Presentation on theme: "Pile foundations. Capacity of Single Pile Using Theory (c, φ ) Using SPT value Using SCPT Value Using Dynamic Formula Pile Load Test Static Formula In-situ."— Presentation transcript:
Capacity of Single Pile Using Theory (c, φ ) Using SPT value Using SCPT Value Using Dynamic Formula Pile Load Test Static Formula In-situ Penetration Tests
Dynamic Formula - PRINCIPLE Energy Workdone Wh Qus W - weight of the driving hammer h - height of fall of hammer Wh - energy of hammer blow Q - ultimate resistance to penetration S - pile penetration under one hammer blow Q u s - resisting energy of the pile
DYNAMIC FORMULA Hileys Formula Engineering News Energy used by pile to move down Energy losses Energy Input
Hileys Formula The energy loss E 1 due to the elastic compressions of the pile cap, pile material and the soil surrounding the pile The energy loss E 2 due to the interaction of the pile hammer system
Hileys Formula - Energy losses The energy loss E 1 due to the elastic compressions of the pile cap, pile material and the soil surrounding the pile c 1 = elastic compression of the pile cap c 2 = elastic compression of the pile c 3 = elastic compression of the soil.
Hileys Formula - Energy Losses The energy loss E 2 due to the interaction of the pile hammer system W p = weight of pile C r = coefficient of restitution
Hileys Formula where, η h – Efficiency of the hammer
Hileys Formula Type of soilc3c3 Hard Soil0 Resilient Soil0.2 Elastic compression c 1 of cap and pile head Elastic compression c 2 of pileElastic compression c 3 of soil Pile MaterialRange of Driving Stress kg/cm 2 Range of c 1 Precast concrete pile with packing inside cap Timber pile without cap Steel H-pile
Hileys Formula Hammer Type ηhηh Drop hammer1.00 Single acting Double acting0.85 Diesel1.00 Efficiency of pile hammer Material C r Wood pile0.25 Compact wood cushion of steel pile0.32 Cast iron hammer on concrete pile without cap 0.40 Cast iron hammer on steel pile without cushion 0.55 Coefficient of restitution C r
Engineering News Formula W - weight of hammer in kg H - height of fall of hammer in cm s - final penetration in cm per blow (set) C - empirical constant The set is taken as the average penetration per blow for the last 5 blows of a drop hammer or 20 blows of a steam hammer C = 2.5 cm for a drop hammer C = 0.25 cm for single acting hammer
Problem A 40 x 40 cm reinforced concrete pile 20 m long is driven through loose sand and then into dense gravel to a final set of 3 mm/blow, using a 30 kN single-acting hammer with a stroke of 1.5 m. Determine the ultimate driving resistance of the pile if it is fitted with a helmet, plastic dolly and 50 mm packing on the top of the pile. The weight of the helmet and dolly is 4 kN. The other details are: weight of pile = 74 kN; weight of hammer = 30 kN; pile hammer efficiency η h = 0.80 and coefficient of restitution Cr = Use the Hiley formula. The sum of the elastic compression C is C = c 1 +c 2 +c 3 = 19.6 mm.
PILE LOAD TEST
Pile Load Test Load tests may be carried out on a working pile or a test pile Pile load tests on a single pile or group of piles For the determination of Vertical load bearing capacity Uplift load capacity Lateral load capacity Load test may be of two types Continuous load test. Cyclic load test.
Vertical Pile Load Test Assembly
Load – Settlement Curves
Determination of Qu from Load- Settlement Curve Qu, can be determined as the abscissa of the point where the curved part of the load-settlement curve changes to a falling straight line Qu is the abscissa of the point of intersection of the initial and final tangents of the load-settlement curve Qa is 50 percent of the ultimate load at which the total settlement amounts to one-tenth of the diameter of the pile for uniform diameter piles. Qa is sometimes taken as equal to two-thirds of the load which causes a total settlement of 12 mm Qa is sometimes taken as equal to two-thirds of the load which causes a net (plastic) settlement of 6 mm
Recap - Capacity of Single Pile Using Theory (c, φ ) Using SPT value Using SCPT Value Using Dynamic Formula Pile Load Test Static Formula In-situ Penetration Tests
Some Examples Multistoried Building Resting on Piles
Some Examples Piles Used to Resist Uplift Forces
Some Examples Piles used to Resist lateral Loads
Pressure isobars of single pile
Pressure Isobars of Group of piles with piles placed farther apart
Pressure Isobars of Group of piles closely spaced
Typical Arrangement of Piles in Groups
Minimum Spacing between Piles Stipulated in building codes For straight uniform diameter piles - 2 to 6 d For friction piles – 3d For end bearing piles passing through relatively compressible strata, the spacing of piles shall not be less than 2.5d For end bearing piles passing through compressible strata and resting in stiff clay - 3.5d For compaction piles - 2d.
Pile Group Efficiency
Efficiency of pile groups in sand (Vesic, 1967) 1. Point efficiencyaverage of all tests 2. 4 pile grouptotal efficiency 3. 9 pile grouptotal efficiency 4. 9 pile grouptotal efficiency with cap 5. 4 pile grouptotal efficiency with cap 6. 4 pile groupskin efficiency 7. 9 pile groupskin efficiency
CAPACITY OF PILE GROUP Felds Rule Converse-Labarre Formula Block failure criteria
FELD'S RULE Reduces the capacity of each pile by 1/16 for each adjacent pile
CONVERSE-LABARRE FORMULA m = number of columns of piles in a group, n = number of rows, θ = tan -1 ( d/s) in degrees, d = diameter of pile, s = spacing of piles center to center.
PILE GROUP Driven piles Bored piles Pile group in sandy soil Pile group in clayey soil
Block Failure c = cohesive strength of clay beneath the pile group, L = length of pile, P g = perimeter of pile group, A g = sectional area of group, N c = bearing capacity factor which may be assumed as 9 for deep foundations.
Recap Capacity of single pile Capacity of pile group