council for deveilopment a nd reconstruction ......2002/07/16 · e593 volume 2 republic of lebanon...

E593Volume 2

REPUBLIC OF LEBANON

COUNCIL FOR DEVEILOPMENT A ND RECONSTRUCTIONBEIRUT - LEBANON

SOLID WASTE I ENVIRONMENTAL MANAGEMENT PROJECI

IHBALINE (JBEJL)LANDFILL PROJECT

GEOTECINCALSITE INVESTIGATION

REPORT

August 2001

LIBANCONSUJLT, Consulting EngineersAchrafieh, B.P. 165295, Beirut - Lebanon - Tel: (01) 613862-3-4 - Fax: (01) 427530

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,.u SCOPE AND PURPOSE

TFlc proposed project is to rehabilitate the existing Hbahnc landfill, in Hbaline village, caza of Jbeil,N4ohafazet of Mount Lebanon, and to construct a new sanitary landfill for landfilling the solid wasteresulting from the caza of Jbeil.

A gcoteclnical investigation was therefore performed at the site of Hbaline landfill in order to explorethc subsurface conditions at the site.

This report presents the findings of the site works and a summary of laboratory test results.

The site investigation program comprised drilling of three boreholes, and excavation of four test pits,in addition to some tests in-situ and in the laboratory.

Thc drilling operation started on the 13' of July 2001 and was completed on the 13t' of August 2001and laboratory work was then carried out.

2.0 SITE WORK

The drilling program consisted of drilling three boreholes with a depth of 36 m, 64.5 m and 66 mbelow the current surface. Boreholes were drilled using rotary rig of type ACKER.

Hollow stem auger system was utilized for drilling and boring, with soil samples continuouslyretrieved to the surface using the split-barrel sampler.

TeIC samples obtained were placed in boxes, and were visually and manually inspected on site anddescribed. All samples were transported i.o the soil laboratory for tests.

At completion of borehole N°2, a standpipe PVC slotted piezometer, was lowered inside the borehole.No water table was identified in the boreholes.

Boreholes N° I and 3 were closed with a mixture of ciment/water.

On the other hand, four test pits were excavated and were visually and manually inspected on site anddescribed. Samples were transported to the soil laboratory for tests

3.0 DRILLING RESULTS

The results of drilling of the boreholes and excavating the pits are presented in the logs in AppendixB.

4.0 LABORATORY INVESTIGATION

The laboratory-testing program was performed on some soil samples obtained from the test pitsmainly for classification and measurement of strength characteristics purposes.Onc sample obtained from borehole N° I was tested to obtain the unconfirmed compressive strengthind the Young Modulus..n site permeability test (Lugeon) were peiformed in borehole BH-3 at 3 differents depths (2.7m,45mund 63m).

lie laboratory and in-site test results are presented in Appendix C.

.0 INTERPRETATION OF THE RESULTS OF THE GEOTECHNICALINVESTIGATION.

'he interpretation of the results of the geotechnical investigation is shown in Appendix E.

APPENDIX A

Location Plan of Borelioles and Test Pits

Table I List of coordlinates, elevation and drilled depth of boreholes

BoreholeNo. ] Northern Eastern Elevation Depth_ | (N) (E) (ni) (m,

BH 1 469 -320,114 235 36

BH 2 446 -319,926 232 64.5

BH 3 354 -320,267 224 66

Table 2: List of coordinates, elevation and depth of test pits

Borehole No. Northern Eastern Elevation Depth(N) j (E) (m) (m)

TP 1 352 -319,734 232 4.4TP 2 387 -319,844 230 5 0TP 3 342 - 320,432 207 4.0TP 4 331 - 320,465 205 2.8

APPENDIX B

Logs of Boreholes and Test Pits

§ § E~~~FNGINEERINGi AND RESEARCHI Test Boring Log _SHEEr I or 5

ELEVATIQ'>O3ECT Soil Investigation at FIbalirie_ _ _ E_

'ROJECT No.: G2K1031 CLIENT: Liban Consult ATE STR-DDATE COPETED13107tD1 | 17/07/01

-...LING EQUIPMENT: AckerAD11 GROUND WATER

-ZE .L TYPE OF CASING: lO0mm Dia Pipe Ca:ing DATE TIME U-. CAS.C

'ILLING METHOD: Rotary

oRE BAR.: T 76 LENGTH: 1.5rm BIT: Diamond DRILLER: T. Hammoud.ANPLER: UT: DROP: INSPECTOR: ABS

__ cr-it _nn .I a L - -EP C a X RearKscz 'o. CY

Moderal&ly strong to strong, creamnir brown, highly RI Go, 3 Cor fl ng t orweathered and fracitired marny Lnmestons. fractuies andjoints filIed with brown sandy mar).

