Slideshare uses cookies to improve functionality and performance, and to provide you with relevant advertising. If you continue browsing the site, you agree to the use of cookies on this website. See our User Agreement and Privacy Policy.

Slideshare uses cookies to improve functionality and performance, and to provide you with relevant advertising. If you continue browsing the site, you agree to the use of cookies on this website. See our Privacy Policy and User Agreement for details.

Successfully reported this slideshow.

Like this presentation? Why not share!

- Pile foundation ppt by Surat Constructio... 121011 views
- Pile foundation by Shivam Gandhi 77275 views
- Pile Foundations by VARANASI RAMA RAO 284885 views
- 137518876 bearing-capacity-from-spt by James Chan 21108 views
- Standard penetration test by hari babu 8777 views
- Ch3 pilefoundations by Nora Hidayah Hamzah 9810 views

No Downloads

Total views

22,896

On SlideShare

0

From Embeds

0

Number of Embeds

82

Shares

0

Downloads

2,300

Comments

0

Likes

67

No embeds

No notes for slide

- 1. Pile foundation is a special kind of deep foundation, where the depth of the foundation is much greater than the width of the foundation. Today, pile foundation is much more common than any other type of deep foundation. It is used; 1.where the soil is compressible, 2.where the soil is water logged and 3.when stratum of required bearing capacity is at greater depth. The major uses of piles: To carry vertical compression loads, To resist uplift loads To resist horizontal or inclined loads
- 2. Based on the function; 1. End bearing Pile 2. Friction Pile 3. Compaction Pile 4. Tension Pile or Uplift Pile 5. Anchor Pile 6. Fender Pile and Dolphins 7. Batter Pile 8. Sheet Pile Based on the material & composition; 1. Concrete Pile 2. Timber Pile 3. Steel Pile 4. Composite Pile: Concrete & Timber, Concrete & Steel Based on the method of installation; 1. Driven Pile 2. Cast-in-situ Pile 3.Driven and cast- in- situ Pile
- 3. Piles are commonly driven by means of a hammer supported by a crane or a special device known as a Pile Driver. Hammers adopted for driving the pile are of the following types: 1. Drop hammer 2. Single acting hammer 3. Double acting hammer 4. Diesel hammer 5. Vibratory hammer.
- 4. What is ultimate load bearing capacity? What is allowable load and how is it determined? Ultimate load bearing capacity of a pile is defined as the maximum load which can be carried by a pile and at which the pile continues to sink without further increase of the load. The allowable load is the safe load which the pile can carry safely, which can be determined from ultimate load bearing capacity dividing by suitable F.O.S.
- 5. The load carrying capacity of a pile can be determined by the following methods: 1) Dynamic formulae 2) Static formulae 3) Pile load tests, and 4) Penetration test 1) Dynamic formulae: # Engineering News formula # Hiley’s formula
- 6. Proposed by A.M. Wellington in the following general form; Qa= WH F(S+C) Where, Qa= allowable load W= wt. of the hammer H= height of the fall F= F.O.S, taken as “6” S= final set (penetration) C= empirical constant 2.5 for drop hammer,& 0.25 for single and double acting hammers.
- 7. Drop hammer: Qa= WH 6(S+2.5) Single acting steam hammer: Qa= WH 6(S+0.25) Double acting steam hammer: Qa= (W+a.p)H 6(S+0.25) Where, a= effective area of a piston p= mean effective steam pressure
- 8. IS: 2911 gives the following formula based on the original expression of Hiley: Qd= 휼풉WH휼풃 푺+푪/ퟐ Where, Qd= ultimate load on a pile C= toatal elastic compression C = C1+C2+C3, temporary elastic compression of dolly and packing, pile & soil respectively. 휼풉 = efficiency of hammer 휼풃=efficiency of hammer blow (i.e. ratio of energy after impact to striking energy of ram)
- 9. 휼풃 = W+e2P W+P , for W>eP 휼풃= W+e2P W+P − W−eP W+P ퟐ , for W<eP Where, P= wt. of a pile, helmet, follower e= coefficient of restitution (0 to 0.5) Allowable load is obtained by using F.O.S 2 or, 2.5.
