Initial Load Test Procedure-Test Set Up-Design

8/18/2019 Initial Load Test Procedure-Test Set Up-Design

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Cut off level 2.0 Mts. w.r.to FGL

Double under reamed 500 mm dia. pile having working load capacity as uner………

50 M.T. Compressive Load

5.4 M.T. Lateral Load

Diameter and Length of Pile has been proposed as per POWER GRID / Approved soil investigation report

REV NIL DATE OWNER

REV 0 19.04.2016 EMPLOYER

PROJECT

NOA NO. SUPPLY

SERVICE

CONTRACTOR

TITLE

Total Sheet

26

PACKAGE -A UNDER INTEGRATED POWER

DEVELOPMENT SCHEME ( IPDS ) WORKS

IN OLD KASHI AREA OF VARANASI TOWN

OF UP UNDER DEPOSIT WORK OF PUVVNL.

PURVANCHAAL VIDYUT VITARAN NIGAM

LIMITED

POWER GRID CORPORATION OF INDIA

LTD.

CC-CS/713-NR1/CBL-3266/3/G7/NOA-

I/5607,Dated 12-12-2015CC-CS/713-NR1/CBL-3266/3/G7/NOA-

I/5608,Dated 12-12-2015

Initial Load Test Procedure, Test Set up and

desing of Test Pile

REMARK

FOR APPROVAL

KEI/VNS/2016/SS/CIVIL DSN-01

Initial Load Test Procedure, Test Set up and desing of Test Pile

Doc.No.

KEI INDUSTRIES LIMITED


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OWNER PURVANCHAAL VIDYUT VITARAN NIGAM LIMITED

D e s i g n

C o n

s u l t a n t t o K E I -

S h a h

&

T a l a t i

EMPLOYER POWER GRID CORPORATION OF INDIA LTD.

PROJECTPACKAGE -A UNDER INTEGRATED POWER DEVELOPMENTSCHEME ( IPDS ) WORKS IN OLD KASHI AREA OF VARANASITOWN OF UP UNDER DEPOSIT WORK OF PUVVNL.

NOA NO. SUPPLYCC-CS/713-NR1/CBL-3266/3/G7/NOA-I/5607,Dated 12-12-2015

SERVICECC-CS/713-NR1/CBL-3266/3/G7/NOA-I/5608,Dated 12-12-2015

CONTRACTOR KEI INDUSTRIES LIMITED

TITLE Initial Load Test procedure and test pile design fordouble bulb under reamed piles.

Varansi Initial Load Test Procedure and Test Pile Design

PILE FOUNDATIONS

Types of Piles

Concrete Piles o Under Reamed Piles as per I.S.2911-Part 3.o Bored-cast in-situ pileso Driven Cast-in-situ Pileso Pre-cast Piles

Steel Piles

Pipe piles

Rolled steel H-section piles

Timber Piles

Composite Piles

Under reamed concrete piles

From above list, most widely adopted piles in firm grounds due to higher load capacity

requirement of foundations are under reamed pile concrete piles as per IS 2911 : Part 3.

Type and depth of Piles are based on following factors:

1. Strata of soil available at site

2. Load carrying capacity requirements (Horizontal and vertical)

3. Ground water condition

4. Type of structure to be supported

Double Under Reamed cast in-situ concrete piles:

1. Mark the position of pile bore at site as per drawing coordinates.

2. Align the drill rig/ bore machine on position.

3. Attach proper diameter tool of drilling as per pile diameter (bore tool is slightly

less in dimension if piles are cased/liner is used).

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4. Drill the bore up to design pile depth.

5. Control the alignment. If pile is design as vertical pile, it should not deviate

more than 1.5% (1.5cm per 100cm bore depth). More details as in IS 2911 part

2, cl 7.1.2.

6. If piles are drilled in stabilized soil, bentonite mud, permanent liner (for marine

situation) or casing up to required depth is to be provided to protect the sides of

bore wall from collapse.

7. During drilling operations, site Engineer has to take care that soil augured /

drilled from pile bore is matching with soil investigation bore logs as per visual

identification and pile is drilled and terminated in same strata assumed in pile

design as per bore logs.

