CLASSROOM @ H.O. H.O.
PILE LOAD TEST BY P.S.BANSOD 3 rd May 2013 21 June 2013
CLASSIFICATION OF PILES ACCORDING TO METHOD OF CONSTRUCTION
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DRIVEN PILES (DISPLACEMENT PILES )
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BORED –CAST-IN-SITU (REPLACEMENT PILES )
DRIVEN PILES 1. Timber Timber, steel, steel, precast precast concret concrete, e, piles piles formed formed by driving tubes or shells and then casting concrete 2. Drive Driven n piles piles cause cause disp displac lacem ement ent and disturbance of adjacent soil 3. Drivin Driving g can be be done done by repe repeate atedly dly rais raising ing and dropping a weight on the pile head or anvil or in favorable conditions vibration can be used.
DRIVEN PILES •
DRIVEN TIMBER PILES
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DRIVEN STEEL PILES
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DRIVEN CAST-IN –SITU CONCRETE PILES
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DRIVEN PRE-CAST –CONCRETE PILES
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DRIVEN –CONCRETE –PIPE PILES
Driven Piles
A) timber or precast reinforced concrete, b) steel h pile, c) precast precast concrete shell pile, pile, d) concrete concrete pile cast as driven tube withdrawn (slip form)
SHAFT CONSTRUCTION CONSTRUCTION 1. Soil rem remov oved ed by by borin boring g or drillin drilling g to form form a shaft 2. Concr Concrete ete cast cast in in a casing casing or withou withoutt casi casing ng – depends on soil conditions 3. Tip Tip can can be exp expan anded ded by un unde derr ream reamin ing g 4. No dis distur turba banc nce e to sur surro roun undi ding ng soi soill
Shaft Construction
Craig, 6th Ed.
e) Bored pile (cast in-situ), f) f ) Underreamed Bored Pile (cast in-situ)
Ultimate Load, Qf Qf = Base Resistance + Shaft Resistance area of shaft x frictional resistance of shaft
area of pile tip x pressure at tip
Qf = q A f b
+
f A s s
where qf = ultimate bearing capacity of soil at base tip of pile A b = cross-sectional area of pile at base tip f s = skin friction between pile and soil A s = surface area of pile shaft
DRIVEN TIMBER PILES •
200MM Ø, 250 MM Ø,300MM Ø OR
200MM X 200 MM X10 M LONG 250MM X 250 MM X10 - 12M LONG 300MM X 300 MM X12 M LONG Length can be increased by splicing . POPULAR FOR RESIDENTIAL CONSTRUCTION IN SCANDINAVIAN COUNTRIES ,USA
DRIVEN STEEL PILES •
DIAMETER RANGE FROM 600mm - 1874mm
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LENGTHS RANGE FROM
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WALL THICKNESS RANGE FROM 12mm-40mm 12mm- 40mm
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20m
- 70 m
GENERALLY PREFERRED FOR MARINE STRUCTURES IN MIDDILE EAST COUNTRIES EUROPE, USA ,SOUTH EAST ASIA and some AFRICAN COUNTRIES. COUNTRIES. USE OF STEEL LARGER DIAMETERS WILL BE POPULAR IN FUTURE .
AFCONS EXPERIENCE IN STEEL PILES . PARADEEP PORT PROJECT ORISSA
-1997- 1998
NAGAPATTINAM JETTY PROJECT(TN) -1999-2000
SHELL –HAZIRA PROJECT(GUJRAT) PROJECT(GUJRAT) - 2003-2004 MADAGASCAR JETTY PROJECT PROJECT
- 2007-2008
MAURITIUS CRUISE BERTH PROJECT PROJECT - 2009 2009 SOHAR BULK JETTY JET TY PROJECT(OMAN) -2010-2011 LNG JETTY JETTY AT DAHEJ(GUJRAT) DAHEJ(GUJRAT)
- 2011-2013
AFCONS EXPERIENCE IN DRIVEN PRE-CAST-CONCRETE PILES 1.ADEN FLOUR MILL PROJECT –YEMEN (20042005) 2.PRECAST –CONCRETE PILES OF 450mm Ø HAD TO BE MOBILIZED FROM MALAYSIA THESE CANNOT CANNOT BE DRIVEN IN DENSE SANDS WITH N> 60 OR WITH DENSE GRAVELLY SANDS.
