2911 4

1. 1S :2911 (Part 4) - 1985,
(Reatfirmed 1998)

Indian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF
PILE FOUNDATIONS
PART 4 LOADTEST ON PILES

(First Revision)

Fourth Reprint JANUARY 1997

UDC 624.154. : 624042 :006 76

© Copyright 1985
BUREAU OF INDIAN STANDARDS

September 1985

2. 1S + 2911 (Part 4) - 1985

Indian Standard

CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF
PILE FOUNDATIONS

PART 4 LOAD TEST ON PILES
( First Revision )

Foundation Engineering Sectional Committee; BDC 43

ire of Defence

Meer

(om KP, Ass (Alo
Mas Gen Ome Singh)

aaa (

ere Constants Po Li, Indore

Daran Dinvero en
Sunt AM. Bava Asa Found omarion “rive Limite,

Sn A. Na Jason (er

Comrade pag?)

BUREAU OF
“Tis puiiaion is prod under the Jas Coprih dt (XLV of 1997) and
‘production I hele or ip par by ay mean xcept wth won permi Of the
Publier nll be ere Le be o cin pes af copy under the mid het

DIAN STANDARDS

3. 18: 2911 (Part 4 )- 1985

Gé Jr page

Mentor pris

Suma A. Gross. Sp Constant Lied, Bombay
Dr don Ras De af Roi Roos
ay Sr Any of lai Dora
Sant Annan Joa G8, Jar & Anochats, Now Dei
‘Sita Visa Rosca Jan € Ait}
Joner Dimzeron (Dnata Rana! liga Organization, New Deli
De) nun tol CRD
(Ge). 2 er
dos, Darren Renan
Dun ker Indian Insitute of Techology, Bombay
Bean). Ronee ‘obi Werke Department, Chandigarh Admin
on, Chang
SanıS.R. Keane MN Dinar de Company Pe Lu, Caleta
A)
gna AP Maras Cera Warehousing Corporation, New Del
Sing Mission Scent Ed bay À
SoS. Mouse nn capaci (3109 A, Sine Hose, Neon
Pie Red, oo)
San. KD, Mor Begincers fala Fite, New Deli
‘rage veian ÇA)
Santa VS Re Mon Indian Geotechnical Society, New Delhi
O
sam MR Po Cried Company Lid, Bombay
Serr, Kan € dti} o
SE as Brant Dora & Jewop Contraction Company
‘in Cateure
Da Y. Y. 5. Rao Nopadi Comunes Pear Limite, New Delhi
Da X Sn Cage Engineering, Madea
Syne. Boca (Alma)
cad ™Miniy of Shipping & Tramport (Roads Wing)
Sureunerexonig Exa bm. Coral Public Works Department, New Delhi
einem Exec
‘(Desa ) Vf alice}
PAS Indian Tine of Technology, New Deli
Ba Rass Ata)
ECTS Director Genera, IL (Keefe Monte)
Director (ON Ense)

Sere,
Suu KM Mara
Join Diector (Gv Ba

(Cote on pago 18)

4. 15: 2911 ( Part 4)-1985

Indian Standard

CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF
PILE FOUNDATIONS

PART 4 LOAD TEST ON PILES
( First Revision )

0. FOREWORD

04 This Indian Standard (Part 4) (First Revision) was adopted
by the Indian Standards Institution on 20 February 1965, afier the draft
Bnalized by the Foundation Engineering Secional Committee had been,
approved by the Civil Engineering Division Council,

02 Piles find application in foundation to transfer loads from a structure
Lo competent subsurface strata having adequate load bearing capacity
The load transfer mechanism from a pile to the surrounding ground. is
complicated and could not yet be flly ascertained, although application
‘of pied foundations is in practice over many decades, Broadly, piles
Transfer axial load either substantially by skin friction along ls ¿bale
for substantially by the end bearing. Piles are used where either of the
above load transfer mechanism is possible depending upon the subsoil
ratification at a particular site. Construction of pile foundations require
3 careful choice of piling system depending upon the subsoil conditions,
the load characteristics of structure and the limitations «£ total set
ment, diferential setement and any other special requirement of à
project. The installation of piles demands careful control on position,
Elignment, depth and involve specialized skill and experience,