Dio R2 67 1 7 Coring at 1.5m

RD 87 20 Coring at 3 3m

Ditto. Rd 97 31 Cor-ing af 4-5m

Ditto, RS 83 23 |Coring at 13.0r,

Dittlo. RG 77 73 C or r rg at 7. Sm

Continued Next Page

TO U MA EN G IN EERI N G | BH1

= b ~~~~~~~~ENGI'NEERING AND RESEARCH SHE 2 O__ XTest Boring Log SHEET 2 OF 5

PROJECT: Soil Investigation at Hbaline PROJECT No.

CLIEN T: Liban Consult G21Z 1031

.! ~ ,~. ' z * ['KJ-~~~~~~~~~~~~~~~~~~~ X X X

c E 0' Oe < cr i P t icn o.- ~oI~ a RemarKsDescription0 *n * i U

Li a' o 0

Ditto, R7 99 67 Coring at 9.0m

.1 c1

Ditto, most of them are gravel size RB sn 0 Coring at I . Sm

1 o

.-i-t -- ----------------- ------------------------------------. 0

D tto, R9 73 37 Coring at L2.0m

3

Ditto, Rio 73 53 Coring at 13.5m

Ditto, Rll 7S 20 Coring at 15.0m

Very weak fractured Marlstone.

R12 93 29 Coring at 16 Sm

Continued Next Page

TO U MA EN G IN EERI N G BHNO. BH

ENGINEERING AND RESEARCHTest Boring Log SHEET 3 OF 5

'ROJECT: Soif Investigation at Hbalinie PROJECT No.

CLIENT: Liban Consult G2K11031

-e - E X XE | D e s cr ipr) t, on - E o e ° X r X0 Rem'arks

oL go . Z r z

Very weak Iractured Maristone -

Moderately strong, creamish brown, highly weathered and R13 SB 0 Coring at 18.0mfractured marly Limestone, sub vertical to sub horizontal Ifractures-with rusty stains, most of them are gravel size.

0

s ~~~~~~~~~~~~~~~~~~~~~0

Weak crearnlsh brown. marlstone Gravel o . R1 4 90 30 Cori ng at 1?. Sm

Moderately strong, creamish brown, highly weathered and2 fractured marly Limestone with rusty stains.

1 Moderately strong to strong;, creamish brown, highly R15 83 7 Coring at 21.0mweathered and fractured marly Limestone, sub vertical tosub horizontal fractures with rusty stain

Ditto, R1S 85 17 Coring at 22.5m

Ditto, Ro17 s 0 Coring at 24.0m0

0

0

Ditto, = ' RIB 93 33 Coring at 25 .Sm

Continued Next Page

TT O LI MA EN G IN EERIN G BHNO. BH

H ~~~~~~ENGINEERING AND RESEARCH SH.- 4 O _ ~~~~~~~~~~~~~~Test Boring Log SHEET 4 OF 5

F'ROJECT: Soil Investigation at Hbaline PRoJEcr No.


ginL Description _ _ u o x RemarKs0 r g\ 6 0 0L iL ( A

EL_

27 Ditto, R19 97 10 Coring at 27.Om

29

31*gt,j= 19 5 Criga 0:


Ditto, R23 97 11 Coring at 33.Om

Ditto, RZ4 9G 20 Coring at 34.5m

Continued Next Page

TOIJM A ENG IN EERING BHNO. BHI

- b ENGINEERING AND RESEARCH- E j Test Boring Log SHEET 5 OF S



Dcscnptn r E z ' _ ,E Remarks

7 End of Borehole at 36m

1 c

TOUI M A ENG IN E ER ING BH No. BH2

_F-E bENGMNEERING AND RESEARCH _Test Boring Log SHEET 1 OF 7

' Ft3Ett Soil Investigation at Hbahiine ELEVATION N.. ~~~~~~~~~~~~~~~~~~~~~E

DATE STARTED DATE CO oPLETEDJiOJECT No.: G2K 1031 CLIENT: Liban Con-5I_

19l,'D?7/C1 z 221_~~ ~ ~~~~ ,- _-- _ 301

Ril'LING EQUIPMENT: Acker.AD 11 GROUND WATER

' TYPE OF CASING: 700mm Ova Pipe Casing DATE TIME W.D CAS5D

-)R:LLIiFG tETHOD: Rotary 12.0n

?ORE BAR.: T 76 LENGTH: 1.5m BIT: Diunond DRILLER: M. Hammoud

.AMPLER: WT: DROP: INSPECTOfl: ABS

I . 2 - _ l , X -~~~~~~~0~ ~Descniption o E c d G Rcmarks

a U

g Moderately strong. creamish brown, weathered. intensely 4 RI 20 e Cor i ng at 3. 0m

fractured to crushed limey Maristone I

f Ditto, 0 R2 21 I 0 Coring at 4. 5 m

Moderately strong 10 strong, cteamish brown, highly R3 t3 e Cori ns at ti .eweathered and fractured marly Limestone. somie fracturesIilled with brown sandy silt

MSoderately strong, creamsih brown, high weathered and , , R4 23 0 Co i ng at 7.5mfractured limey Marlstone all of them are gravel size

Continued Next Page

TO U M A EN G IN EE RI N G BHNC BH2

- _-1 ENGINEERING AND RESEARCHTest Boring Log SHEET 2 OF 7

'RoJECr3 Soil Investigation at Hbaline PROJECT No.


- r O e s cr f P t r on _ E z | C _ rJ~~~~~~~I X XR mar s

I rL Z o.z 6 r r

i° -

Ditto o RS 27 0 Cor ns a t Y .Gs

|Moderately strong tc strong. crearGish brown. highly o 6 25 0 COr I ng at 10. 5m

weathefed and fractured marly Limestone, nost of them are

gravel size

fl2j Morieraiely st c brg cea h hbrown, highy vieathered and and - R7 Z7 0 Co ring at 12.emI fractured limey Marlstone

i Ditto, RB 40 8 Coring at 1,3.5m

Ditto, R9 R47 0 Coring at 15.0

Ditto, weak marlstone present at place R10 47 0 Coring at 16. Sm

Continued Next Page

TrO UT MA ENGINEERING | HNO. BH2

- H ENGINEERING AND RESEARCII SHE 3O _ Z--j _~Test Boring Log SHEE T 3 OF 7

nROJLCT: Soil Investigation at Hbaline PROJECT No.

'LIENT: Liban Consult G2K1031

_~~~~~~~~~~~~. I' n -

Description c RemarK

0 Ditto, 4 Rl l 53 0 [ Cor i ns at 18. m

Moderately strong, c;earnish brown, highly w;eathered and; R1Z 47 0 Cor ng at It?. 5m

9Cfractured marly Limestone, most of them are gravel size

9~~~~~~~~~~~~~~~~~~~

, + I~~~~~~~~~~~~~~~~I

.1 Ditto, weak marlstone, present at place R13 30 0 Cori ns at 21.Osm

I I

| Ditto, i RI 25 0 Coring at Z2.5m

Ditto, w R13 27 0 Coring at 21.0m

2otne etPgDitto, R 1 = Z5 7 Co in at * *4.O*.Sm

Continued Next Page

Tt plTOUMA ENGINEERINGl BH2- ENGINEERING AND RESEARCH A R H

Test Boring Log 7SHEET 4 OF 7

r^ROJECr: Soil Investigation at Hbaline PRO.JECT No-


- i @ t u S RemarKs

|~~ ~~~~ ~~~~~~~~~~~~~~~~ _ a. th Er EL

27 Ditto, R17 25 0 Coring at 27.tm

28


21

Ditto, R19 19 0 Coring at 30. Om


Grey limey Marl1sone R21 30 a Coring at 33.0m


Continued Next Page

TO U M A ENG IN EERIN G BHNo. BH2_ H ENGIINEERING AND RESEARCH

_ Test Boring Log SHEET S OF 7

" ROJECT: Soil Investigation at Hbaline PROJECT No


a~~~~- 4- 0 X' .