DRIVEN CAST –IN-SITU CONCRETE PILES
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DIAMETER RANGE FROM -300mm – 760 mm LENGTH RANGE FROM -20m -26 m CAPACITIES CAPACITIES RANGE FROM -30T-120T -30T-120T VERY FAST FAST CONSTRUCTION POSSIBLE TYPICAL CONSTRUCTION TIME 20-30 MIN/PILE HEAVY CRANE & PILE DRIVING HAMMERS ARE BASIC REQUIREMENTS . GENERALLY PREFERRED IN COHESION LESS SOILS LIKE SILTY SILTY SANDS OR FINE SANDS OR GRAVELLY GRAVELLY SANDS .
TYPICAL RANGE OF DESIGN LOADS FOR PILES DIAMETER mm
300 mm
500 mm
600 mm
760 mm
900 mm
1000 mm
1200 mm
1300 mm
1500 mm
AXIAL LOAD (COMPRESSION ) IN T
30
60
120
200
360
400
500
550
700
LATERAL LATERAL LOAD IN T
-
-
3
4
5
8
10
12
15
TENSION LOAD @60% COMPRESSION IN T
18
36
70
120
210
240
300
330
420
TYPICAL RANGES OF DESIGN LOADS FOR VERY LARGE DIAMETER PILES DIAMETER mm
1600
1800
2000
2400
2500
3000
AXIAL LOAD (COMPRESSION ) IN T
450
900
650
750
1000
2000
TYPE OF PILES
CONCRETE PILES
STEEL PILES
CONCRETE PILES
CONCRETE PILES
CONCRETE PILES
CONCRETE PILES
TYPICAL EXAMPLES
LNG JETTY COCHIN
SOHAR BULK JETTY
RAJIV GANDHI BRIDGE BANDRA
GANGA BRIDGE BAKHTIARPUR
MEGHINA BRIDGE BANGLADESH
MTHL BRIDGE MUMBAI
BY AFCONS
BY AFCONS
BY HCC
BY NEC
TENDER
TENDER
TYPES OF PILE LOAD TESTS INITIAL LOAD TESTS : ON NON WORKING PILES FOR 2 TIMES
X DESIGN LOAD
2.5 TIMES X DESIGN LOAD 3 TIMES X DESIGN LOAD FOR AXIAL LOAD CAPACITY CAPACITY (COMPRESSION) HORIZONTAL LOAD CAPACITY (LATERAL LOAD) UPLIFT LOAD CAPACITY CAPACITY (TENSION) (TE NSION)
TYPES OF PILE LOAD TESTS ROUTINE PILE LOAD TESTS ON WORKING PILES
FOR 1.5 TIMES * DESIGN LOAD
FOR AXIAL LOAD CAPACITY (COMPRESSION) HORIZONTAL LOAD CAPACITY (LATERAL LOAD) UPLIFT LOAD CAPACITY (TENSION)
TYPICAL COMPRESSION LOAD TEST •
Typical Case of 1200mm Φ pile
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Design Load -400 T
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Type of Test – Initial
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Test Load – 400 T X 2.5 = 1000 T
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Required reaction load – 1000 T+250 T = 1250 T
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Ground Condition – on land
3 WAYS OF CONDUCTING THE TEST •
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BY KENTLEDGE METHOD UP TO TO 900 TO 1000 T BY REACTION PILES METHOD FOR HIGHER LOADS BY REACTION ANCHORS METHOD WHERE ROCK IS ENCOUNTERED AT SHALLOW DEPTHS
KENTLEDGE METHOD •
Main Requirements
1.Test 1.Test Girder – Primary Girder 2.Load Distribution Girders – Secondary Girders 3.Grillage Beams for uniform transfer of loads 4.Concrete Blocks – For 1250 T kentledge and for support of girders. 5.Hydraulic Jacks of total 1500 T capacity 6.Dial Gauges – 8 nos. of 50mm range and 0.01 mm least count.