03 Fil toad tthe most dives mud fo termining the af
Toads on piles including Ju structural capacity with respect 10
‘which fe i inetaled, À is considered mare reliable on account af
Being site text than the capacities computed by other methods, &

Stage formula, dynamic formulae and penetration test at. 1

Widely varying practices followed for load ests on

the cales regarding the establishment of an accep

{termining the ukimate and safe bearing capacity oF ples, and predice
Sng the ple group behaviour from the test data obtained rom indfvidual
Josd test on single piles, cannot be underestimated. at the factors

3

5. 15 + 2011 (Part 4) - 1985

affecting are many. However, an attempt is made to bring out an unifica
Approach to the various aspect of fond test on piles. This standard was
first prepared in 1979. The sevised version has been prepared 10 as to
five mote details in regard to the raue of loading and unloading and the
ferait of the situations when the different types of tests are conducted

0.4 For the puepore of deciding whether a particular requirement of
his standard is complied with, the Anal valu, observed or calculated,
ng tho result of a test or analysis, shall be rounded off
The number of significant places retained
inthe rounded off value should be the same as that ofthe specified. value
in this standard

1. SCOPE
11 This standard (Part 4) covers the load test on all types of piles cove-
fed in 19: 2911 (Part 1/90c 1 5197015 18 £2911 ( Past E See 3.307075
15 :2911 (Past 1/See 3 319708, 18 : 2911 ( Part See 4)-1984), 15: 2911
(Par: 2 }-1980% and IS 2911 { Part 3 } 1980"* and provides guidelines
for determination of safe load based on the folowing types of loadings.

A) Vertical toad tes ( compression ),

1) Lateral load test, and

€} Pullout test.
12 Load tests under vibratory loads, moments and other forces and

sequence of loading under special circumstances ke yield load eapacity
‘of buckling piles are not covered in tis standard,

2. TERMINOLOGY

2.0 Kor the purpose of this standard, the following definition shall apply.

21 Cut-O Level — The level where the installed pile is cutoff 10
Support the pile caps or beams or any other Structural components st
that level

SE pete delos and comen ole foundations: Part 1 Concrete
ion Bien cs conc ile rad pa Gon

MIC pes de Ant le oundaios: Patt 2 Concrete
PRE practi ordi snd ehren of pile foundation: Part 2 Timber
PT act doy ant e foumlations Par. 3 Unde

6. 18 2911 (Pare 4) - 1985

2.2 Datum Bar — A rigid bar placed on immovable support.

23 Factor of Safety — The ratio of
pile 10 the safe load of à pil.

1 ultimate load capacity of a

24 Initial Test — lr is carried with a view to determine ultimate load
‘capacity and the safe load capaciy.

2.5 Kentledge — Dea:
26 Net Displacement — Net movement of the pile top fom the
Original portion after the pile bas been subjected 10 a test load. and
subsequently released

weight uted for applying a tes load'on pil

2.7 Routine Test — It is carried out on a working pile with a view to
check whether pile is capable of taking the working fons assigned toi

22 Test Pile — A pile which is meant for initial ts

29 Total Displacement (Gross)
top under a given load.

The total mo

ement of the pile

2:10 Total Elastic Displacement — This is magnitude of the
displacement of the pile due to rebound caused at the top after removal
fof a given test load. This comprises two components as follows

a) Elastic displacement of the soil partici
and

b) Elastic displacement of the pile shaft,

ing in load transfer,

2.31 Ultimate Load Capacity — The maximum load which a pile or
pile shaft can carry before failure of ground (when the sol fl by shest
As evideneed from the load seulement curves) or failure of pile.

2.12 Safe Load — It js a load on a pile derived by applying a factor of
safety on ultimate load capacity of pile as determined by load test.