- 10. Ultimate bearing capacity of a pile is determined by the formula given below; Qd= Rf + Rp= Asrf + Aprp Where, Rf = total ultimate skin friction Rp= total ultimate point or end bearing resistance As= surface area of pile upon which the skin friction acts Ap= area of cross section of pile on which bearing resistance acts rf = average skin friction rp= unit point or toe resistance A FOS 2.5 or 3 may be adopted for finding the allowable load.
- 11. For cohesive soil: #For a pile in cohesive soil, point bearing is generally neglected for individual pile action. #The unit skin friction may be taken equal to the shear strength of the soil multiplied by a reduction factor α (or, m). i.e., rf= average skin friction along the length of the pile. = α 풄 (or, m 풄), and rp= cpNc= 9cp ∴ 퐐d= rf + rp= m 풄As + 9cpAp Where, α or, m= adhesion coefficient or reduction factor, whose value depends on the type of clay 푐 = average un drained cohesion along the length of pile cp= average un drained cohesion of soil at pile tip
- 12. Allowable load for the pile, Qa=Qd/F IS recommendation, minimum FOS= 2.5 If the different values of FOS are adopted for shaft resistance (or skin friction) & base resistance, Qa= m 풄As /F1 + 9cpAp/F2
- 13. For non-cohesive soil: rf= Ktan흓 (휸풛 + 풒) rp= 0.3휸BN휸q, for circular piles rp= 휸BN휸q/2, for rectangular or square piles where, K= coefficient of lateral earth pressure 훾 = 푢푛푖푡 푤푡. 표푓 푠표푖푙 q= surcharge on ground Z= depth of CG of the pile below the ground surface B= least lateral dimension of rectangular of square pile (or, diameter of circular pile) 휙 = angle of internal friction N훾q= Meyerhof’s non-dimensional factor ( resultant bearing capacity factor)
- 14. The result of Dutch Cone Penetration Test can be applied with sufficient accuracy to determine the ultimate bearing capacity of piles in cohesion-less soils. The following relation may be adopted: rp= qc and, rf= 2fc where, qc= unit resistance of Dutch Cone Penetrometer fc= static skin friction on the shaft of the penetrometer
- 15. Negative friction is a down-ward drag acting on a pile due to the downward mo-vement of the surrounding compressible soil relative to the pile. It is shown in figure aside. Figure shows the pile pass-ing through a recently con-structed cohesive soil fill. The soil below the fill is completely consolidated under its overburden pressure.
- 16. Negative Skin Friction will occur due to the following reasons: When the surrounding compressible soil has been recently filled. If the fill material is loose cohesion less soil. By lowering the ground water which increases the effective stress causing consolidation of the soil with resultant settlement and friction force being developed on the pile. It also occurs when the fill is over the peat or a soft clay stratum.
- 17. For individual pile, the magnitude of negative friction, Qnf may be taken as below: For cohesive soil, Qnf= pcLf 2휸Kf For granular soil, Qnf= 0.5pLf Where, p= perimeter of the pile Lf= depth of fill or soil which is moving vertically c= cohesion of soil in the zoon of Lf K= earth pressure coefficient 훾= unit weight of the soil f= coefficient of friction ≈ 푡푎푛휙 When considering the FOS, Fs on ultimate bearing capacity of a pile, negative friction must be allowed. So, 풖풍풕풊풎풂풕풆 풃풆풂풓풊풏품 풄풂풑풂풄풊풕풚 풐풇 풂 풔풊풏품풍풆 풐풆 품풓풐풖풑 풑풊풍풆풔 Fs= 풘풐풓풌풊풏품 풍풐풂풅+풏풆품풂풕풊풗풆 풔풌풊풏 풇풓풊풄풕풊풐풏 풍풐풂풅
- 18. Factors governing the selection of piles They are: Length of the pile in relation to the load and type of soil, Characters of structure, Availability of the materials, Types of loading, Factors causing deterioration, Ease of maintenance, Estimated cost of types of piles, taking into account the initial cost, life expectancy and cost of maintenance and, Availability of funds.

No public clipboards found for this slide

Be the first to comment