Capacity (qall) = 200 KN/m3.  

 

• 𝑓′𝑐 = 28 𝑀𝑃𝑎. 

• 𝑓𝑦 = 420 𝑀𝑃𝑎. 

• Normal exposure. 



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Vertical Direction:  

 

 

Figure 5.17: Water pressure on tank wall. 

 

 

Wall thickness = 400mm. 

D = 330mm. 

 

In case ' fixed-fixed ' 

 

Shear = 0.35 𝑊𝐻2 = 0.35 × 10 × 3.92 = 53.23 𝐾𝑁. 

Shear = 0.15 𝑊𝐻2 = 0.15 × 10 × 3.92 = 22.81 𝐾𝑁. 



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𝑀𝑜𝑚𝑒𝑛𝑡 =
𝑊𝐻3

20
=

10 × 3.93

20
= 29.65 𝐾𝑁. 𝑚 

𝑀𝑜𝑚𝑒𝑛𝑡 =
𝑊𝐻3

30
=

10 × 3.93

30
= 19.77 𝐾𝑁. 𝑚 

𝑀𝑜𝑚𝑒𝑛𝑡 =
𝑊𝐻3

46.6
=

10 × 3.93

46.6
= 12.72 𝐾𝑁. 𝑚 

 

Using load combination ( 1.4F ) :  

𝑉𝑢 = 1.4 × 53.23 = 74.6 𝐾𝑁. 

𝑀𝑢 = 1.4 × 29.65 = 41.5 𝐾𝑁. 𝑚.  

𝑀𝑢 = 1.4 × 19.77 = 27.7 𝐾𝑁. 𝑚.  

𝑀𝑢 = 1.4 × 12.72 = 17.8 𝐾𝑁. 𝑚.  

 

 

Shear in walls ( ACI 318-14 ) : 

Check shear in wall: 

∅𝑉𝑐 = 0.75 × (
1

6
) × √28 × 1000 × 330 ÷ 1000 = 218.27 𝐾𝑁 > 74.6 𝐾𝑁    𝑂𝐾.  

 

 

 

 

 

 



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Figure 5.18: Section in wall. 

 

Design for flexure (ACI 350-06 & ACI 318-19): 

Using environmental durability factor (Sd). 

S=150mm. 

𝑑𝑝 = 20mm. 

Thickness of wall (h) = 400mm. 

𝛽 = 1.2 , (ℎ = 400 ≥ 400) 𝑂𝐾 . 

𝑓𝑠 =
55880

𝛽√(𝑆2 + 4 (50 +
𝑑𝑝
2 )

2
=

55880

1.2√1502 + 4 (50 +
20
2 )

2
=

55880

225.76
= 242.41 𝑀𝑃𝑎  

 

 



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Check for 𝑓𝑠 : 

𝑓𝑠 ≤ 250 𝑀𝑃𝑎   𝑂𝐾.  

𝑓𝑠 ≥ 138 𝑀𝑃𝑎 𝑓𝑜𝑟 𝑜𝑛𝑒 𝑤𝑎𝑦 𝑚𝑒𝑚𝑏𝑒𝑟𝑠   𝑂𝐾. 

𝑓𝑠 ≥ 165 𝑀𝑃𝑎 𝑓𝑜𝑟 𝑡𝑤𝑜 𝑤𝑎𝑦 𝑚𝑒𝑚𝑏𝑒𝑟𝑠   𝑂𝐾. 

 

𝑆𝑑 =
∅𝑓𝑦

𝛾𝑓𝑠
=

0.9 × 420

1.2 × 242.41
= 1.27 

 

𝑀𝑢′ = 1.27 × 41.5 = 52.7 𝐾𝑁. 𝑚. 

𝜌 =
0.85 × 28

420
(1 − √1 −

2.61 × 52.7 × 106

1000 × 3302 × 28
) = 0.0013 < 0.0033  

𝜌 min = 0.0033 , 𝑓𝑜𝑟 𝐿 > 12𝑚  , ,   𝑢𝑠𝑒 𝜌 = 0.006. 

