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International Conference on Case Histories in Geotechnical Engineering

(1988) - Second International Conference on Case Histories in Geotechnical Engineering

03 Jun 1988, 10:00 am - 5:30 pm

Driven Pile Foundation in Coral Sand, Jeddah, Saudi Arabia Driven Pile Foundation in Coral Sand, Jeddah, Saudi Arabia

Waddah Akili Qatar University, Doha, Qatar, Arabian Gulf

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Proceedings: Second lntematlonal Conference on Case Histories In Geotechnical Engineering, June 1- 5, 1988, Sl Lou , Mo., Paper No. 6.94

Driven P·ile Foundations in Coral Sand, Jeddah, Saudi Arabia Waddah Aklll Profeuor and Chalnnan of Civil Engineering, Qatar University, Doha, Qatar, Arabian Gulf

SYNOPSIS: Tubular steel piles, 1.42 meter in diameter, were driven into coral and coral contaminated sands to support marine structures on the Red Sea coast of Saudi Arabia. The paper describes the design evolution process, highlights the pile test program conducted on site to verify design and compares pile design penetration with actual penetration lengths. Despite corrections introduced to the design using site-specific load tests; the final design overestimated capacities in over 50 per cent of the total piles driven. The unpredictable and erratic pile behaviour observed during pile driving ascertains the need for more appropriate pile design and installation methodology for piles driven in coral and coral contaminated formations.

INTRODUCTION

One hundred and thirty-six steel pipe piles, 1.42 meters in diameter, were driven into coral con­taminated sand formation to a maximum depth of around 80 meters to support marine structures of a newly constructed ship repair yard along the Red Sea Coast of Jeddah, Saudi Arabia. The erratic and unpredictable character of the sedi­ments encountered presented. extreme difficulties, in terms of design and foundation installation. In particular, the uncertainties in predicting pile capacities, had considerable disruptive effects on the execution of the job and has proven to be extremelr expensive.

The initially conceived pile foundation design, based on conventional methods, was terribly in­adequate as it excessively overpredicted pile capacities. To enhance capacities, design changes were introduced making use of: (i) geotechnical site information obtained subsequently and (ii) pile loa~ test program to verify design. Despite remedial steps taken to "redesign" the pile foundation; actual penetration in over 50 per cent of the total number of piles driven, after redesign, were considerably higher than pre­dicted.

The purpose of this paper is to summarize the available foundation design and construction information, in a chronological order, as a case history for future reference.

PROJECT SITE AND TENDER DESIGN

The site lies approximately two Kilometers north-west of Jeddah Islamic Port over a barrier reef known as the Barri Reef. See figure 1 for details. The civil works consisted of: (i) two restrain-t dolphins to allow permanent mooring of the floating docks, (ii) two jetties and two associated mooring dolphins to allow ships to be ber-thed for repairs & service and to be used as

platforms for travelling cranes. figure 2 s~ows general layout and borehole locations .

Jeddah Ship Repair Yard

0 ... '\ '\ I I I I .,

,~, ....

l'\ I \ I 1

\ ,:

' ' \1 \,

\ I

N: I ; I I I (

'

\ \ I '

\ ,Jsarri l ~Reef u v

"'· ... ' : ,! \! \.... \ ....... I

I' "'•' /\ \\ l \ \ 1 . ' I J

r.. .....-··, '.l : \ ··" ' t. I I I \

I I ' ' : ; ,' '\. : v ·--'

: :shib Abu 1 •

1 Sa' d Reef

Fig. Site plan and Proximity details

For the purpose of the tender design a genera­lized soil profile based on information derived from geotechnical investigation carried out on a nearby reef was assumed. It was subsequently · discovered that the assumed profile did not re­present conditions on site and that differences between actual site conditions and assumed con­"ditions were substantial with site conditions being considerably worse than had been assumed.