8. After completion of drilling/boring of pile, lower the cage immediately and pour

the concrete.9. To do the concrete in fresh bore as possible as is very good practice of pile

foundation.

10. Concrete in pile foundations are done with trimie method suggested in IS 2911

Part 2 cl 7.5.

11. All precaution are to be taken mentioned in cl 7.5 (IS 2911 Part 2).

12. Pour the concrete at least up to 0.6m above cutoff level.

13. Record all the data necessary for pile log and pour card. (formats attached).

Concrete for Pile

:

Minimum grade of concrete for pile: M25 with minimum cement 400 kg/cu m. Slump requirement: 150 – 180 mm for trimie method concrete.

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Pile test: (IS 2911: Part 4 - 2013 Load test on piles)

Initial load test

Scope: For determination of ultimate capacity of pile foundation done on

separate pile foundation drilled in same strata of project area. Generally

load is increased up to 2.5 times of design load or max allowable

settlement.

Routine load test

Scope: For confirmation of working capacity of pile foundations done on working

pile foundation of project. Generally load is increased up to 1.5 times of

design load.

o Static method

Maintained load method

Cyclic method

o Dynamic method (high strain integrity test method)

Non destructive test

o Low strain integrity test method

Static test

o Kentledge method

o Anchor reaction method

Maintained load method: for compression load test (IS 2911 part 4 cl 6.0)

1. Kentledge load method2. Anchor reaction method.

Load application: The test load was applied in a series of vertically down

ward incremental loads by means of a set of hydraulic jack connected to

hydraulic pump

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Each increment should not more than 20% of design load.

Maintain each increment till pile displacement is less than or equal to 0.1mm

for first 30minutes or 0.2mm for first one hour or till 2hour whichever occurs

first.

Load increments are given up to test load is achieved.

Measurement of displacement/settlement: 2 strain gauges were used to

record settlements for single pile.

Maintain the test load for next 24 hours and take readings of displacement at

every 1 hour interval till end of 24th hour.

Unloading: After completion of 24 hrs with test load, load is decreased in

equivalent each increment loads after every 15 min. Rebounds reading were

taken immediately after unloading and 15 min later for each stage of

decrement. Safe load on single pile = least of following (As per IS 2911 Part 4)

o 2/3rd load at which the total displacement attains value of 12mm

o ½ load at which the total displacement attains equal to 10% pile

diameter.

o ½ load at which the total displacement attains equal to 7.5% pile bulb

diameter for under reamed piles.

Maintained load method: for lateral load test (IS 2911 part 4 Cl. 7.0)

Open pit was excavated to expose pile up to cutoff level.

The pile overflow concrete was dismantled and dressed with GP2 mortar to

smooth and horizontal top surface.

Hydraulic jack 1No, datum bar and other test assembly were erected as per

sketch attached.

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Datum bar resting on immovable supports, fixed at a distance of 3.0 times the

diameter of pile from the center of pile.

1 No Strain gauge was installed against pile surface as shown in figure 1 with

the help of datum bar (Least count = 0.01mm).

Load application: The test load was applied in a series of lateral incremental

loads by means of a set of hydraulic jack connected to hydraulic pump

Each increment should not more than 20% of design load.

Maintain each increment till pile displacement is less than or equal to 0.1mm

for first 30minutes

Displacement: 2 strain gauges fixed on immovable datum bar support to

record settlements placed at 30cm spacing on pile stem face.

Unloading: After completion of 12 hrs with test load was decreased equivalenteach increment loads after every 15 min. Rebounds reading were taken

immediately after unloading and 15 min later for each stage of decrement.

Safe lateral load on single pile = least of following (As per IS 2911 Part 4)

o 50% of final load at which the total displacement attains value of 12mm

o Final load at which total displacement corresponds to 5mm

o Load corresponding to any other specified displacement as

performance requirement.

No of routine test required:

1. 0.5% of total piles to be installed increased up to 2% of total piles to be installed

depend on type of structure and variation in soil strata among total no of piles in

pile depth zone. (as per IS 2911 part 4 Cl 4.2)

2. 1 test per 200 piles.