𝐴𝑠 = 1980𝑚𝑚2 . 

𝑢𝑠𝑒 1∅20/150𝑚𝑚  ,  𝑛𝑒𝑤 𝐴𝑠 = 1271.7 𝑚𝑚2. Vertical At Inner side of Wall. 

 

 

𝑀𝑢′ = 1.27 × 17.8 = 22.6 𝐾𝑁. 𝑚. 

𝜌 =
0.85 × 28

420
(1 − √1 −

2.61 × 22.6 × 106

1000 × 3302 × 28
) = 0.00055 < 0.0033  

 

𝜌 min = 0.0033 , 𝑓𝑜𝑟 𝐿 > 12𝑚  , ,   𝑢𝑠𝑒 𝜌 = 0.006 . 

∴ 𝐴𝑠 = 1980𝑚𝑚2 . 

 

→    𝐴𝑠 =
0.006

2
× 1000 × 400 = 1200𝑚𝑚2 

 

𝑢𝑠𝑒 1∅16/150𝑚𝑚  ,  𝑛𝑒𝑤 𝐴𝑠 = 1339.73 𝑚𝑚2. Vertical At Outer side of Wall. 

 

 

 

 



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Horizontal Direction:  

𝑇𝑜𝑡𝑎𝑙 𝑓𝑜𝑟𝑐𝑒 =  (0.5)(3.9)(3.9) (
10 × 3.9

2
) = 148.30 𝑘𝑁 

𝑇𝑜𝑡𝑎𝑙 𝑚𝑜𝑚𝑒𝑛𝑡 = (148.30)(0.5 × 3.9) = 289.18 𝑘𝑁. 𝑚 

𝐹𝑜𝑟𝑐𝑒/𝑚 =
148.30

3.9
= 38.03 𝑘𝑁 

𝑀𝑜𝑚𝑒𝑛𝑡/𝑚 =  289.18/3.9 = 74.15 𝑘𝑁 ∙ 𝑚 

𝑀𝑢 = 1.4 × 74.15 = 103.81 𝑘𝑁 ∙ 𝑚 

𝑃𝑢 = 1.4 × 38.03 = 53.25 𝑘𝑁 

 

Design For Flexure 

𝑀𝑢 = 1.27 × 103.81 = 131.83 𝑘𝑁 ∙ 𝑚 

𝑑 = 330𝑚𝑚 

𝜌 = 0.00329 ~ 0.0033 

𝐴𝑠 = 1099𝑚𝑚2 

 

Design For Tension 

𝐴𝑠 =
𝑃

𝑓𝑠
=

38.03 × 103

138
= 275.57 𝑚𝑚2 

𝑇𝑜𝑡𝑎𝑙 ℎ𝑜𝑟𝑖𝑧𝑜𝑛𝑡𝑎𝑙 𝑠𝑡𝑒𝑒𝑙 𝑎𝑡 𝑠𝑖𝑑𝑒 𝑜𝑓 𝑤𝑎𝑡𝑒𝑟 = 𝐴𝑠 = 1099 +
275.57

2
= 1236.78 𝑚𝑚2,   

𝑢𝑠𝑒 1∅16/150𝑚𝑚. At side of water 

𝑀𝑖𝑛𝑖𝑚𝑢𝑚 ℎ𝑜𝑟𝑖𝑧𝑜𝑛𝑡𝑎𝑙 𝑠𝑡𝑒𝑒𝑙 =
0.005

2
× 1000 × 400 = 1000 𝑚𝑚2  

𝐻𝑜𝑟𝑖𝑧𝑜𝑛𝑡𝑎𝑙 𝑠𝑡𝑒𝑒𝑙 𝑎𝑡 𝑜𝑢𝑡𝑒𝑟 𝑠𝑖𝑑𝑒 𝑜𝑓 𝑤𝑎𝑙𝑙 = 1000 𝑚𝑚2, 𝑢𝑠𝑒 1∅14/150𝑚𝑚 

 

 

 

 

 



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Wall Reinforcement: 

 

WALL REINFORCEMENT 

VERTICAL 
Inner Side 1∅20/150𝑚𝑚 

Outer Site 1∅16/150𝑚𝑚 

HORIZONTAL 
Inner Side 1∅16/150𝑚𝑚 

Outer Site 1∅14/150𝑚𝑚 

Table 5.2: Wall Reinforcement.  