STEPS IN CONDUCTING LOAD TEST 1 1. Co Cons nstr truc uctt ttes estt pi pile le 2. Prepa Prepare re pil pile e head head for for tes testt arrangement 3. Erect Erect suppor supports ts for for girder girderss at a distance of 2.5 X dia of pile from center of pile 4. Ensur Ensure e that that surroun surroundin ding g ground ground is strong strong enough with SBC of 20-25 T/m2 where concrete blocks for supports are being arranged
STEPS IN CONDUCTING LOAD TEST 2 5.Place required no of hydraulic jacks symmetrically symmetrically on top of test pile. 6.Place grillage beam on top of hydraulic hydraulic jacks 7.Arrange supports for primary girder 8.Place primary girder on top of grillage beam, while maintaining a gap of at least 100mm between them
TEPS IN CONDUCTING LOAD TEST -3 9.Arrange supports for secondary girders using timber beams or concrete blocks at required place where ground is strong enough with 25 T/m 2 SBC 10.Arrange concrete blocks on top of secondary girders, systematically in a layer by layer manner 11. Follow the methodology/ drawings provided by design department/CPMG while arranging the concrete blocks in layers 12.Arrange 12.Arrange datum bars in the vicinity of test pile using brick/concrete brick/concrete pillars or timber blocks 13.Fix 4 nos. of dial di al gauges on the test pile symmetrically symmetrically with help of magnetic base clamps
STEPS IN CONDUCTING LOAD TEST-4 14.Arrange power pack at a sufficient distance from the test pile. Connect all the hydraulic jacks to the power pack. Check for leakages at jacks, power pack etc. 15.Conduct the load test as per pre determined loading and unloading sequence 16.Maintain each load for a sufficient time, till rate of settlement of pile drops down to 0.125mm /30min 17.Take readings of settlement of all dial gauges during loading and unloading of pile
STEPS IN CONDUCTING LOAD TEST-5 18.Compile field observations of Load/settlements in a systematic tabular manner. Take signatures of client/consultant’s representative on all the date recording sheets 19.Prepare a graph of load versus settlement from the field observations 20.From the graph estimate the load corresponding to 12mm settlement and 120mm settlement (if observed in the load test)
STEPS IN CONDUCTING LOAD TEST-6 21.As per IS : 2911( Part 4), safe load is defined as the latest among the following two criteria a. 2/3 2/3 of of the the load load at at whi which ch pil pile e at attain tainss a tot total al settlement of 12mm b. ½ of of the the load load at at whic which h pile pile a atttain tainss a tot total al settlement of 120mm 22. Prepare a systematic report on pile load test incorporating field observations, load Vs settlement graphs and interpretation of test result.
STEPS IN CONDUCTING LOAD TEST-7 23. Remove dial guages ,hydraulic jacks, power packs from the test site . 24.Remove concrete blocks systematically from top to bottom ,remove secondary girders . 25.Remove primary girders .
26.Remove supporting concrete blocks . 27.Back fill the excavated pit around test pile and restore the ground to original condition .
STEPS IN CONDUCTING LOAD TEST-8 28. Store hydraulic jacks and power packs ETC ,in well maintained condition in stores stores . 29. Store primary girders ,secondary girders girders and grillage beams in neatly arranged manner in stores .
30. Store concrete blocks ,wooden sleepers and other accessories in neatly arranged manner in stores .
ADVANTAGES OF PILE LOAD TEST 1. Bein Being g use used d in Indi India a for for last last 60 yea yearrs 2. Being Being used used all all ove overr worl world d for for last last 80 ye year arss 3. Seque Sequenc nce e of of loadi loading ng simu simulat lates es real real lif life e loadi loading ng behavior of piles 4. One One of of the the bes bestt wa way of asse assess ssin ing g load load displacement behavior of pile 5. Co Conf nfir irms ms the the des desig ign n of of pil pile e 6. A too tooll for for ensuri ensuring ng qual quality ity assur assuranc ance e of of p pile ile construction