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No of Initial pile load test required:

1. one test per 1km stretch

RELAVENT CODES:

IS 2911 : Part 1 : Sec 1 : 1979 Driven cast in-situ concrete piles

IS 2911 : Part 1 : Sec 2 : 1979 Bored cast-in-situ piles

IS 2911 : Part 1 : Sec 3 : 1979 Driven precast concrete piles

IS 2911 : Part 1 : Sec 4 : 1984 Bored precast concrete piles

IS 2911 : Part 2 : 1980 Timber piles

IS 2911 : Part 3 : 1980 Under reamed piles

IS 2911 : Part 4 : 1985 Load test on piles

IS 5121 : 1969 Safety code for piling and other deep foundations

IS 6426 : 1972 Specification for pile driving hammer

IS 6427 : 1972 Glossary of Terms Relating to Pile Driving Equipment

IS 6428 : 1972 Specification for pile frame

IS 9716 : 1981 Guide for lateral dynamic load test on piles

IS 14362 : 1996 Pile boring equipment - General requirements

IS 14593 : 1998 Bored cast-in-situ piles founded on rocks – Guidelines

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INITIAL / ROUTINE PILE LOAD TEST ON PILE FOUDNATION BY

ANCHOR REACTION METHOD

LOAD TEST ARRANGEMENT PROCEDURE

The load test was conducted as per IS 2911 (part 4). The pile shall be tested for initial

and routine test as under.

Test / method Initial Routine

Compression 2.5 x estimated design

capacity 125 M.T.

1.5 x design load – max. 75

equivalent static.

Pull out 2.5 x design load 1.5 x design load

Lateral 2.5 x estimated design

capacity 13.5 M.T.

1.0 x estimated design

capacity 5.40 M.T.

Pile foundation is proposed for Building as main unit and there is no pull out force in any

of these piles. In view of this, it is proposed to eliminate / not to conduct Initial Load Test

for Pullout Load.

PREPARATION OF TEST PILE AND ANCHOR PILES

Grade of pile foundation shall be minimum M30 grade with minimum cement

content 400kg/cu m.

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The pile top concrete shall be chipped off till sound concrete is met and dressed

up to test level/Cut off level.

The pile top is prepared smooth and in spirit level with GP2/any other non shrink

grout/ mortar/concrete (thickness not more than 30mm) and cured for at least 3-5

days such that it attains strength equal to or more than pile concrete.

Centre to center spacing between test pile and anchor piles shall not be less than

3 times pile shaft diameter or 2m whichever is less.

For compression load test, anchor piles shall be capable to take pullout load

generated during compression load testing. If anchor piles are working piles, care

shall be taken that uplift in anchor pile is within permissible limit.

PILE COMPRESSION TEST:

INSTALLATION OF TEST SET UP

MS plate of 25 mm thickness shall be placed over the pile top surface.

Datum bars resting on immovable supports, fixed at-least at a distance of 3.0

times the diameter of pile shaft from the center of pile on either side with

minimum 2m from center of test pile.

Displacement gauges (at least 4 nos. with valid calibration) shall be installed

against MS base plate placed on pile top with the help of datum bars (Least

count = 0.01mm).

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Hydraulic jack is connected with hydraulic power pack motor operated/manual

operated pump.

Calibrated hydraulic pressure gauge shall be attached to hydraulic pump system

for reading the applied load.

Test set up – reference sketch is given in sketch for setup preparation. However

testing agency may adopt their set up.

PILES PULL OUT LOAD TEST: Not Applicable

Test set up – reference sketch is given in sketch for setup preparation. However testing agency may

adopt their set up.

Datum bars resting on immovable supports, fixed at-least at a distance of 3.0 times the diameter of pile

shaft from the center of pile on either side with minimum 2m from centre of test pile.

Displacement gauges (at least 4 nos. with valid calibration) shall be installed against MS base plate placedon pile top with the help of datum bars (Least count = 0.01mm).

Hydraulic jack is connected with hydraulic power pack motor operated/manual operated pump.

Calibrated hydraulic pressure gauge shall be attached to hydraulic pump system for reading the applied

load.

PILES LATERAL LOAD TEST:

Reaction pile shall be of ample capacity to resist the lateral thrust.

