Foundation Report PDF

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Final project Foundation subject...

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1.0 INTRODUCTION 1.1 Introduction to Foundation Foundation is compulsory for building a residential or commercial building. It consists of geotechnical (soil component) and foundation component in every project. There are two (2) types of foundation which are shallow foundation and deep foundation. Shallow foundation is a foundation is a part of the structure which is in direct contact with the ground to which the loads are transmitted while deep foundation has main components of the pile cap and the piles, these pile are long and slender members which transfer the load to deeper soil or rock which have high bearing capacity. Foundation design are depends on loading of the building, type of soil and financial. The strength of building depends on foundation because foundation provide overall lateral stability for the structure, distribute load evenly, reduce load intensity to be within the safe bearing capacity of the soil and prevent soil movement.[1] Concrete, steel, stones, bricks and etc usually use as a foundation material.[1]

1.2 Name and Company Logo

Company Name

: Sentoria Bina Sdn. Bhd.

Company No.

: 477814-V

Incorporation Date

: 26th February 1999

Business Address

: 56&58, Jalan Dagang SB 4/2, Taman Sungai Besi Indah 43300 Seri Kembangan Selangor Darul Ehsan. 1

Telephone Number

: 03-89438388

Fax No.

: 03-89416014

Share Capital

:-

Authorized

: RM1, 000, 000.00

Paid-up

: RM750, 000.00

Directors

: Dato’ Chan Kong San Dato’ Gan Kim Leong

1.3 Background Company

H.A Properties Sdn. Bhd. was established in 26th Feb 1999. Sentoria Bina Sdn. Bhd. is a partnership of a group of professional with extensive experience in property development, and building contractors, general construction and project management. 1.3.1 The Company’s objectives are:1) To achieve above average return to shareholders’ capital by creating maximum value to the wealth of the Company. 2) To provide a secure and satisfying career for its employees. 3) To contribute productively to the economy of Malaysia.

1.3.2 Working Experience

Mr. Gan Kim Leong has extensive experience in the field of civil engineering construction and major-scale township development. His previously held positions include Design Engineer in engineering consulting firms for massive infrastructure works, Regional Manager (East Coast) for a public listed construction firm which specialized in building bridges, highways, etc., and Assistant General Manager in charge of field construction and post-contract activities over a 6,000 acre integrated township project. Table 1.3.2 shows the list of the working experiences involved.

Table 1.3.2: Working Experience Based on the Position and Duration. 2

Position 1. Director 2. Executive Director 3. Assistant General

Company Sentoria Alfa SdnBhd Sentoria Development SdnBhd BBN Development SdnBhd

Duration 2003 – Current Since Jul’99 Jun’97-Jun’99

Manager Regional Manager Design Engineer Design Engineer Development &

Sg. Way Construction SdnBhd Bina Runding SdnBhd H S Liao SdnBhd PH Properties SdnBhd

Jul’93-May’95 Sep’91-Jun’93 Jan’89-Aug’91 Dec’87-Dec’88

Dolomite Ind. Co. SdnBhd

Aug’87-Nov’87

4. 5. 6. 7.

Research Officer 8. Plant Engineer

1.4 Organization chart

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Director Mr. Gan Kim Leong

General Manager Muhamad Asrafie Bin Alias

HR Manager Rabi'atul Raihan bt Ahmad Kamal Ariffin

Contract Manager Nur Khairiyah Binti Uzni

Project Manager Phua Yau Poh

Site Manager Nurul Atikah Binti Jalani

1.5 Background of Project 4

This project is about “The Proposed to Build SK Taman Bukit Mewah on Lot 43000, in Kajang, Selangor, Malaysia”. This project proposal is about education centre construction of which will be known as SK Taman Bukit Mewah. Upon completion, it will have pre-primary education, primary education. As mentioned earlier, the scope of this project proposal will be to construct the education centre within one and half years, whereby pre-primary school and primary school will start simultaneously in one year while building construction will be progressing. This project is under Consultant Tegas Venture Sdn Bhd. Therefore, all the information that will be provided in the borelog data is the soil type and number of Standard Penetration Testing (SPT) for which the foundation will be designed based on the number of SPT to determine pile cap size, pile length and pile diameter either it can withstand loads from buildings or not. To ensure that the proposed size of the foundation can sustain the axial load, the safety factor is determined accordingly. The details of the project are as follow as tabulated in Table 1.5. Table 1.5: Project Details. Project Title

: The Proposed to Build SK Bukit Mewah on Lot 43000, in Kajang, Selangor.