The tender design called for the deployment of

1749 ... Second International Conference on Case Histories in Geotechnical Engineering Missouri University of Science and Technology http://ICCHGE1984-2013.mst.edu

canaid rably •••11 r pil than aa actually need d The pil a w r to b 750• n die-

ter with a ·wall thickn a of 1 •· The a pile w r to b driven nta a preau ptiv and layer id ntifi d aa having a standard pane ra­tion valu of 30. Th refor a aximu and b aring of 1000 Kn/ • achievable at 20m penetra­tion, ith achanically plugg d pile, waa as­sumed. Concur antly, ultimate akin friction values of 20kpa in coralline matari 1 and 80 to 100kpa in sand had be n a um d. a end b aring aa aaau d pa ~ibla ithin coralline ateria •

A part of the aa tend r d aign, pil taking tension lo de ware to achi v their t naian capacity through total akin friction. Tan ion loads w ra to be partly r due d by ballaating th pil a with sand. The intarconn etlan b -t a n top of pil a and th aupa structure were to be achi vad by caner te plugging and in er­cannaction r infarcam nt at the tap of the pil •

0

"'

. ,... 0 ..

R atr in Dolphin

)

J~.·• rain ~alphin B

1 .. ·---132.0

Borahol b. Pil Teat

oorL Dolphin B

ian

J .

oaring Dolphin A

7 10 --... 141~-120.0• ~

• "'

Fig. 2 L yaut data la, Bar hal and T t Pile ocationa

The piling ache•• of the end r d 1gn called for a total of 40 pilae in each of h t o J ttiea, i h four p 1 a par ben , o be divid d equally into half v rtical and half rak d at on to thr • Dolphins w r to ba found d on 12 ra ad pil per •oaring dolphin and 16 raked p lea per restraint dolphin. ax­iMu pil lang h aaaua ~ aa 6• with p n tra­tian ranging fro 20 to 29•.

GEO OGV A D SUBSURFACE

The Red Sea ah 1 th caaatal plain of Saudi Arabia th nu roue coral reafa (Haganaar B rg 1981; Hagenaar 1982). Th reef xtand in lang atr pa parall 1 to the coast, and ar abel d aa fin ring ra fa h n ttachad to he caaat, or barr a ra f wh n

detach d fro• the coaa • Coral d bri f am br akaga by wave c on fal in o th voida and

l'ISO

cavi 1 a of the r fa and fo me blankets of sk 1 tal aanda do n thai lop a. arine de­pas a of looaa to madiu d oa carbonat aanc along with ilta, clays and ay ra of corals 1 usually ncounter d a the s a floor a dim nt

rro the inland mountain cha na, •aterlal has eroded to for the coastal plain, which conaia of grav 1, and and a1lte. Thea alluvial de pa ita extend fro he ahor lin a out erda to

t h r ef finge a and int rm!x wi h ita arine d rived d ent • Th fingering r fa

act a barri re that prevent he ca bon detr tua and a dl ante, a w 11 a the land­d rived alluv al deposita, f o• baing tran -ported into th d p r water of h Red S a.

ACTUAL SITE CO OITIO S

Detail d oil inv stlga ion car i d out t th proposed a t , af er h a ard of he proj ct, penetra ad th ra f for OM without reaching t

xp ctad • dium d naa sand ley r aa u d in th tend r d sign. Thi waa r garded a a let dow inca th abe nc of this e nd lay r aan ha

the pile and b a ing, th prim contributor to pile support in th tend r design ch , caul no long r b relied upon.

Th indep h infar ation d riv d fro soil inv atiga ion r veal d the presence end pa ia· tenc of coral and coral canta•ina ad aanda do to -55 contract datu below ach of the plann• faciliti a (two J ttiea, two •oaring dolphins, t o restraint dolphins). Figure 3 and ho typical bor hal data b neath o of the faciliti a

A a cone qu nee of the aoil inv tigation the cantrac or aa co i ted to altar hie de ign (tend r d ign) to cater for the chang d condi~ tiona. Th contractor pu to ard an alt rna­tive proposal (in accordance ith th proviaior of th t nda d ign) for the reorientation of the layout sa that he aarin t ucturea would be positioned in a o e favourable position co patibl th th oil condition ancaunt red. Contractor' a al t n ti v waa turn d clown and th need to d vi a che e of foundin the p lee within th g aund profil encoun ar d wa the only alta nativ on hand. Th cane qu ntial i plic iona of the poor r soils at the el cte site and the probabl r quire• nta of d ep r penetr ion • an incraa ad pil di m er ae

11 aa pil 1 ngth.