2.13 Working Load —

2.14 Working Pile — A pile forming part of fou
system which may be used for routine Toa! ts.

3. NECESSARY INFORMATION

31 The following intoumation is necessary for pile(s) on which tests
proposed:

he load assigned 40 a pile according to design.

tion of a structural

a) Pile type including material and reinforcement details, group of
piles, anys

b) Method of driving with driving record or installation;

©) Pile depth(s) and details of erots-secton(s)

7. 18 «2911 (Part 4) - 1985

à) Type of ret desire

©) Layout of the pile() — space available srow
the group for single pile ts

£) Depth of water table rid soil strata details sth sol test results;

) Safe load and ultimate load capacity

1) Availability and provision of type of piles or anchors or kentledge
fi reactions

and position in

‘and. the methou(s) on

i) Nature of loading/tosding plan with a particular
Dice) which may be free Standing when scour ie ex
kk) Any other information concerning planning and
tests including the relevant past experience. con

mention of
oa and
ducting the

4. TYPES OF TESTS

There ace two types of tts fur each type of loading (hats, vertica
Jateral and pullout), namely, inital and routine xt

41 Initial Test This test is required for one or more of the
following purposes. his ls done in case of important and or major
projects and number of tesis may be one or more depending upon the
umber of piles required

3) Determination of ultimate load capaeitis and
load by application of factor of safety,

6) To provide guidelines for seing up the limit of acceptance for

©) To study the effect of piling on adjacent existing structures and
tale decision forthe suitability of typeof piles to be med,

à) To get an idea of suitability of piling system, and

ial at safe

©) To have a check on calcula
approaches.

42 Routine Test — is required for one or more o
following “purposes. jer of tests. may generally be on
percent of the total number of piles requiced. "The number of the test
may be increased up to 2 percent in a particular case depending upon
nature, type of structure and steata condition:

d load by dynamic or static

3) One of the ei
b) Checking safe load and extent of safety for the specific f
requirement of the pile at working load; and
6

nine the safe load of the pile;
metional

8. 18: 2011 (Part 4) = 1985

©) Detection of any unuswal performance co
of the initial test, if carried out

y to the findings

5. GENERAL REQUIREMENTS APPLICABLE TO ALL TYPES
OF TESTS

5.1 Pile test may be carried ont on à si
required. Im case of pile groups, caps w
required conditions of actual use ave Fülle,

a group of piles ax
provided such thatthe

52 Generally the load application and dellection observation w

‘made at the pile op.

53 In particular cases where upper part of pile is likely 10 be exposed
Tater on due to scour, dredging or othervite then capacity contributed
by chat porton of the pile ducing loa: test chal! be duly accounted for.
The pile groups in these conditions shall be tested without their cap
resting on the ground,

54 The test should be cacried out at cutoff level wherever practicable,
atherwite suitable allowance shall be made in the interpretation of the
test results test load if the test is not carried out at eutoft lew

‘6. VERTICAL LOAD TEST ( COMPRESSION )

6.1 General — In this wpe of test, compresion load it applied to the
pile top by means of a hydraulic jack against rolled seol join or suitable
Toad frame capable of providing reaction and the setlement it recorded
by suitably positioned dial gavges. Maintained load method as give
in 62 shoult be used for determination of safe load. However, for
specific requirements cyciie and CRP methods, which are alternate
method, may be used 13 mentioned in 6.3 and 6.4. The general require
ments applicable for hese three mothoris are given from 6.1.1 (0 GLS,
Unless otherwise specified

611 Preparation of Pile Head — The
to natural horizontal plane fll sound concrete ie met, The projecting
reinforcement should be cut off or bent suitably and the top finished
smooth and level with plaster of Paris or similar synthetic material where
required. A bearing plate with a hole at the centre should be placed on
the head of the pile for the jacks to rest

612 Application

¡le head should be, chipped off

Not applicable to CRP method. ) The
test should be car ‘anplying a serios of vertical downward
incremental load each increment bring of about 20 percent of safe load
on the pile, For testing of raker piles iis essential that Joading is along
the axis.

9. 1812911 (Part 4) - 1985

6.1.3 Reaction — The reaction may be obtained from the follow

+) Kentedge placed on a platform supported clear of the test ple
In case of Joa text below sinder-proned structure, the existing
structure i having adequate weight and suitable’ construction
may serve as kentledge. The centre of gravity of the hentledge
Should. generally be on the ans of the pile and the load applied
iy the jack shold also be coaxial with thi pil.