 

  



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CHAPTER SIX 

(ELEVATED TANK) 

 

 

 

 

 

 

  



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6. Introduction 

6.1.1 General Background 

 

The foundation is the lower part of structures, which is the base on which the structure rests on 

the ground. It is the first part of the concrete structure to be poured on-site directly above the 

foundation soil. and transfers the structural loads to the supporting soil or rock. In order to put 

any facility on the ground in a safe manner, we must choose the appropriate type of foundation 

so as to give it stability and continuity for the longest possible period in the case of normal use 

or even in conditions of earthquakes, which preserves the lives of its residents. 

The foundations are usually embedded in the ground at a depth suitable for construction, and 

the foundation is chosen according to the type of structure, the design method, and the bearing 

capacity of the soil. 

The foundation soil must meet several conditions, durability, balance, stability, and stability. 

 

About MAT foundation: ( also called raft foundation ), it is a single continuous slab that covers 

the entirety of the base of a structure. Mat foundations support all the loads of the structure and 

transmit them to the ground evenly. Soil conditions may prevent other footings from being 

used. Since this type of foundation distributes the load coming from the building uniformly 

over a considerably large area, it is favored when individual footings are unfeasible due to the 

low bearing capacity of the soil. 

 

This part is focusing on the design of a foundation for Elevated water tank.  

This tank consists of a ground tank and elevated tank (Which we discussed in the first project). 

Project is located in the new industrial city of Jenin. The purpose of the water Tank is to provide 

a reliable and continuous supply of water to the surrounding area. The Elevated tank will have 

a capacity of 700 cubic meters and the Ground tank have 6000 cubic meters, the tank will be 

constructed using reinforced concrete. 

Total capacity in ground tank and elevated tank = 6700 cubic meters. 

 

 



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About Piles Footings: To provide additional safety, stability and lateral resistance for this 

structure, pile foundations with 700mm diameter and 12-meter length will be used under each 

of the 9 columns in conjunction with the proposed mat foundation. 

Pile foundations extend into competent soil strata below the mat, anchoring the structure and 

reducing risks related to shallow soil failure or lateral forces. The piles also help distribute the 

considerable column loads through weaker near-surface soils into stronger soils at depth, 

thereby lowering contact pressures on the mat and underlying soils. 

By combining mat and pile foundations, this hybrid foundation system harnesses the benefits 

of both approaches. The mat ties the piles together, reducing differential settlement and 

providing a uniform bearing surface for the building. The 700mm bored piles in turn enhance 

the stability and load-carrying capacity of the mat by extending 12 meters deep to competent 

supporting strata. This interaction results in a robust, cost-effective foundation that satisfies 

requirements related to bearing capacity, settlement, and lateral load resistance. 

 

 

  



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6.1.2 Project Description  

 

The project involves the design of a reinforced concrete Footings system for a Elevated Water 

Tank, Which consists of two separate parts, the total net capacity is 700 cups (m3), The two 

parts are similar, have the same details. 

The design will be based on the results of our soil report, which we discussed in the first project, 

the results of which we will attach to this report. 

 

In our project, we will extensively utilize various codes and engineering references pertinent 

to the design of footings and water tanks. Our focus will be on designing tanks that are crack-

free, aligning with the latest standards and codes. 

 

Codes: 

• ACI 350-06 

• ACI 318-14 

• ACI 318-19 

• ASCE 

 

Load Patterns: 

• D (Dead Load). 

• LL (Live Load). 

• W (Water Load). 

• EQ (Earthquake load). 

 

Load Combinations: 

• (1.4D). 