Routine lateral load test shall be carried out for a test load equal to the working

load; the maximum deflection of test loading in position shall not exceed 5 mm.

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TEST LOAD APPLICATION (Compression, Pullout Lateral Load Test)

Load application: The test load shall be applied in a series of vertically down

ward incremental loads by means of a set of hydraulic jack connected to

hydraulic pump.

Test load:

For Initial load test it shall be 2.5 times design ( working ) load.

For Routine load test it shall be 1.5 times design ( working ) load.

Settlement: At least 4 strain gauges were used to record settlements.

Load increment: each load increment shall equal to 20% of design load.Settlement readings were noted on each displacement gauge immediately after

loading and after every 60 minutes for each stage. Next load increment was

applied after satisfying following criteria. Of maintained load method.

Each stage of loading is maintained till rate of displacement of pile is less than or

equal to 0.2mm/hr or 2 hr has elapsed whichever is earlier. Then next increment

shall be given. This is repeated till max test load attained or pile exceeds

permissible displacement. The test load shall be maintained for 24 hours. If

permissible displacement exceeds in test pile, test is discontinued at respective

loading and gradual unloading is carried out as under.

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Unloading: After completion of 24 hrs with test load/achieving permissible

settlement decrease the load equivalent each increment loads after every 15

minutes. Rebounds reading were taken immediately after unloading and beforenext decrement up to full decrement (Nil load).

Safe compression and pull out load on single pile

o least of following (As per IS 2911 (Part 4): 2013)

2/3rd load at which the total displacement attains value of 12mm for

diameter of pile equal to or less than 600mm.

2/3rd load at which the total displacement attains value of 18mm or 2% or

pile diameter which is less for diameter of pile more than 600mm.

50% of load at which the total displacement attains equal to 10% pile

diameter in uniform pile shaft diameter and 7.5% of bulb diameter in case

of under reamed piles.

Safe Lateral load on single pile

Fifty percent of the final load at which the total displacement increases to

12 mm

Final load at which the total displacement corresponds to 5 mm

Load corresponding to any other specified displacement as per

performance or design requirements.

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OTHER DETAILS REQ TO BE NOTED

PILE DETAILS

Pile No :

Type of pile :

Date of casting :

Depth of pile from test level :

Diameter of pile :

Grade of concrete :

Date of Testing :

REACTION ANCHOR DETAILS

No of anchors used :

Type of anchor :

HYDRAULLIC JACK DETAILS

Capacity of jack :

No of jack used :

Ram dia of jack :

Area of one jack ram :

HYDRAULLIC PRESSURE GAUGE DETAILS

Make :

Least count of pressure gauge :

Maximum range :

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DISPLACEMENT GAUGES DETAILS

Make :

Least count :

Max Range :

No. of dial gauge used :

OBSERVATIONS

Load increment = 20% of design load = __ x 0.2 = XXX Tonne

Pressure req = LD INCREMENT*1000/RAM AREA

= (xxx *1000)/ram area = _____ kg/sq cm

Observation table

DATE

/TIME

Load

(Tonne)

Pressure

Gauge

reading

Dial Gauge ReadingsNet Average

Rdg

Settlement

(mm)

A B C D Average

FINDINGS / RESULTS

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PROCEDURES FOR INITIAL COMPRESSION PILE LOAD TEST:

PREPARATION OF PILE HEAD BEFORE TEST

The pile top concrete shall be chipped off till sound concrete is met and dressedup to test level.

The pile top is prepared smooth and in spirit level with GP2/any other non-shrinkgrout/ mortar (thickness not more than 20mm).

Kentledge load calculation and setup details are to be approved by client in prior.

If test is carried out with anchor piles, Anchor piles shall be capable to take thepullout load generated during compression load testing on test pile.

Centre to center spacing between test pile and kentledge supports/anchor pilesGrade of concrete and other design requirements shall be as per IS2911 part 1Section 2.

Test shall be conducted after 28 days of casting of anchor piles and test pile andat least 7days of preparation of pile head top.

INSTALLATION OF TEST SET UP:

MS plate of 25 mm thickness shall be placed over the pile top surface.