Contract number

: SENTORIABINA/FOUN/SEM2/2019

Contractor

: Sentoria Bina Sdn. Bhd

Starting Date

: 01st May 2019

Completion date

: 30th October 2020

Duration

:

18 onths

1.6 Structure Project This project is to constructs a school building which is located at Kajang, Selangor. This building consists of 3 storey and 5 classrooms for each level. Height of floor is 3.5m each. Area for each classroom is

9 m x 4.7 m

and the total area of this

2

building is 1500 m . Figure 1.6(a) and 1.6(b) shows the school building of 3D drawing by sketch-up.

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1.7 Project Objective  To study the proposed site area  To design foundation of the proposed site  To determine ultimate load of pile  To determine number of group piles

1.8 Soil Type By referring borelog data, it show the proposed area is sandy. Sandy soil is under breakdown or fragmentation of rocks like granite, limestone, and quartz [2]. It consists of particles of rock and hard minerals, such as silicon dioxide. The particle size of course sand ranges from 2 – 4.75mm, Medium sand ranges from 0.425 – 2 mm and fine sand ranges from 0.075 – 0.425 mm. The bigger particle size of the sand gives wet or dry sandy soil a grainy texture [3]. Sandy soil has low bearing capacity to support the loads applied to the ground. The bearing capacity of soil is the maximum average contact pressure between the foundation and the soil which should not produce shear failure in the soil [4].

1.10 Selection of Foundation Based on the borelog result, pile foundation is the best choice for sandy area. Pile foundation is a deep foundation. It is suitable for weak soils that support the structure and transfer the load at desired depth either by end bearing or skin friction. There are different types of pile foundations such as circular, rectangular, triangular and square. For our project we had chosen rectangular for piling.

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2.0 PROPERTIES OF SOIL

In a construction, it is necessary to have a foundation that is the most important foundation to support the load of a building either shallow foundation or deep foundation. Site investigation is essential in a project site that aims to determine type of soil, groundwater and soil parameter as they may affect the cost, time and construction of the project. Therefore, table 2.0 shows the information from the bore log (Appendix A). Ground water table

= 2.00 m

Ground level

= 59.07 m

Table 2.0: Properties of Soil for Variation Depth. Depth of Soil Layer (m) 0 – 1.50

Description Soft to firm

SPT N60 4

Medium yellow 1.50 – 3.00

Sandy Clay Firm

6

Medium yellow 3.00 – 4.50

Sandy Clay No recovery (Suspected

100

4.50 – 6.00

sandy / gravelly material) Firm

7

Medium yellow 6.0 – 7.50

Sandy Silt Firm

6

Medium yellow 7.50 – 9.00

Sandy Silt Firm to stiff

8

Medium yellow 9.00 – 10.50

Sandy Silt Hard

60

Medium yellow with dark yellow 10.50 – 12.00

Sandy Silt No recovery (Suspected

100 7

12.00 – 13.50

sandy / gravelly material) Hard

97

Medium yellow 13.50 – 15.00

Sandy Silt with gravel Hard

61

Medium yellow 15.00 – 16.50

Sandy Silt with gravel No recovery (Suspected

100

16.50 – 18.00

sandy / gravelly material) No recovery (Suspected

100

18.00 – 19.50

sandy / gravelly material) No recovery (Suspected

100

sandy / gravelly material)

3.0 ANALYSIS OF FOUNDATION 3.1 Loads for Every Column

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The load of the column in this project was divided into group range which is from 0 to 3000 kN. There are 5 columns that are considered for this project. The maximum load is from C5 which is 3000.00 kN and the minimum load from C1 is 200.00 kN as shown in Table 3.1. Table 3.1: The Loading for Every Column.

