Model tests on single batter piles subjected to lateral ...usir.salford.ac.uk › id › eprint › 56411 › 1 › 2019 Model... · ertical piles an, soil reaction eneral types o

Mo d el t e s t s on sin gle b a t t e r piles s u bjec t e d to la t e r al soil

m ove m e n tAl-S alih, O, Tom a-S a b b a g h, TM, Alwa di, W a n d Alabboo di, IQ

1 0.1 9 0 2 6/ rja s e t .1 6.5 9 9 5

Tit l e Mod el t e s t s on single b a t t e r pil es s u bjec t e d to la t e r al soil m ove m e n t

Aut h or s Al-S alih, O, Tom a-S a b b a g h, TM, Alwadi, W a n d Alabboodi, IQ

Typ e Article

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Research JDOI:10.19ISSN: 204© 2019 MSubmitted:

CorrespondThis work is l

Research

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boratory tests hModel tests wous sand soil aThe results obtrotation and latter piles underiles. Regardlesve batter piles

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f battered pilesiles. The piles two types of

nding moment,results of modecantly influenceflection with

atter piles.

ompared to the v998)

nvestigation ierstanding abo

provide experimsingle battered

ands. The labotest methods benical simplicity

SETUP

marily consistsoading system

oil was used ile or pile grouallows latera

gle pile or pile measurement s

, 2019

/).

under s were lateral , shear el tests ced the

batter

vertical

is still ut the

mental d piles oratory ecause y.

s of a m and a

in the up was l soil group ystem

Fig. 2: Sche consists instrumentexperimentsystem prinvestigatepiles and pand model the followi

ematic diagram o

of a data tation, LVDTtal data obtarovided the e the effect of lpile group. Thpiles instrume

ing sections.

Res. J.

of test box: (a) E

acquisition Ts and a ained from thinformation tlateral soil movhe testing box,entation are bri

Appl. Sci. Eng

Elevation view an

system, pTiltmeter. T

he measuremethat assisted vement on sing, sand propertiefly presented

g. Technol., 16

25 

(a)

(b)

nd (b) Top view

pile The ent to

gle ies

d in

Testing600 mschemasystem upper psquare smooththe fra

6(1): 24-29, 201

g box: The inmm by 600 matic diagram ofused in the ex

part of the box laminar timb

h upper and lowames in the h

19

nternal dimensmm and 700 f the wooden

xperiments are is made of a se

ber frames. Twer surfaces tohorizontal dire

sions of the bomm in heig

box and the loshown in Fig. eries of 20 mmThese frames o facilitate slidection. The fr

ox are ght. A oading 2. The

m thick have

ding of rames,

Fig. 3: Photsyste

which are “moving la

The lohigh fixed the numbethicknessesare varied was markeformation the tests. chosen acconsideratitest box (K2018). Figu

The lablock (Figelectronicacapacity oflateral forctriangular correspondthe test probox (the lscrew jackmm/min wmodel tests Soil propesand of mproperties conducted specificatiothe experimof the sand Model pifabricated

(a)

(b) Lo

tos showing theem (b)

allowed to sayer of soil” ofower section o

timber (plywr of movable fs of the stableaccordingly. T

ed at 50 mm iof sand stackThe dimensioncording to prion the boundaKhari et al., 20ure 3 shows thateral loading g. 3b) and a ally controlledf 25 KN. The ce on the lamin

and rectangding soil moveogrammes, the laminar framek loading syswas chosen ins adopted by P

erties: The momedium to fiwere obtained

on the sanons. The gradaments is shownd are given in T

iles: Three t from a hollo

Res. J.

) Test box

oading system

e test box (a) a

slide horizontaf thickness Lm f the box comood) box. Morframes in the ue (Ls) and moThe inner faceintervals to as

king inside thens of the test

revious researcary conditions 014; Al-abboo

he test box usedsystem consiscrew jack c

d motor witloading block

nar frames, whgular shape ement profilesrate of movem

s) is controllestem. The loan this study aPoulos et al. (19

del piles were fine particles d from variousnd in accordation curve of n in Fig. 4, whTable 1.

types of moow circle alumi

Appl. Sci. Eng

and lateral loadi

ally, contain t(Lm ≤200 mm)

mprises a 500 mreover, changi

upper section, toving layers (Le of the test bssist the accurae test box durit box have beches taking ininfluence of t

odi and Sabbagd in this study.ists of a loadiconnected to th a maximu

is used to apphich is made into impose t. Throughout

ment of the upped by the moading rate of according to t995).