1) Anchor piles with ceutre-t-centpe distance with the ts ple not
Hess lan times the west pile shaft diameter subject to. minimum
of 2m. Il the anchor pile are permanent working. piles i
Should be ensured that thei sesigual uplift within limit, Care
Should be exereied to ensure thatthe datum bar supports are
ot affected by heaving up of the soi ia

€) Rock anchors with distance from the nearest edge Of the piles at
rock level being 2 timos the test pile shafe diameter or 155 m
‘whichever is greater

613.1 The resction to be made available for the test should be
25 percent more than the Binal tes load proposed to be applied

6.1.4 Sasloment — ( Not Applicable for CRP Test.) Sttlement shall be
recorded with minimum 2 dial gauges for single pile and 4 dial gauges of
001 mm sensitivity for groups, each positioned at equal distance around
the piles and normaliy held by datum bars esting on immovable supports
at a distance of 3 D (subject to minimum of '3'm) Irom the edge of
the piles, where D is the pile stem diameter of eireular piles or diameter
of the eircumseribing circle in the case of square or non-eircular piles

6.1.5 The safe load on singie pile for he initial test should be least of
she following:

a) Two-hirds of the Gnal load at which the coral displacement
attains a value of 12 mm unless otherwise required in a given
cate on the basis of nature and type of structure in which case,
the safe Toad should be corresponding to the stated total displace
ment permissible

b) 50 percent of the final load at which the total displacement
‘equal 10 percent ofthe pile diameter in case of uniform diameter
piles and 75 percent of bulb diameter in case of under-reamed,
Piles

6.1.5.1 However routine test shall be carried for a test load of at feast
fone and half times the working load; the maximum sculement of test
loading in position being not exceeding 12 mm.

8

10. 15: 2011 (Part 4) 2985

>) Final load at which the total displacement stains a valu of
nature and type of aructure, and en ie ba
Tube of the final Toad at which the tla diplacement

63.6.1 However routine set shall be carried as in GE the

‘conditions| Thi tho not be included tn son Cee The

7. LATERAL LOAD TEST ON PILES

2A The w m nrodcing hydra ack with
ofeach ple scouts ‘The loading

May (neg. 1) apaced at 36 em and top heran

11. 1S 12911 (Part 4) = 1985

en. above the other onthe tet pie andthe displacement interpolated at
En ON hel fom similar riales where cutoff level à vnapproachable
And Gr approachable ‘cutoff level, however, one dial guvge placed
diametrically opposite t the jack shall ively measure the displacement
Where, ie ir aot poule ta locate one of the dial gauges inte line of
the Jack ases then to dial gauges may be kept at & tance of 99 em
at a uitable height and the Cplacernt interpolated at oad point Kom

Nome One of the metas fr kein dial aus m plan chip off
The dia gauss ge sha rest on the central portion ofthe gas piste, TI

OS Phar

Fro. 1 Posmon

24 The safe lateral load on the pile shall bo taken as the least of the
Following:

a) Fifty percent of the final load at which the total displacement
Increases to 12 mm;

'b) Final load at which the total displacement corresponds to 5 mm;
and

©) Lond corresponding 10 any oder specif displacement as per
performance requirements,

Nor — The diplacemen le at she coto evel of te pile

10

12. 15 +2911 (Part 4) - 1985

7.5 Pile groups shall be ested under conditions as per actual use in the
structure as far as possible

8, PULL-OUT TEST ON THE PILES

8.1 Upli force may preferably be applied by means of hydraulic jack()
‘with gauge using a suitable pull outset up.

Aj — One of he meso fe pl qt may ba wed where, rie
ja” o made o, ret un lle seal Join) rei oto supports om there
ea acs in arama sac the ap Ci tt Ble sac, tha wen
the feck oi, à

remain circle inthe casa cf quare plies) The famework can be attached
pater. or. ¿mamon la normally attached tothe reinforcing

82 The test pile shall have adequate steel to withstand pulling. In
some cases, in order to allow for neck tension in a pull out tes, it may be
necessary to provide additional reinforcement in the piles to be tested

83 The pull out load increments and consequent displacement readings
shall be dead as in the case of vertical load tet

84 The safe load shall be taken as the I

ast of the following:

5) Two-thirds of the Joad at which the total displacement is 12 mm
or the load corresponding to a specified permissible uplift, and

1b) Haif of the Ipad at which the Joad-displacement curve shows a
clear break ( downward trend ).