Description D U j RemarKsa a C3 L

IL 0 a. z

36Ditto, R23 302 7 Coring at 316Sm

Ditto, R24 2 0 0 Coring at 37.5m,

338

3 Ditt., R25 77 0 Coring at 39.Om


2 Ditto, sub vertical to sub horizontal fractures filled with R27 77 0 Cor i ng at 42 . Ornbrown sandy silt

Ditto, some of them are gravel size R28 77 0 Coring at 42.5in

Continued Next Page

TOUMA ENGINEERING 13H NO. B#i2T17 ENGINEERING AND RESEARCH-Test Boring Log SHEET 6 OF 7_~ ~ ~~~ ~Ts Boig,o ________

FIROJECT: Soil Investigation at Hbatline PiROJECT No.

CLIENT: Liban Consult (G2K 1031

C._Clet;cription V -| *-

,~a.r r. ~~~D e craiption 4 0x O tz o z r RemiarKs

-4 Ditto, most of them are gravel size R29 77 0 Coring .at 45.0m

46j

Ditto, R30 100 0 tCoring at 46.5r

47

j Ditto, R31 100 23 Coring at 48.0m

4d

Ditto, R32 95 iS Coring at 49.5m

Ditto, some sub vertical to sub horizontal fractures filled with R33 77 0 Coring at 51.0m

brown sandy silt.

Ditto, some of them are gravel size I R34 100 0 Cor i ng at 52.5m

Continued Next Page

TOUMA ENGINEERING f3H NO. BH2_ H ENGsNEERING AND RESEARCH

Test Boring Log SHEET 7 OF 7

"ROJECT: Soil Investigation at Hbaline PROJECT No.

'MLENT: Liban Consulh G2K 1031

S E- _ - X X X

r--L Descr-iption _- fO *o - -nur YRnr

¢ 1 ~~~~~~~~~~~~~~~L ae Z L r : a: e rEL

Ditto, some vertical fractures filed with ruslty stains R35 t e 1 3 Cor'mng at S4. m

551

Dtio, most of therm are gravel size R3S leoD Coring af 55. Sm

'/ Ditto.. 0 R37 100 23 Coring at 57.0m

Morderatey strorng, grey, highly weathe,ed and fractured --- R38 100 33 Cori ng at 58. 5mlimey Marlstone, some verlical fractures filled with rustystains.

Ditto, colour becomgin creamish brown R3- I- - 10 40 Cor- ing at 0 . ,m

Coring at 61.S.R40 (REC=1C0:RQO=53)Ditto, colour becomins

Coring at 63. ElmR41 (REC=93:R00C=r)D itto.

End of Borehole at64.5Sm

T O U MA EN G INEERIN G BH NO. BH3-F -_ >/ ENGINEERING AND RESEARCH

___ Test Boring Log SHEET 1 OF 7

"ROJECT: Soil Investigation at Hbaline N:

DATE STARTEO DATE COMPLETED%''OJECT No.: G2K11031 CLIENT: Liban Consult30/07/01 07/08/01

:.ILLING EQUIPMENT: Acker AD If GROUND WATEF'_ZE ? TYPE OF CASING: l25mm Dia Pipe Casing DATE TIME L UD. CAS D

RILLING METHOD: Rotary 25 .OmORE BAR.: TlOl LENGTH: 1.5m BIT: Diamond DRILLER: M. Hammoud

AMPLER: UT: DROP: INSPECTOR: ABS

Description a c RenarKs0 Ez C.~ 0 a:L d s * En0

1a

I Moderately strong to strong, creamish brown, highly - RI 100 0 Coring at 3.emweathered and highly fractured Limestone, sub vertical to

I sub horizontal fractures filled with brown silty sand.

Ditto, some joints filled with gypsum R2 100 30 Cor-ins at 4. 5m

Ditto, no gypsum R3 93 0 Coring at G.Om


Continued Next Page

T O UMA EN G IN EER ING BHNO. BH3- _ ENGINEERING AND RESEARCH I- Test Boring Log S_EET 2 OF 7

PRE ECT- Soil Investigation at Hbaline PROJECT No.