embedded in dsize. The sa

s laboratory tedance with Bthe sand used

hile the propert

odel piles weinium tube wit

g. Technol., 16

26 

ing

the ). mm ing the Lm) box ate ing een nto the gh,

ing an

um ply nto the all

per tor

f 3 the

dry and ests BS in

ties

ere th

Table 1: PropertySpecify gEffectiveD30 mmMean graD60 mmParticle sCoefficieCoefficieSoil classSoil desc

Max. dryMin. dry Max. voiMin voidDry unit Angle of Table 2: Pile detaiOutside dWall thicType of pModulusDensity (Poisson’s

Fig. 4: G outer dthicknepile is dependdimensused. Tgauges embeddshown model gauges the entdamageby glucontactconcret

6(1): 24-29, 201

Properties of the m

grafity Gs e size D10 mm

ain size D50 mm

size range mm ent of uniformity Cent of curvature Ccsification cription

y unit weight kN/munit weight kN/m

id ratio d ratio weight (γd)

f internal friction (Φ

Pile dimensions anils diameter (mm) ckness (mm) pile s of Elasticity (MP(γa) (kN/m3) s Ratio (υa)

Gradation curve

diameter of 1esses of 1.2 m

350 mm witding on the sions and the The piles we

to measure ded lengths nin Fig. 5. Eacpile surface atwere covered

tire length ofe. The model ping it with drt surface that te pile and the

19

model sand soil Value 2.7 0.15 0.21 0.29 0.31 0.063-1.1

Cu 2.06 c 0.95

SP Poorly grsand

m3 16.63 m3 14.0

0.9 0.6 14.7 KN/

Φ) 34° degre

nd its material pro

a)

of the sand

16, 20 and 2mm. The total th variable emtest type. Tmaterial prop

ere instrumentthe bending

numbered fromch strain gaugt a vertical inted with clear hef the pile to pile surface hary sand partic

would be gesoil in actual c

SpecificaBS 1377BS 1377BS 1377BS 1377BS 1377

18 Sieve anaASTM ASTM USCS

raded

BS 1377BS 1377BS 1377BS 1377

/m3 ee BS 1377

operties Value 16, 20 an1.2 Aluminiu70000 27 0.33

25 mm and alength of the

mbedded pile Table 2 showperties of theted with six moment alon

m SG1 to SGge was glued oerval of 50 mmeat shrink tube

protect them as been made cles to simulaenerated betw

cases.

ation -2 -2 -2 -2 -2 alysis

-4 -4 -4 -4

-7

nd 25

um

a wall model length

ws the e piles

strain ng the G6, as on the

m. The along from

rough ate the ween a

Fig. 5: Sche

and

Effect of bto investigbatter pile mm diameblock at saangle of infilled with upper "mothat in the

Figureterms of bdisplacemecan be seefor all testsvalues of embedded

Fig. 6: Bend

and y

ematic diagram (b) Instrumented

RESULTS A

batter angle ogate the influenresponse, five

eter pile and suand density (γ)nclination (β =

sand to the tooving" sand lalower "stable"

e 6 shows the bending momenent (y) for theen that the shas are almost simthe bending m length of

ding moment py = 25 mm

Res. J.

(a

of a pile subjectd model pile

AND DISCUSS

on bending mnce of batter tests were con

ubjected to rec) of 15.5 KN/m0, ±10 and ±2

op. Hence the payer (Lm) was

sand layer (Lsresponse of t

nt measured ae five tests. Frape of bendingmilar (parabolmoments devethe pile were a

rofiles with dif

Appl. Sci. Eng

a)

ted to rectangul

SION

moment: In ordangle (β) on t

nducted on the ctangular loadim3 with differe20). The box wpile length in t

150 mm, whs) was 150 mmthe batter pile at 25 mm of bom the figure,

g moment profic shape) and teloped along tall positive. Th

fferent values of

g. Technol., 16

27 

ar and triangula

der the 16

ing ent

was the

hile m.

in box , it file the the e

f β

Fig. 7: M results (Mmax)

Ththe maangle ameasurstages measur

Thdisplacin Fig.magnituincreasy>20 regardl Effect reactiobatter pmm of

6(1): 24-29, 201

(

ar loading block;

Mmax of batter pi

also show thaoccurs at a dep

he variation of aximum momeare shown in Fred at β = +2

of soil mored at β = -20 whe relationship ement (y) for 8. The resulude of the Mes. For all test mm and appless of batter an

of batter aon: Figure 9 dpiles in terms box displacem

19

(b)