CO TR CT DESIG

Th reviaad pile foundation de ign ref rr d to her a Cant act Design wa ba ad on pil a •­bedded within coral and coral conta inat d aanda. The baaea to th Contract D sign war aa follo ac

(i) no r li no could be put on values in aaaaaaing . nd be ring capacity and a judg ant had to be ada on the ua of li•iting values for both end bearing and akin fr ction.

(ii) the adop on of limiting akin friction and nd b aring values for coralline •ateria n accordance ith th reca n

Second International Conference on Case Histories in Geotechnical Engineering Missouri University of Science and Technology http://ICCHGE1984-2013.mst.edu

( )

TA L I.

o 1 Type

Co a Clean aand 11 y aand

ndy l t t

ev aed pll baa d On ·•n para lng the

p . l carry ng ended.

p T

<•>

' 1A

10.3.5

2A8 0.5

oil aluea ror Dl'lven

I' c lon Value End ••r ng (T/ •) (T/•')

2.0 4 0 10.0 1000

·' 5S0-750 7.0 450 .5.0 250

• at

on Co preae on T

(T)

29.65 70 :S1.5

.4 700 :soo

·'' 2:S.5 1

2 ·' StO 250

1

a rain Dolp ln A ( i no • 1) and )

, ,, . 709 305 1.70

' 60 7 , 1 7 5 6 , 5 1. 1

1 2 ., 1.57

' ''' 22 , 245 2.08

1;,97

1 Second International Conference on Case Histories in Geotechnical Engineering Missouri University of Science and Technology http://ICCHGE1984-2013.mst.edu

(iii)

in the Cont~act Deaign. Howev•~ the •••­au~•d akin f~iction in Teet no. 2 (10.35a pile p net~etion) waa p~actically ze~o. upon d~iving pile no. t en ext~• 6.7a end teeting it in tenaion (Teat no. tA) the teat pile exhibited •· ~eduction ln tenaion capacity ~atha~ than the expected inc~••••·

The ze~o akin f~iction aau~ed in Teat no.2 (pile no. 20) and the ~aductlaA in tanaion capacity noted in (lil) have ••~loue iapllca­tiona. The obaervation noted (iii) ia difficult to explain and runa co lately counter to no~••l pile d~ivin' axperiancea thle ie pa~ticula~ly ao aince algni icantly higha~ driving reaiatancea were experienced when the pile waa being ~·­driven p~io~ to car~ying out the eecond load teat (Teet no. tA) than had been encountered prior to the firet (Teet no. 1). Note that the 8at waa conelatently •~ound 2.5 to 3.5 .. per blow during red~ivin' for the aecond teat, co•­pared with about ,.. blow prior to the firet teat.

The reaulta or the pile teata cauaed a con­aiderable raducti~n in the allowable working loeda which could be ••• ed for •oat pllee at th lengtha expected in the Contract Deaign. A aolution to thle probl .. by the a•ployaent of la~g•~ dl .. ate~ pilea, than had al~eady been apeclfied by the Contract Dealgn (1.428), waa dlacounted aa euch pile eectiona were unobtain­able under noraal eupply and-within en accep­table d livery period. They would in any caae heve been inco patible with tha precaat unite of the aupera~ructure, a large propo~tlon of which had already been fabricated. A aiaila~ conaider­atlon precluded the utilization of additional pilea in the Jettlea, wh•~• the problea hed to be reaolved by driviftg the pilea deepe~. The d ploy .. nt of additional pilaa ••• howava~ a poaaibility in the dolphin• and waa uaad lata~ to aolva the dlfficultiaa at the Raat~aint Dol­phin• which involved the aoat heavily loaded pil••·

FINAL DESIGN CHANGES

The deaign of the Dolphin pllea waa raviaad ao that the pilaa fora1ng the dolphin• are never aubJactad to loada in excaaa of the working load capaoltiea actually aaaaured in the pile teat.

aaurad working load capacit1aa fro teat pile Ho. 1 applicable for Reatraint Dolphina w•~••

(i) aaxiaua allowable coapreaaion loada 310 . tone · (il) aaxiaua allowable tanaion loada. 170 tone

· plua tha weight of any aoil o~ concrete filling which would be lifted along with the pile.

it waa ·~••••tad that thea• valuaa ahould apply to any pile driven to a panat~ation of 37a below aeabed. So • ~eduction in capacity could be ••de ·on a p~o r,ta baala, for pilea driven to • alight~y ~·•••r penetration.