CLIENT: Liban Consu t C2K103

- _ - U

T~~~ ~~~~~~~~~~~~~~~~~~~ X

DI)ltto, 0 RS 77 e ~cor | nga at U eIC~~~~~~~~~~~~~~~~~~~~~£ L *\ C

10

0 Jit to, 7t R C or in g a t 1 Ci.5

Ditto, RG B Caring al 10.Sm1.Iater loss 100x from1orm to the end of the

1It 18 t 1oreho le

I Ditto, R7 0 Coring at 12.3m

Ditto, RS 100 7 Caring at 13.5m

j 1 Ditto, marly Limestone piesent at place ie 100e Coring at 1S.am

* Ditlo, RIO 100 0 Coring at IG.5r

Continued Next Page

T T O LI M A EN G I N EE RI N G BH NO. BH3= _ ENGINEEFRING AND RESEARCH


'RoJECT: Soil Investigation at Hbaline PRO,rECT No.

CLIENT: Liban Consuit G2K1031

I a~~~~~~~~~~~~~~~~~~~~~~~4

F E Description _ _ l Z u RemarKs

Ditto, RII 100 40 Coring at 1B.0m

Ditto, some fractured filled with rusty stains R12 93 43 Cori ng at 19. 5m

2

_1 Ditto. t R13 100 0 Coring at Zl.O0m

Ditto, R14 97 0 Coring at 22.Sm

3

MiModeratety strong. creamish brown, highly weathered and ------ RIS 100 10 Coring at 24.,mfractured marly Limestone

Ditto, some fractures filled with rusty stains R16 100 0 Coring at 25.5m

Continued Next Page

TOIJMA ENGINEERING BH NO. BH3T17 lHENG;INEERING AND RESEARCHTest Boring Log SHEET 4 OF 7



- ' -- E X X X

Description r E C r z o ra RemarKsa ~Z a~ a o

o ~~~~~~~~~~~~~~~~~~~~~~L - .0a.

27 Ditto, R17 100 0 Coring at 27.Om

21 Weak limey Maristone Gravel

-2 o

Moderately strong to strong, creamish brown, highly R1B 100 47 Coring at 28.5m

weathered and fractured Limestone

2d

3 Ditto, sub vertical to sub horizontal fractures filled with R19 100 0 Coring at 30.Omyellowish brown marl

31

Ditto, RZ0 100 0 Coring at 31.5m


Ditto, R22 100 0 Coring at :14.5m

Continued Next Page

TO LJ M A EN G IN EE RI N G I3H NO BH3= ? bENGINEERING AND RESEARCH



CLIENT: Liban Consult GZK1031

_ t 0 ( E X X X _-C E g D e s c r Description R emarKs

Weak to moderately lirney Marlstone

3 Eitlo, some of them are gravel sr2e R 2:3 i 13 0 Cor -n at 36. 9-

Ditto, some joints filled with gypsum R1 00 1 1 Cor i ng at 37. 5m

Ditto, R25 100 0 Coring at 39.Om

Moderately strong, creamish brown, highly weathered and R26 100 0 Cor rno at 40. Smfractured rnarty Limestone. sub vertical to sub horizontalfractures lilled with yellowish brown mart

Ditto, R27 100 0 Coring at 4Z.Orn

Ditto. R28 100 7 Coring at 435.5

Continued Next Page

TO UMA EN GIN EERIN G BHNO. BH3

ENGINEERING AND RESEARCHTest Boring Log SHEET 6 0F 7

'ROJECT: Soil Investigation at Hbaline PROJECT No.