; (a) Schematic

ile with different

at the maximupth of 200 mm

f Mmax for all tent (dmax = 200Fig. 7. It can b20 was the grovement (y). was the smalles

between the Mvarious batter

lts indicate thMmax increases

cases, the Mmproximately rengle.

angle on shedemonstrates tof the shear foment (y) for al

diagram of mod

t values of (β)

um bending mm, i.e., about 0.6

tests, at the de0 m) with the e seen that thereatest for dif

Conversely, st. Mmax and laterangles (β) is s

at at y≤10 ms linearly as

max reaches its pemains consta

ar force andthe response

force measuredl tests. Accord

del pile

moment 67 L. epth of

batter e Mmax fferent

Mmax

ral soil shown

mm the the y

peak at ant in

d soil of the

d at 25 ding to

Fig. 8: Mmax

Fig. 9: Shea

25 m

Fig. 10: Soi

= 2 the case oobtained inthose obtai(2010). It c

x of batter pile w

ar force profiles wmm

il reaction profil25 mm

of β = 0. Thn this study wined by Pouloscan also be obs

Res. J.

with different val

with different va

les with differen

he test result were reasonablys et al. (1995) aserved that the

Appl. Sci. Eng

lues of (y)

alues of β and y

nt values of β and

on vertical py consistent wand Guo and Qe largest negati

g. Technol., 16

28 

=

d y

pile with Qin ve

shear fwhile tdepth o

Thangles figure, 25 mmresistanfigure movingmaximuIn the soil sureactionexpectelayers hbe notelargest Effect Pile: Fi

Fig. 11:

Fig. 12:

6(1): 24-29, 201

force developsthe maximum of 250 mm (0.8he soil reaction(β) (0, ±10 andthe piles are s

m. The resultnce occurs at thalso indicates

g soil layer (Lmum at a depthvicinity of the

urface), there wn distribution ed because bhave opposite ed that the batsoil reaction c

of Batter Angigure 11 and 12

The pile deflecand y = 25 mm

The pile rotatioand y = 25 mm

19

s at a depth ofpositive shea

83 L). n profiles of thed ±20) are showsubjected to sots show that he depth of 20

that the soil m) has an arc s

h of approximae sliding surfawas a remark

(sign changboth moving

actions on thetter pile with βompared to the

gle on Deflectio2 show the def

ction profile witm.

on profile with dim

f 100 mm (0.3ar force occur

e five different wn in Fig. 10. oil movement o

the maximum00 mm (0.67 L

reaction withshape and reachately 50 mm (ace (115 mm kable change e). This chanand stationary

e pile shaft. It sβ = +20 exhibe others.

on and Rotatiflection and rot

th different valu

ifferent values o

33 L), rs at a

t batter In this of y =

m soil L). The hin the hes its (Lm/3). below in the nge is y soil should its the

ion of tation

es of β

of β

Res. J. Appl. Sci. Eng. Technol., 16(1): 24-29, 2019

29 

profiles at y = 25 mm for the piles with different values of β. The results in Fig. 11 show that the pile deflection at the soil surface for various batter angles is generally less than the corresponding lateral soil movement (y). This may suggest that the moving sand is flowing around the pile. For instance, in test with β = 0, the pile displacement at the ground surface is about 2.4 mm at y = 25 mm.

Figure 12, it can be observed that the shapes of the pile rotation profiles are similar for all the tests. The results of the rotation profiles indicate that the pile behaves as a rigid element where the rotation angle remains positive for the entire pile length with small differences between the top and bottom section of the pile. From the figure, it is also clear that for the test with β = +20, the rotation at the soil surface is about 100% higher than that with β = -20.

CONCLUSION

A number of tests has been conducted on models of single batter piles. From these tests, the following conclusions regarding the batter pile behaviour were observed: 1. Pile batter angle (β) has shown a significant effect

on the induced bending moment with the magnitude of the maximum bending moment (Mmax) fluctuating with β values. According to the results, the highest Mmax was observed at β = +10, whereas the least Mmax was recorded when β = -20. It was also found that the shape of the bending moment profile is a single curvature for all values of (β).

2. It was found that the shear force profiles for batter piles of different values of β are similar in the shape to the corresponding profiles measured for the vertical pile test. The largest negative shear force was found to occur at a depth equal to 0.33 of the pile length, while the maximum positive shear force occurs at a depth of 0.83L.

3. The results of the pile deflection indicated that the pile deflection at the soil surface for various batter angles is generally less than the corresponding lateral soil movement (y). The results of the rotation profiles have shown that the rotation angle of the pile remains positive along the entire length, suggesting that the pile acts as a rigid element.

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