• (1.2D + 1.6L). 

• Envelope. 

• Service. 

• 1.4F (1.4W). 

  



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6.2 Modeling 

6.2.1 Water Tank Layouts 

 

 

Figure 6.2: Water Tank Layout.  

 
Figure 6.3: 3D Modeling from ETABS.  

 

 



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6.2.2 Design Criteria  

Design method for walls: Ultimate design method with serviceability check. 

Design method for Base: Conventional rigid method. 

• 𝑓′𝑐 = 28 𝑀𝑃𝑎. 

• 𝑓𝑦 = 420 𝑀𝑃𝑎. 

• 𝑇𝑎𝑛𝑘 𝑊𝑖𝑡ℎ 𝑅𝑜𝑜𝑓. 

• 𝑇𝑎𝑛𝑘 𝑡𝑦𝑝𝑒 ∶ 𝑁𝑜𝑟𝑚𝑎𝑙 𝐸𝑥𝑝𝑜𝑠𝑢𝑟𝑒. 

• 𝐵𝑎𝑠𝑒 𝑒𝑙𝑒𝑣𝑎𝑡𝑖𝑜𝑛 ∶  +113 𝐴𝑀𝑆𝐿. 

• 𝑞𝑎𝑙𝑙 𝑓𝑜𝑟 𝑠𝑜𝑖𝑙 =  200 𝑘𝑁/𝑚2. 

 

6.2.3 Preliminary Dimensions  

Elevated Tank  

• Area of tank = (12.5×12.5) =156.25 m2. 

• Capacity of Tank = 700 cups m3. 

• Height=4.2 m. 

• Depth of water= 4 m. 

Walls  

• Wall thickness= 250 mm. 

• Height= 4m. 

Roof  

• Roof thickness= 200 mm. 

Columns 

• Dimension of Column: 600mm×600mm. 

• No. of columns on Base: 9 columns. 

  



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6.3 Tank Base Foundation  

The foundation of an elevated tank plays a crucial role in ensuring the stability and safety of 

the structure. Elevated tanks, commonly used for water storage, require a foundation capable 

of supporting not only the weight of the tank itself but also the dynamic loads due to water 

movement and environmental factors like wind and seismic activities. In this context, a cap 

with a pile foundation is often employed due to its strength and reliability. 

 

Description of Cap with Pile Foundation 

A cap with a pile foundation consists of two main components: the piles and the cap. 

Piles: Piles are long, slender columns made of concrete, steel, or timber that are driven into 

the ground to reach a stable layer of soil or rock. These piles transfer the load from the 

structure above to the strong soil or rock layers deep underground. The length, diameter, and 

material of the piles depend on the soil characteristics and the load they need to bear. 

 

Cap: The cap, also known as a pile cap, is a thick concrete mat that rests on top of the piles. 

It serves as a link between the piles and the structure above. The cap distributes the load from 

the tank evenly among the piles and provides a stable base for the elevated tank. 

 

Bearing Capacity  

From Soil report, the value bearing capacity is based on the bearing capacity of the silty clay 

soil according to the following parameters: 

➢ Cohesion (c) = 39 KN/m2 

➢ Angle of Internal Friction (φ) = 9◦ 

➢ Unit Weight = 18 KN/m3 

➢ Depth of Foundation = 1.0 m 

Terzaghi Bearing Capacity Equation gives qall = 172 KN/m2 

Vesic Bearing Capacity Equations gives qall = 180 KN/m2 

The recommended allowable bearing capacity qall = 180 KN/m2 

Consider the soil improvement by 40 cm of compacted base course, the allowable bearing 

capacity becomes = 200 KN/m2. 



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6.3.1 Mat Foundation  

Dimensions and Characteristics 

• 𝐵𝑎𝑠𝑒 𝐷𝑖𝑚𝑒𝑛𝑠𝑖𝑜𝑛 = 20 × 20 𝑚. 

• 𝐴𝑟𝑒𝑎 𝑜𝑓 𝐵𝑎𝑠𝑒 = 400 𝑚2. 