_ , - ~ ~~~~~~~~~~- 4- E -

Description O a z RemarKs* '-'I 0 ~~~~~ ~~* a o ~~~~ Remarksz

I ~~~~~~~~~~~~~~~~~~~L dZ *L * LOv

4 Ditto, R29 100 20 Coring at 45.0m

41


4 Ditto, R31 100 12 Coring at 48.0m

Ditto, R3Z 100 7 Coring at 4 9

.5m

.Pocket of weak Marl

1 . . . . . .: -Ditto, some of them are gravel size R33 83 0 Coring at Slm


Continued Next Page

T1p 1 TTO LIM A EN G IN EE R IN G BH NO. BH3

ENGINEERING AND RESEARCH_ =.~......d {Test Boring Log SHEET 7 OF 7


CLIENT: Liban Consult G2K 1031

- - ; 40 X .\

L r ' Description % E i C RemarKsC C~~~~~~~~~~~~~~~~~~~ C

LJ , Lz n r Z tY K r

iDtto, most of them are gravel size, (weak limey Maristone R35 100 0 Coring af 54. Om

,from 54m to 54.3m)

Ditt. .J .0 7 oiga SS

56


5

Ditto, R37 100 7 Cori ng at 57.Om

5 $


;9Weak limey Marlstone

O ------ - -- -- - --- -- -- -- -- -- -- -- -- -- -- -- -- ----*- ----- - --.---- 910--QR4---RE-100 QD=Coring at 60.0m

R39 0 Coring at 61.5mR40 (REC=100:R0D=O)

Coring at 63.OmR41 (REC=100/RQOD=0)

WeaK to moderatelystrong. creamish

brown, highlyweathered

fractured limeyMaristonie. weaK

brownish grey

Maristone pr-esent

at place.

Coring at 64.5m

R42 (REC=97:ROD=Z0)

End of Borehole at

66.Om

Log of test pits

Test Pit: TP - I

Depth (cm) Sample description- 100 Creamish brown Sandy GRAVEL with silt ( Piece of wood, plastic

& steel present).Non plastic.

- 200 Ditto- 300 Ditto- 400 Light brown silty clayey SAND with gravel, low plasticity.- 440 Light brown silty clayey GRAVEL with sand, low plasticity, dump

materials present.

Test Pit: TP - 2

Depth (cm) Sample description- 100 Light brown Sandy GRAVEL trace of salt (Dump materials)- 200 Light brown silty SAND with gravel, non plastic (Dump materials)- 300 Greyish brown clayey SAND with gravel, medium plasticity (Dump

materials)- 400 Light brown clayey GRAVEL with sand, low to medium plasticity.- 500 Ditto (Dump materials)

Test Pit: TP - 3

Depth (cm) Sample description- 100 Greyish brown fine SAND with gravel trace of silt (Dump

materials)- 200 Light brown silty clayey GRAVEL with sand, medium plasticity

(Dump materials)- 300 Light brown Sandy GRAVEL little silt, non plastic (Dump

imaterials)- 400 Greyish brown silty clayey GRAVEL with sand, low plasticity

_tenals_(Dump m al)

Test Pit: TP - 4

Depth (cm) Sample description- 100 Light brown silty clayey SAND with gravel, low plasticity (Dump

materials)- 200 Ditto- 280 Ditto

APPENDIX C

Laboratory Test Results

In-Situ Permeability Test Results

- S

PARTICLE SIZE ANALYSIS

SIEVE ANALYSIS

Time Readings (miii) U.S. S. Sieve Size Size of Openings24iS 7irs45 15 60 16 4 1 200 100 4O 0o 20 10 4 3/.8 3/4 11 r/ 3- 5- 6' e-

100 I I I I I I I I

80 ..

O,70 .-..- . . /. .__

37050.

a)

30

2 0-

0-0.C 00 0.001 0.010 0.100 1.000 10.000 100.000 1 00.OC

Diameter of Particles in Millimeters

CLAY SILT SAND I GRAVEL COBEDiam Finet Med. PCrr.c Fie I CoaMilCi

Moisture Depth Gs ASTM LL PL PiContent (%) B.G.S. (m) Class. (%) (%) (%)

19.43 3 N/A SC 31 20 11

Sievc Size 3/4" 3/8" U4 #10 #40 #100 #20("

% Passing 88 84 831 78 63 45 39

Project No. G2K1031 HB.4LINE LANDFILL Boring

TOUMA LIBAN CONSULT Sample # TP-2

ENGINEERING Rcf: Fi

. TODLIN; EGII4EER9IWI /mtF - fE NO. : 00961 4 712476 29. 29 2ef09 09:2W7R P4.