LIMITATIONS OF STATIC LOAD TEST 1. Large Large space space requi require reme ment nt (App (Apprrox. 12m 12m X 12m in plan) 2. Fo Forr ken kentle tledg dge e meth method od set settin ting g time time 10 10 days days 3. Fo Forr reac reactio tion n pile pile m meth ethod od set settin ting g time time 30 da days 4. For For reac reactio tion n ancho anchorrs meth method od set settin ting g time time 30 days 5. Spe Specia ciall fabr fabric icati ation on of girde girders rs requi require red d 6. Quit Quite e a lar larg ge cos costt invo involv lved ed
Alternative Methods to Static Load Test 1. High High Str Strai ain n Dyna Dynami micc Pile Pile Loa Load d Tes Testt 2. Oste Osterb rber erg g Lo Load ad Ce Cell ll Test est
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LOAD TEST PHOTOS OF NAD AL SHEBA RACE COURSE, DUBAI
Load test by Kent ledge method
Load test by Kent ledge method
Nad Al Sheba Race Course, Dubai,
Load settlement curve for TP2 LOAD SETT LEMENT LEMENT CURV E FO FOR R INITIAL ITI AL PILE LOAD TEST TEST ( TP2 M DN-1A) -1 A) ON 1200m 120 0m m DIA TEST PILE AT NAD AL SHEBA RACE AC E COURSE COURSE, DUBAI Applied Load in Tons
0
200
400
600
800
1000
0.00 -0.40 -0.80 ) m m ( e l i P f o t n e m e l t t e S d e v r e s b O
First Cyc le
-1.20
Second Cycle Third Cycle
-1.60 -2.00 -2.40 -2.80 -3.20 -3.60 -4.00 1. TOTAL SETTLEMENT = 1.54 1.54mm mm 2. NET SETTLEMENT = 0.06 0. 06mm mm 3. ELA STIC REBOUND = 1.48 1. 48mm mm
RESULTS RESULTS OF THREE CYCLES
Load settlement curve for TP4 LOAD SETTL SETTL EMENT EMENT CURVE FOR FOR INITIAL INITIA L PILE LOAD TEST TEST (TP4 (T P4 MDN-3) ON 1200m m DIA T EST PILE AT NAD AL SHEBA SHEBA RACE COURSE, COURSE, DUBAI Applied Load in Tons
0
200
400
600
800
1000
0.00 -0.40 -0.80 First Cycle
) m -1.20 m ( e l i P -1.60 f o t n e -2.00 m e l t t e -2.40 S d e v r e -2.80 s b O
Second Cycle Third Cycle
-3.20 -3.60 -4.00 1. TOTAL SETTLEMENT = 3.74mm 2. NET SETTLEMENT = 0.07 0. 07mm mm 3. ELA ELASTIC STIC REBOUND REBOUND = 3.67mm 3.6 7mm
RESULTS OF THREE CYCLES
Nad Al Sheba Race Course, Dubai,
SUMMARY OF PILE LOAD TESTS
Total Net Elastic Test Load Settlemen Settlemen Rebound t t
Test No.
Pile Length
TP-2
26.0m
922.4T
1.54mm
0.06mm
1.48mm
TP-4
17.55m
930.3T
3.74mm
0.07mm
3.67mm
MARINE PILE LOAD TEST-3 USING SAMRAT JACKUP AT DAHEJ SITE
MARINE PILE LOAD TEST-3 USING SAMRAT JACKUP AT DAHEJ SITE •
PILE DIAMETER
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1422MM (OD)
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PILE DIAMETER
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1358MM (ID)
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PILE TOP TOP LEVEL
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+16.7 M C.D
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TEST PLATFORM PLATFORM LEVEL
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+13.2 MC.D
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PILE TOE LEVEL
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-43.5 M C.D
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DESIGN AXIAL LOAD LOAD
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8000 KN
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TEST LOAD
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12000 KN
MARINE PILE LOAD TEST-3 USING SAMRAT JACKUP AT DAHEJ SITE •
HIGHEST WATER LEVEL LEVEL
- +10.5 +10.5 m C.D
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LOWEST WATER LEVEL LEVEL
- - 1 m C.D
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DEPTH DEPTH OF WATER
- 19.7 M
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SEA BED LEVEL
- (-14.6 M C.D)
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SCOUR DEPTH
- -26.6 M C.D
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CURRENT CURRENT AT TEST LOCATIO LOCATION N
- 6 KNOTS
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LOAD TEST RESULTS OF BARRAPULLA DELHI
Applied Load (T) 0
50
10 0
150
2 00
250
3 00
35 0
400
45 0
500
5 50
60 0
650
70 0
750
8 00
850
9 00
95 0
1 00 00 0
10 50
1100
11 50
120 0
0.00 0.50
1ST TO 4TH 1.00 1.50
CYCLE 5TH CYCLE
2.00 2.50 3.00
6TH CYCLE 3.50 4.00 4.50
( T N E E L T T E S
5.00 5.50 6.00 6.50
7TH CYCLE
7.00 7.50
8TH CYCLE
8.00 8.50
9TH CYCLE
9.00 9.50 10.00 10.50 11.00 11.50 12.00
LOAD Vs SETTLEMENT OF 1200 DIA PILE AT BARAPULLA
10 TH CYCLE
Barrette pull out test at Chennai central
THANK YOU FOR YOUR PATIENT HEARING AND ATTENTION .