The ••in faatu~•• of dolphin ~•daaign were ~he addition of 8 pilea to Reat~aint Dolphin 8 and 4 pile• to Reatraint Dolphin A. All thea• pilaa together wLth certain p~avioualy pitched and part·ly driven pilaa along with the ~••t of tha pllea ep cifiad in Contract Daaign of the dol-

1'111

phina to be driven open-ended to a penetration of 37••

The load taate ca~~ied out on pile no. 20 along with driving recorda of ao • additional pilea that had already been d~ivan lad to the defini­tion of acceptability criteria for Jetty pilea of a eat of 2••/blow for plugged pilaa with a •iniau panetretion of 10 for the eight in­eho~• banta and 37a for the other three banta (offeho~a aide) aubJact to tenalon. At a later date it waa agraad to a reduction of penetration in t~a offahora aida benta to 2 • for banta 9 and 10 and 3ta for bent no. 11. Tha •• aooeptanoa crite~ia waa eppliad to the Mooring Dolphina.

PILE PERFORMANCE

Following tha adoption f the acceptability criteria rafar~ed to in tha previoua aection, the enly aubaaquant change of d algn waa a fu~­thar radaaign of the Raatraint Dolphlna by taking advantage of plugging and ballaating ao • of the pilaa, largely the additional pilaa, and by ~adaaign of the Dolphin loade to allow batter dietribution of loada in orda~ to aobiliza pile capacitiaa •ore effectively.

Full ecale piling ope~atione ware ~••u••d aft•~ an int•~~uption period of aix •ontha. A total of 136 pilaa were driven. Obea~vationa aade during pile driving and coapa~iaon of actual penetration achieved veraua predicted penet~•~ tion baaed on the Cont~act Deaign ~•vealed the following a

(i) the va~iationa between predicted and actual ••~• in general very eignificent in the Jattiea, •• ahown in Tabla Ill. See Fig. 4 ro~ co pa~iaona of actual penetra­tion• v•~•u• thoaa apecified for Jetty I pilaa;

(ii) the variation• in tha Dolphin langtha, par­tlcula~ly the Reatraint Dolphin• ware aitigatad by tha raviaiona to the daaign referred to aarllar, naaaly tha deployaent of additional pllaa. Thue no aignificant difference axiata between actual penetra­tion• and thoaa predicted by deaign (Fig. J).

(iii~ tha unpredictable and erratic pila ~·­haviour indicated by the extra•• variation• in penetration and panetretion p1ttarna waa alao evident in t~e eeta obaa~vad in pile driving. ·

lnapection of pile d~iving recorda (not ahown he~•) aupport the conclueion to be drawn that the unreliable cheracta~ of the aoil ~•actiona con­tinued throughout the Job. The diaruptiva affect of thia on piling operation• waa conaid­abla.

The clearance under the hook of the rig waa 68a which waa quite adequate to deal with all aitua­tiona foraaaabla froa the Cont~act Deaign, taking predicted length• and •••-bad levela into ac­count, and enablad· all pilaa to ba pitched in aingla langtha. Once panet~ationa lncreaaad and bee••• unp~adictabla however, the pattern of the whole operation bacaaa diatorted particularly on

· the Jetty work •.

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f'ig. 3

o.oom

-10.00

-15.00

-20.00

-lO.OO

-35.00

-40.00

-45.00

-50.00

-55.00

-60.00

-65.00

-70.00m

50 --

)(J(

")t XI(

. .i:.:: .l"'l' .,.J. ·-:r :~-!)f. "' • ... . . . .. . . .. : . .. . . .. ... 8H4

19

_£_

Restraint. Dolphin "8"

Silt with Sand

Silt)' Sand with Clay Layers

Coral Layers with layers of Silty Sand

Silt.y s nd with Cor 1 Frag ents

.JL

N

"" -ctll\\0 .,.. """""" 0\0.,.. f"\.,-.,--

"'"" "" . "" N f"\<f II\ \0 ,.._ CO 0\ _.. .- .- .- • - -- -.- -- .- . c40 a ....... .,.. •++ ++ .... • -; 30 • "" tzo c:

Actual penetration II • a. 10 + Design penetration

Pile Nu ber

Borehole Data, Pile Plan and Actual Pile Penetration versus Design Penetra-tion at Restraint Dolphin 8

1758

---..,.-5.00 _,."'