Column C1 C2 C3 C4 C5

Load (kN) 200.00 500.00 750.00 1000.00 3000.00

3.2 Grouping of Load

Table 3.2.1 shows the range load between 0kN to 3000kN. Table 3.2.1: Group 1 (0 – 3000kN)

Column C1 C2 C3 C4 C5

Load (kN) 200.00 500.00 750.00 1000.00 3000.00

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4.0 CALCULATION 4.1 Design Pile Foundations The pile foundations will design based on standard penetration number by using Meyerhof’s method in Granular soil. Table 4.1 shows the result of Standard Penetration Test (SPT) with depth of soil layer. Table 4.1: The Variations of N60 With Depth Depth of Soil Layer (m) 1.50 3.00 4.50 6.00 7.50 9.00 10.50 12.00 13.50 15.00 16.50 18.00 19.50

N60 2 2 4 13 10 50 50 50 50 50 50 50 50

Assume: Area of pile

= 0.305 m x 0.305 m

Diameter, D

= 0.305 m

Length of pile

= 12 m

Pa

= 100 kN/m2

FS

=3

Step 1: Find Ultimate Point Resistance,

Q p with SPT result by using Meyerhof

method.

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The tip of the pile is 12m below the ground surface. For the pile, D = 0.305m. The average of N60 10D above 4D below the pile tip as show below: 10D = 10 (0.305) = 5 ; 12 – 3.05 = 8.95 4D = 4 (0.305) = 2 ; 12 + 1.22 = 13.22 N 60 =

50+ 50 + 50 + 50 =50 ≈ 50 4

From Eq.

:

4P A p (¿ ¿ a N 60 )

[

]

L Q P =0.4 A p ( q p )= A P 0.4 P a N 60 ≤¿ D

[

Q P =( 0.305 x 0.305 ) 0.4 (100 )( 50 )

]

12 ≤ ( 0.305 x 0.305 )( 4 ) (100 ) (50 ) 0.305

Q P =7,320>1861

Thus , QP =1861kN

Step 2: Find the Frictional Resistance,

Qs .

The average N60 value for the top 12m is, ´ 60= 2+ 2+ 4 + 13+10+ 50 + 50 + 50 =22.6 ≈ 23 N 8 From Eq. : f av =0.02 P aN´ 60 f av =0.02(100 )( 23 ) ¿ 46 kN /m

From Eq.

2

: Q S =pL f av

Q S =( 4 x 0.305)(12 ) ( 46) =673 kN

Step 3: Determine the ultimate load of the pile. From Eq.

: Q u=Q p +Q s

Q u=1861+673 =

2534 kN 11

Step 4: Determine allowable load based on the safety factor a) For Column Label C1 (200 kN) Assume, n1 FS =

=

= 2, n2 = 1

(∑Qu ) Q all

=

n1 n2 Q u Q all

(2 )(1)(2534 ) 200

= 25.34>3 OK !

b) For Column Label C2 (500 kN) Assume, n1 FS =

=

= 2, n2 = 1

(∑Qu ) Q all

=

n1 n2 Q u Q all

(2 )(1)(2534 ) 500

= 10.14>3 OK !

c) For Column Label C3 (750 kN) Assume, n1 = 2, FS =

=

(∑Q u ) Qall

n2 = 1

n1 n2 Q u Q all

=

(2 )(1)(2534 ) 750

= 6.76>3 OK !

d) For Column Label C4 (1000 kN) Assume, n1

= 2, n2 = 1

12

FS =

=

(∑Qu ) Q all

n1 n2 Q u Q all

=

(2 )(1)(2534 ) 1000

= 5.07...