Datum bars resting on immovable supports, fixed at-least at a distance of 3.0times the diameter of pile shaft from the center of pile on either side.

Displacement gauges (at least 4 nos. with valid calibration) shall be installedagainst MS base plate placed on pile top with the help of datum bars (Least

count = 0.01mm). Hydraulic jack is connected with hydraulic motor/manual operated pump.

Calibrated hydraulic pressure gauge shall be attached to hydraulic pump systemfor reading the applied load.

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Centre to center spacing between test pile and anchor piles should not less than3 times pile shaft diameter. If anchor piles are working piles, care shall be takenthat uplift in anchor pile is within limit.

TEST LOAD APPLICATION:

Load application: The test load shall be applied in a series of vertically downward incremental loads by means of a set of hydraulic jack connected tohydraulic pump.

Test load: It should be 2.0 times design load. Settlement: At least 2 strain gauges were used to record settlements. Load increment: each load increment shall equal to 20% of design load.

Settlement readings were noted on each displacement gauge immediately after

loading and after every 30 minutes for each stage. Next load increment wasapplied after satisfying following criteria.

Maintained load Method: Application of increment of test load and taking of measurement or displacement

in each stage of loading is maintained till rate of displacement of pile top is either

0.1mm in first 30 minutes or 0.2 mm in first one hour or till 2 hours which ever

occur first. If the limit of permissible displacement is not exceeded, testing of pile

is not required to be continued further. The test load shall be maintained for 24

hours.

Unloading: After completion of 24 hrs with test load, decrease the load equivalenteach increment loads after every 15 minutes. Rebounds reading were takenimmediately after unloading and before next decrement up to full decrement (Nilload).

Safe load on single pile = least of following (As per IS 2911 Part 4) 2/3rd load at which the total displacement attains value of 12mm

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½ load at which the total displacement attains equal to 10% pile diameterin uniform pile shaft diameter and 7.5% of bulb diameter in case of underreamed piles.

OTHER DETAILS

PILE DETAILS:

Pile No :

Type of pile : Straight Bored cast in situ

Date of casting :

Depth of pile from test level : ____m

Diameter of pile : ____ mm

Grade of concrete : M ___

Date of Testing : __________ to ________

REACTION ANCHOR DETAILS / KENTLEDGE DETAILS

No of soil anchors used : ___Nos.

Type of anchor : _______________

Or Kentledge plateform details : _______________

HYDRAULLIC JACK DETAILS:

Capacity of jack : __ MT

No of jack used : 1 No

Ram dia of jack : ___ cm

Area of one jack ram : _____ sq cm

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HYDRAULLIC PRESSURE GAUGE DETAILS:

Make : _______

Least count of pressure gauge : ____ kg/sq cm

Maximum range : ____ kg/sq cm

DISPLACEMENT GAUGES DETAILS:

Make : _________

Least count : 0.01mm

Max Range : ___mm

No. of dial gauge used : 2 Nos.

OBSERVATIONS:

Load increment = 20% of design load

Pressure req = (____tonne x 1000)/ram area = _____ kg/sq cm

Load

increment /

decrement

Load PG RDGINDI PG

RDGActual load

Avg

Settlement

20% each tonne kg/sqcm kg/sqcm Tonne -mm

0

20

40

60

80

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Load

increment /

decrement

Load PG RDGINDI PG

RDGActual load

Avg

Settlement

120

140

20% each tonne kg/sqcm kg/sqcm Tonne -mm

160

180

200

180

160

140

120

100

80

60

40

20

0

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Load V/S settlement graph plot

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NOA NO. SUPPLY

SERVICE

PILE DETAILS Under Reamed Pile M-25

Pile Diameter 500 mm Fe-500

Cut off level w.r.to FGL 2.0 Mts.

Length of pile

Safe

working

load per

ile

Test load

per pile

50 125 M.T.

31.5 78.75 M.T.

5.4 13.50 M.T.

As per IS:2911 (Part-I section-2) - Clause-5.11.1

785 mm^2

Test load for Initial load test for compression = 125 M.T.