; , 10.00

15.00 I

20.00 I I

I Coral Layers with pockets of Coralline

Sandy Sand

I. Sand with Coral

• F'rag ents BH1 ...!__

, Coral BHS

Sand with Coral Frag11ents Coral

PILE NUMBERS _!_

64 60 56 52 48 44 40 )E '34 21 24 •

~ .. ~

6J 59 55 51 47 4'3 J5 J! J1 27 2~ 62 ... 511. ... 54 50 46 4~ .. '~

.,~ JO 26 22 .. ~ ~ li.

~.1 II"

.,~ 45 41 )1 29 25 21 57 53 49

11 10 9 8 7 6 5 4 J 2 BENT NUMBER

• • Actual penetration • _.£... + Design penetration

• • I • • • I I • I I I I I • I •

-'- ++ + • + + ++ + 11 10 9 8 7 6 5 4 3 2 1

BENT NUMBER f'ig. 4 Borehole Data, Pile Plan nd Actual

Pile Penetration versus Design Penetr -tion at Jetty 8

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TABLE III. Variation of Actual P netration ver u Design Penetration

D ign penetrat1on1

Actual p n tration

ex. Variation fro D ign Length

Averag p netration p r Bent

Max variation• within a Bent

Ratio of high t to low at penetration within a en

Max. var. between corre ponding pil in adjac nt Bent 9a ap rt

1. Contract De ign 2. Four piles in a Bent

Jetty A

9-22

21.1-80.611

71.6m

22-61.4

47.lil

1.1-2.4

49.05•

Jetty B

9-17

16.2-80.1

67.1

21.9-44.Sm

56. It

1.1-3.4

5.Ba

Th additional piling requir d could only b ordered on a " took length" baaia and only in a pi c -meal fashion in order to minimize th dan­g r of ordering large unnecea ry urplu while nauring that th progr aa of the work wa never delayed for w nt of pile 1 ngth •

Th area where the eff eta of th uncertainty were mo t t lling and wh r th dagra of inter­ruption incr a ad a v ral fold wa in th w lding of ex n ion to pil lengths which b -ca the oat critic 1 activity in the whol contract particularly due to th d aanda it plac d on th service of the main piling rig.

It ia r aao·nabl to tate that ch individual pile waa an x~eriment and an xploration of th underlying structure which wa not complet until the la t a t w achieved. This type of pile behavior incr aaed th co pl xity and . duration of the op ration far b yond whet had b en originally envisaged and placed normou pr a ur a on all parti concerned p rticularly the contr c or.

OISCUSSIO

The d ign of the pil foundation for the marin structure r port d on here h evolved in three tagea b ginning with an inappropriate T nder Design and ending with an aend d Contr ct De ign, eking us of a pile driv~ng t at pro­graa.

Th T nder Deaign (St g one) wa very inade­quate aa it produced a pip pile action (750 m in dia t r) much b low r quirementa. Th priaary r aeon for thi discrepancy a point d out aarli r has been attributed to inappropriate oil profil information a u ad .to exist at th

17M

propo ad sit • Rem dial meaaur tak n during taga two to arriv at more appropriate de ign

- th Contract Design - were baaed on ite-P cific information obtained later, coupl d

with assumed friction nd end be ring v lua to reco m nd a ora compatible che e u ing 1.42 diem ter pip pil • Correction introduced to th Contract D ign (St ge thra ) w r trigger d by a pile teet progra • Th program howed th t ea urad end b ring capaciti a war con ider­

ably lower than had be n aa u ad in Contract Design. The volution of the pil de ign pro­ce a nd th not ble di crap ncy between ctual pile p n tration and de igned p n tration wa undoubtably v ry costly, axtre•ely troublesome and caused unavoidable delay •

To d te only qu litiva und ratanding of pil capacity of driv n piles in coral layer nd coralline and ha b n developed (J.D. Mu ff, 1987). The low 1 teral pre aures that re rea­ponaibl for low haft r 1 tanc values aay be attributed to everal factors. Upon pile driving, ~he soil urrounding th p · la tip i beli ved to cru h and reduce in volume. It 1 plausible that ome of th finer partie! , brought bout by pile driving, tr n let later­ally to th surrounding oil ea or into the soil plug d priving the pile of th i .r pre nc which ia required for lateral pre aura d velop-ent (Datt , t 1 1979; auroy & L Ti ant 1983;

Dutt & Chang 19B4). Datta et al (1979) a ong oth ra have ugg ted that soil co pr ibility i a good indicator of this tendency.