5 The initial test shall be carried out up to twice the estimated safe
load or until the load displacement curve shows a clear break (down:

3.6 Routine test shall be carried out to one-and-a-half times th
‘fe load os 12 mm total displacement whichever is earlier

nated

9. RECORDING OF DATA AND PRESENTATION

ile test data essentially concerns threo variables, namely, load,

ne and timo. These are to be recorded sequentialy for the
teats under consideration and recorded in a suitable tabular form along
wich the information abort che pile

n

13. 18 12911 (Part 4) - 1985

9.2 The data may be suitably presented by curves drawn between th
variables and safe loade shown on the graphs. Load displacement curve
should be an essential part of presentation.

APPENDIX A
(Clause 6.3 )
CYCLIC LOAD TEST METHOD
A-1. METHOD

ALL Alternate loading and unloading shall be carried out at each stay
as in 6.12 and each loading stage shall be maintained as in 6:2 and each
Unloading stage shall be maintained for at least 13 minutes and the sub
sequen elastic rebound in the pile should be measured accurately. by
dial gauges as in 6.1.4. The test may be continued up to 30 percent
Over the safe load,

A2. ANALYSIS OF RESULTS FOR FRICTIONAL RESISTAN
A-21 Graphical Method

A-2:1.1 The analysis shall be done as explained in Ti

A212 Asun
relating tial

ing that there is no compression in the pile, plot à gr
tie recovery and load atthe pile top

A213 Draw a straight line parallel to the straight portion of curve
1 to divide the load into two parts and thereby obtained approximate
values of point resinance and skin friction

A-2:14 From the approximate value of skin fiction, and knowing the
loads on top of pile, compute the elastic compression of the pile corret-
ponding to these loads, by the following Formula:

(T= PR)L
Ak
A pression of pile in em,
T= load on pile top in kgf,
F — friiional resistance in kgf
L = length of the pile in em,
A = crosssectional area of the pile in em, and

\Julus of elasticity of the pile material in. kghean®
2

14. Pro

ELASTIC COMPRESSION OF SUB-GRADE IN mm

LOAD ON PILE TOP IN TONNES

Skin FRICTION

T

\\
\ \ par
Y Resistance
30) \ \

\ y
\ Y
Y rare a
h

\ mamma

Arata or Crouie Loan Test Dara ror Saranarıon or
Sei Pracrio ao Poner Resisraxee

15

1S: 2911 (Part 4) - 1985

15. 18: 2911 (Part 4) - 1985

(The valve should normally be measured from an exposed porton
of ple stem by means of compresiometer during the load tet el.)

A.21.5 Obtain values of the elastic compression of the subgrade by
subtracting the elastic compression of the pile from the total elastic
recovery af pile, and plot the graph relating these new values to the
corresponding lo pile top. “When elastic compression of the sub-
grade works out negative, the negative valve shall be ignored until the
Value à positive,

A6 Repeat the
of skin fiction,

ALT The process of
be repeated further to any desired extent, but usually the
would” give sufficiently” accurate values for skin fection f
purposes,

A-22 Analytical Method

ocedures given in A-2-1.3 10 obtain new values

her approximations covered in A-2L6 may
practical

ee 5

where

1 = change in total elastic sethement of pile top (SS),

= change in applied load = (Tp — Ta) in kgf
Es length of pile in cm
À = crosvaectional ares of pile in cmt;

E = elasie modulus of the material of the pie in ken;

T = load on pile top in kg.

A-2.2.2 Caleulate the corrected settlement for different load inerement
by equation (2

Sa er (2)
where

$ = corrected setioment in em, and
T = total load on pile top in kg.

1

16. 15: 2911 (Part 4) = 1985

A-223 Knowing value of m and, $ compute skin fiction and point
bearing by solving simultaneous equation ( 3 )and (4).
ToP+F (5)

= Fa)
seme IED a

where
P a point bearing in kgf and
= skin ficcion in kgf.