T rt - / / i 2 ( i~~~~A tel. t29,00 52025z130A

= =- rToulla Eingiiecring- - -{<fo A . nr'..' A'. /, _ r U [hr,, 6Gs 5 JOD , .............. ,l. ASTI D) 422

3JEVE ANALYSIS k >

-ROJECT: bfPrAUN1 9.I .,ANT) F- l I g :-J/ LA8 REP P|LJENT , I DATE_

ZJENT t1 ~~~~~L4~~4 c..ANh~~~ H. NO _'2 2- DEPTH

.itAL ESRIPTE CRP IO I*DB.N 2-iQET _°c*<;S olSAMPLE NO.

_~~~~~~~~WIH . / PASNSIEVE NO. MM. DIA. RETAINTD RETAINED * PASSINO

WATER CONTENT

CA 4N t_ _ _ __-

31/t |6>' I- 0Wr. SOIL CAN)

'7~~,3~~j*Q i~~7 4 ~WET. 2 m.w4S _____O 14; Z) S 2 4WT. (SOIL + CANt

tS 4 !2/7t t ¢ tg g g I ~~~ ~ ~~DRY LAE;t5 O 0m10 o .7, %% o *l 4 f wvTr V.,ATER gms|20 /.~~~~~~~~~ 03 %(~~~~~~~~T. C-AN gn

_______ A 7VT(SQIL) DRY WA43g .

40Q ______ O9 * X S 4WATER CONTENT .2'%

G 0 gLt3. 4 l______ REMAJRKS.

100 *(~oo.a .z LL '2,

'2A ___ S7*O 61 4 3'. pl

CLASSIFICATION ; C _DTAL SOIL Weight gins TARE WeIgIht gms

U.S. 'iTANCARD SIEVE 51ZE UMNFED SOIL CLASSIRFCAfTON SYS7EMi

6- ' 3 it2 3as aM 4 ' iO 16 20 0 40 60 100 200

90

60II5 i L L I - ~li T T I ;111 1. I 1 1 1 1.|§ 1 1l

10 N _ i- i _ t1 ;sliI ~~~~~ Ill4I l lR-;I200 100 10 ID 0.1 COt1 0.001

GRAIN SIZE IN MILLIMEERS /

TE STED BY: LAB. INCHARGE' +

- -


SIEVE ANALYSIS

Time Readings (min) U.S. S. Sieve Size Size of Openings24r.I N I ,

45 15 60 IG 4 1 200 100 60 40 20 10 4 aB 34- 11Q 3' 5' 6' 6-

100 - ' I ' I I _

90.

80 __ __---------_-_ _ _ . _ ________

0170..

E 60 __n___ _6__ r

50

30

20 _ _ _____ __

10

O.C00 0.001 0.010 0.100 1.000 10.000 100.000 1000 ocDiameter of Particles in Millimeters

CLAY SILT SAND GRAVEL COBBLESFine I Med. Car. Fine I Coar. C

Moisture Depth Gs ASTM LL PL PiContent (%) B.G.S. (m) Class. (%) (%) (%)

6.41 5 N/A GC 29 20 9

Sicvc Size 3/4" 3/8" 114 #10 #40 #100 #20'r% Passing 65 58 5'3 46 28 19 16

Projcct No. G2K1031 HBALINE LANDFILL Boring #

TOUMA LIBAN CONSULT Sam Ic # TP-2

E NGINEERING Rcf F2

TouJml ENOINE8N 'PHNE NO0. 0'%61 4 712479 Pu. 29 2Cf1 02:20R1 W

Tourima Erigitieering- -~~ Efz;^c ier r, ti<*cNo ;J ~~~~r (3 tJox IG35~ Jov1-;c/ ATM0 ASTM D 421Z

SIEVE ANALYSIS '-

FFJE; T A L! N F LT I L B REF . P W I I 2

mtATERIAL DESCRIPTION: 6 N . 4EIF

I--z c.wi SAMPLE NO.

SIEVE NQ. M.M. DIA. WETAI7E %. RETAINE0 % PASSINGRETAINED

__ f .o VWATER CONTENT______ _~6 CAN NO. _ _

fis _ .I g6 e9O0 vWT (SOIL, CAN)

3114. Gt ci WE,4O T. a2}vW_. (SOIL + CA1

___ __ __ ______2* DRY. 2 m

14- 4 W1~~~2q ) %r. WIATErR Qrn__ _WI .Wt CAN qm3.