C mentation i noth r important f ctor development of pil re i tance; how var • ch ni by which it act ha no be n clearly identified. It ia argu d that p rtisl c enta-tion 11 y cau rching round th pil nd can cau e the o1l in the nnulu crest d by driving to develop . inca plat , low-pre ure, irr gular contact with pil surface (Murff, 1987). It ia conceivabl th r fore that a combin tion of high voida and low ce entation i raapon ibl for th unde irabl low lateral pr aaur tha have been xhibit d on pil driving jobs in co·ralline

material (Stevena and Tho•paon 197B, H genaar & Van d n Berg 1981; Dutt, et a1 1985).

It e v ry cl ar that prediction of driven pil c p city in corallin atarial will r ain a highly peculative matter until or d finitive information beco ea availabl •

CONCLUSIONS

Th de ign and installation of driv n tubular te 1 pil for arin structures on th Red

Sea Coast of S udi Arabia r port d h r in a a case tudy of pil foundation in coral and coral­lin trata, upport th following conclu iona:

(i) the pile de ign cone ivad ha ovarpra­dictad pile c paciti a in over SOl of th t.otal numb r of pile driv n.

(ii) the li•iting bearing capacity v lu d in de ign wa 401 high r than th v lua obtained from pil lo d teet carried out on alta.

(iii) m aaured kin friction during pile load t t progr m veri d fro zero to a value comparabl to that aaaumed in d ign; in­dicative of xtra variability in akin

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friction characteriatica over the alta. (iv) tha er at1c pile havior exhibited

during driving, h a each pile waa an expar nt by 1teelr, a plifiea t • need for •o a d fin1tive nfor•ation on driven pilea 1n coralline •ate ial.

REFER£ CES

Datta, M., S.K. ulhat1, and .v. o, (1979), •Cruehing of Caloareoue Sand during Shear•, proo., 11th Annu 1 Offahor Technology Con­ference, Houaton, Tax., 1 S9-1 76.

Dutt, •• and A.P. Chang, (19 ), •F 1ctional eapona' of Pilea in Calcaraoua Depoaita•,

p oc., 16th Annual Offahora Technology Con­fa ance, Houaton, Tax., S27·S' •

Dutt, •• , J.E. Moore, .w. Mudd and T.E. aea, (198S), Behavior or Pil a in ran lar Car­bonate Sadi ante fro Oftehore Phillpplnea•, proc., 17th Annual Oftahor Technology Con­fa enc 1 Houaton, Tax., 7'·82.

Haganaar, J. (1982), •The Uaa and lnterpretat on or SPT aaulta for the Oatareination or Ax al aaring Capacltlaa or P1laa Driven into Car­

bonate Solla and Coral•, p oc., 2nd European Sy poal on Penetration Taating, A aterda , etherl nda, S1-SS.

Haganaar, J. and J. van dan erg, (19 1), · •In tall tion of P1lea for Marine Structur a ln the ad ea•, p oo., 10th International Conference on Soil chanica and Foundation Engineering, Stookhol•, dan, 727-7,0.

McClelland, • (197 ) 1 •oeaign or Deep Penetr -tion Pilea for Ocean tructurea•, J. Geot ch, Engrg. Div., ASC£, Vol. 100, o. 7, 709-7 7.

Murff, J.D. (1987), •Pile C pacity in Calcareoua Sanda: tate or the Art•, J. eotech, Engrg. Dlv., ASCE, Vol. 11,, No. S, 490-507.

auroy, J.r. and P. LaTirant, (1983), "Modal Teate or Pilea in Calcaraoua Sanda•, proc., ASCE Conr renee on aotachnical Practice in Offahore Englnee ing, Unive a1ty of Texaa, Auatin, T x., '''-'''·

Stevenaon, C.A. and C.D. Tho peon (1978), "Drlv n Pile Foundation• in Coral and Coral Sand For a 1ona•, proc., 7th International Harbor Conference, Vo1.1, Antwerp, lelgi 1.0S/1-1.0S/13.

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