APPENDIX B
( Clause 64 )
RP TEST

BA. PROCEDURE

B-L1 ‘The load shall be measured by means of pressure of 001 mm
sensitivity load gauge, The penetration { deflection ) should be measured
by meansof dial gauges held by a datum bar resting on immovable supports
sd a distance of at feast 3 D (subject to a minimain of 13 m} away from
the rest pile edge where D is defined in 6.1.5, One of the dial gauges
will be selected for conducting the test. With continuous application of
pressure on the pile op by operating of the jack, a Person watches the
Fate of xetlement of the dial gauge Against a slop watch held in hie hand
and directs the Pump operator lo Pimp faster or slower or at the tame
ate as needed to maintain the preseribed rate of settlement say at every
925 mm seulement, he gives an indication to take readings, Immedia-
tely, other persons record the pressure gauge readings and other di
gauge readings. The pump supplying the jack may be hand or
inechanically operated. "Kor force up 10 200 ton hand pumping isco
venient, If'a mechanical pump is used, it should, for preference, have
an ‘infinite variable” delivery, controlled either by a bleed valve or à
Variable spoed drive

1-12 The jack should be operated to cause the pit
uniform rate which may be controlled by checking

Stall increments of penetration and adjusting the pumping rate accord
ingly, ‘Readings of me, penetration and load should De taken at
sufficiently close intervals to give adequate control of the rate of penetra”
tion, À rate of penetration of about 0°75 mm per minute i suitable for
predominantly” friction Piles, For predominantly end-bearinz piles in
Sind or gravel, rate of penctracion of 13 mm per minute may be used.

15

17. 15 +2911 (Part 4) - 1985

‘Whe raie of penetration, if steady, may be half or twice these values
without sicaiteantly affecting the results. The test should be carried
Dut for the penetration more than 10 percent of the diameter of the
pile base.

B-L3 As the test proceeds a curve between load and penetration should
be drawa to determine when the ultimate load capacity has been
reached,

B2. ULTIMATE LOAD CAPACITY

B-2.1 The curve of Joad versus penetration in the case of a predominantly,
fiction pile will represent either a peak and the subsequent downward
trend, or a prak and then almost straight line, as showa in Fig. 3A,
The peak load marked A in Pig. SA will represent the ultimate load
capacity of pile

B-22 In the case of predominantly end-bearing pile the curve will be
similar to thae shown Fig. 38 and the ultimate load capacity may be
taken as the load corresponding to the penetration equal to 10 percent
fof the diameter of the pile hase.

10 — À

sof

$0

Load, —

ENEE 25 0
PENETRATION, mm

34. Predominanty Fiction Pi

18. 15 : 2911 ( Pare 4) = 1985

fi ee

RS 0 HS 900 5
PENETRATION. mm

Predorsinantly End Beating Piles

usamos Curve ts CRP Test

19. 15 + 2911 (Part 4) - 1985

Gates fr pa?)
File Foundations Subcommittee, BDC 43 : 5

my M. D, Tora
Pradaep Vila, 92 Romi Fa Rl, Bontay

Montes Repreimin

Sant Canna Pesar Cent, Bing Resarch Tine. (CIR),
Sw KG, Go (Atrato) Ñ
Suns A Onis Stap Consahants Limited, Boob
Sint ic Trees Enlaces Incl Limited, New Do
en Ata) ne
Str A Nanos i Cogrttion Private mite,

Dinveron Remmareı Minh Gains (RDSO
à

sn Rosnanone

Tidhstan Consrocion Company Limited, Hambay
E tt ne Gonna Lite, tos

‘Sura Ba J Renae (Aerea 5

sunt D RENE ‘ite Foundations Coameuaion Company (India
am rate ines, Caleta

Sana $C. Rows Altet),
Someter Porn RE Cental Public Works Doprtnent New Delhi
eme From

"Banos hie)

20. BUREAU OF INDIAN STANDARDS
Hendguarere
‘Manat haven, 9 Baber Shah ar Marg, NEW DEL 110002

‘oer Sb ott SE SE D

Tage Marni

Contient Common Se
Pan eau ho he SPA
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21. AMENDMENT NO. 1 MAY 1989
To
IS: 2911 ( Part 4) - 1985 CODE OF PRACTICE
FOR DESIGN AND CONSTRUCTION OF
PILE FOUNDATIONS
PART 4 LOAD TEST ON PILES
( First Revision )
(Page 9, clase 6.1.6.1) — Substitute the following for the existing
clause

"EL leer, ml to a ot of
St

(aves