• 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 1500 𝑚𝑚. 

 

Figure 6.3: Mat Plan Cap Distribution.  

 

  



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Check soil pressure 

 

Figure 6.4: Soil Pressure Distribution.  

 

𝑞𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 = 200𝑘𝑁/𝑚2 

𝑞𝑢 = 𝑏𝑒𝑡𝑤𝑒𝑒𝑛 + 52𝑘𝑁/𝑚2 𝑡𝑜 − 126𝑘𝑁/𝑚2  →  126 < 200 → 𝑂𝐾. 

 

The presence of both positive and negative soil pressures can induce overturning moments. 

To counteract this and enhance stability, incorporating piles into the foundation is essential. 

Piles transfer loads to deeper, stable soil layers, mitigating the risk of tilting or collapse due to 

uneven soil pressures. 

 

 

 

 

 

 

 

 



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Check Punching shear 

 
Figure 6.5: Punching shear D/C Ratios.  

 

 
 

Ensure that the punching shear values for the mat foundation, as depicted in the image, are 

all below one. it indicates that the foundation's design is within acceptable limits. 

 

 

 
  



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Check One-Way Shear 

 

Assume d =  h −  100 𝑚𝑚 

∅𝑉𝑐 = 0.75 × 0.66 × 𝜆 × 𝜆𝑠 × 𝜌
1
3 × 𝑏 × 𝑑 × √𝑓𝑐

´ 

∅𝑉𝑐 = 0.75 × 0.66 × 1 × 1 × 0.002
1
3 × 1000 × 1400 ×

√28

1000
= 462𝑘𝑁 

 

 

Figure 6.6: One-way shear (V23).  

 

All values of shear values are too small, just near columns accordance of d distance had a 

high shear value which can be neglected. As a result, no need for shear reinforcement.  

 

 

 

 

 

 

 

  



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Mat Foundation Reinforcement 

 

 

Figure 6.7: Mat foundation reinforcement 

 

  Top Bottom 

Direction-X 1∅25/150mm 1∅25/150mm 

Direction-Y 1∅25/150mm 1∅25/150mm 

 

 

 

 

 

 

 

 

 



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6.3.1 Pile Foundation 

 

Figure 6.8: Mat foundation with Piles plan 

 

 

Figure 6.9: section cut for foundation 

 

Piles Specifications:  

Diameter = 0.7m, Length = 12m 

 



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Group Piles Capacity:  

∑𝑄𝑢 = 𝑛1𝑛2[9𝐴𝑝𝑐𝑢 + 2(𝛼𝑝𝑐𝑢𝐿)] 

∑𝑄𝑢 = 3 × 3[9 × 0.385 × 39 + 2 × (0.74 × 2.2 × 39 × 12)] 

∑𝑄𝑢 = 14930.5𝑘𝑁 

𝐹𝑆 = 4 

∑𝑄𝑎𝑙𝑙𝑜𝑤𝑏𝑙𝑒 =
14930.5

4
= 3732.6 𝑘𝑁 

 

 

Figure 6.10: Base reaction 

 

𝑃𝑖𝑙𝑒𝑠 𝑙𝑜𝑎𝑑 = 2079𝑘𝑁 

𝑆𝑖𝑛𝑐𝑒 3732.6 > 2079 → 𝑠𝑎𝑓𝑒 

 

The pile group's allowable load of 3732.6 kN above the ultimate load of 2079 kN, 

demonstrating adequate capacity and safety margin for the design. 

 

 



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Piles reinforcement: 

Bars: 12∅25, Spiral: ∅10 

 

 

Figure 6.11: section cut reinforcement 

 

 

 

 

Figure 6.12: Section cut Piles reinforcement 

  



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Elastic settlement 

 
Figure 6.13: Displacement from ETABS. 

 

Elastic settlement = 10.21mm. 

The elastic settlement of 10.21 mm is within the acceptable range for pile foundations, 

indicating satisfactory foundation performance and a good safety margin.