For a partial safety factor equal to = 1.1

Acmin = Pu / 0.4 x Fck =

Pu = 0.4 fck * Ac + 0.67 fy * Asc

Pu = 1375000 = 1963500 + Asc min = 785 mm^2

Asc min. for direct compression = 5280 Sq.mm.i.e. 52.8 cm^2

Mom.for min.eccentricity = 20 mm 2.750 T-Mt. i.e. 2750 Kg-Mt. Lim

1375000 / (25x 0.220

27500000 / (25x 0.009

0

Ast = 0 Sq.mm

785 mm^2 i.e. 7.85 cm^2

Provide

4 No. of nos i.e. 12.57 cm^2

4.91 8 No. of nos i.e. 40.23 cm^2

Actual % of vertical reinf. Provided = 2.69 % 52.80 cm^2

20 mm Dia +

25 mm Dia +

Ties 8 mm Tor Reinf. @ 250 mm c/c

Pu/fck.D2 = 250000 ) =

Mu/fck*D3 = 125000000 ) =

Refer Chart 60 of SP16 p/fck =

Thus Ast =

Ast min. 0.4 % of pile area i.e.

Design Calculations for Free Head Piles

Compression load Test pile Free Head Pile

137500 mm^2

0.67*500*Asc

Pull out

Lateral

Grade of Pile concrete

Reinforcing Steel

PACKAGE -A UNDER INTEGRATED POWER DEVELOPMENT SCHEME

( IPDS ) WORKS IN OLD KASHI AREA OF VARANASI TOWN OF UP

UNDER DEPOSIT WORK OF PUVVNL.

PURVANCHAAL VIDYUT VITARAN NIGAM LIMITED

POWER GRID CORPORATION OF INDIA LTD.

CC-CS/713-NR1/CBL-3266/3/G7/NOA-I/5607,Dated 12-12-2015


Compression

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Min. length of pile shall be as per Soil Investigation Agency's

( POWER GRID Approved ) length for below mentioned working

load capacity.


DESIGN CALCULATION FOR REINFORCEMENT

EVALUATION OF ( TEST PILES ) - DOUBLE UNDER

REAMED PILE for Initial Load Test

EMPLOYER

CONTRACTOR

TITLE

PROJECT

OWNER

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EMPLOYER

CONTRACTOR

TITLE

PROJECT

OWNER

Test load for Initial load test for Pullout load = 78.75 M.T.


Direct tensile stress in concrete = 866250/ 196350 = 4.41 N/mm^2

Ast vertical = 866250/ / 2753150 mm^2 i.e. 31.50 cm^2

Provide

4 No. of nos i.e. 12.57 cm^2

4 No. of nos i.e. 12.57 cm^2


Thus Ast =

20 mm Dia +

20 mm Dia +


Pullout load Test pile Free Head Pile

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EMPLOYER

CONTRACTOR

TITLE

PROJECT

OWNER

Test load for Initial load test for Lateral load = 8.60 M.T.


Lever arm for pile Design (Free head) = 3.8 Mts.

Lim. Design Moment for Compression with bending = 9.5 x 3.80 = 35.948 T-Mt.

Reduction factor m = 0.4Lim. Design Moment = = 0.400 x 35.9 = 14.379 T-Mt.

(25x 0.046

0.038

Ast = 1865 Sq.mm

1865 mm^2 i.e. 18.65 cm^2

Provide

4 No. of nos i.e. 12.57 cm^2

4 No. of nos i.e. 8.04 cm^2


20 mm 4 nos. 20 mm 4 nos. 20 mm 4 nos.

25 mm 8 nos. 20 mm 4 nos. 16 mm 4 nos.

8 mm 250 mm c/c 8 mm -250 mm c/c 8 mm -250 mm c/c

Vertical

Reinforcement

Ties

125000000 ) =143792000 /

Test load 125 MT 79 MT 13.50 MT

16 mm Dia +


Reinforcement in Test Pile - 500 mm dia. piles

Test Pile Compression load Test Pullout loadTest Lateral load Test

Mu/fck*D3 =

Refer Chart 61 of SP16 p/fck =

Thus Ast =

20 mm Dia +

Lateral load Test pile Free Head Pile

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Initial Load Test Procedure-Test Set Up-Design

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