1 . I ooo L q 46 WT.(SOIL)DAY t!Z177t?gms.

1I V7- d c. @ '3 0 WATER CONTENT

40 O I. ._ 1 3Y 5 O FEA RARKS:

____ C30('2 . 25r ' *I -S------ iLA-

CLASSIFG41 W* ~TAL SOIL Woeght is TARE' Vieght gn L*JO

U.S. STA.NDARD SIE V9. SE UNIFIED SOIL CLASSIFICATION SYSTEL'6-4' 11s2' 3/ , 116 20 3040600I1O0 2C0

9,H~~~~~~ t.S IMMO rfSlV51EUI JtDStCtSFCTO YTK

80

40 I

20

°3~~~~~~~ ~ ~ ~~~~~~~ T? i l0t lt Ii _i I _

200 100 tO tO 0 I 0.01 0.01iRAwN SIZE IN MILLMUETERS l.S

TESTED BY:_ LAB. BNCHARGE:


ti1-Aa2. | SIEVE ANALYSIS

Time Readings (min) U.S. S. Sieve Size Size of Openings

45 15 60 16 4 1 200 106040 20 0 4 3- -4- 1112 3' 5' 6' f-

100- .I ,1 I I II

90

8 4 0 - : - - - - --_ _ _ _ _ _ _ _ _ _ _ _ _ _---_

80

30 - ----

20 - ..__ __ _ _ _ _ . _ _ _ __ _ _ _ _ _ _ __ _

1 0o - .. : . . . . . . . . -__ _ _ _ _ _ _ _

0-

0.0 00 0.001 0.01C 0.100 1.000 10.000 100.000 1000 OC

Diameter of Particles in Millimeters

| CIAY | SILT SANt D GVE

Moisture Depth Gs ASTM LL PL PlContent (%) 11.G.S. (in) Class. (%) (%) (%)

7.48 2 N/A GC 27 18x 9

Sieve Sizc 3/4" 318" (#4 #1.0 #40 #100 #200"% PassinE 67 40 31 29 25 17 14

Pro ect No. G2K1031 1113 AINE LAD FILL |Boring #

TOUMA LIBAN CONSULT |Sample # TP-3

ENGINEERING Ref + -l3o

TOUIfl 24HE9Th3 F'HO14E NO. ocr9j 1 .I12 2476 29 2E01 00:26RFI P2

E Tol.[nD .... 'ngiziecring fix S4w'- gercc.;, lh.c~. ,d n .. <A .4,i, - -_, r 0 0o0 IG35 Jrn.,l, ASTM D 4n.

SIEVE AN4ALYSIS . W 1

PROJECT: -1zAt U'.LF I cz41 , :: I JI LA1BREF PR E F

___________________________________:______ ! t D A TE :-

M.4ATERIAL DESCRIPTION:A C (1 (241'e SH. NO 2T 3OE DPTH

t:sitr C.crv&A. SAMPLE NO: _

SIEVE NO. M M DIA WEE^HT RETAlt4EO e%O PASS INr

________._ _W | o i VATER CONTENT

CAN NO

____________ - _ 7__53 WT. (SOIL + CAN)

3/4_____ _____ LO(t23 30 V- a VET (SOIL + CAN

_______ .. I22 Q 2) % -a .DRY. 3

-N. 4 _ l 1 ( WAT JER 2,QWVT. CAN

t C .___q 1;; .;2jj 1 j 4 jg Wr. (SOIL DRY z t m;r

_____ _ tX 5& ;> 6 2r6 .WATER CO'4TENT

_ 40 sn 4 o _> a iat ~~~~REMRKS:

10o bS40 .Rx 4 1~~~~~~~T7 oL _4o = _ =

_ ~Ct-ASStlCATIOtO , -

OTAL SOIL Weight _m. TARE Weig4fl gm:

U.S. STANDARD SEV y SIZE UNiFIEO 50L CIASSlFIlCATiON SYSTEL4

6' 4' 3' 1 12' 3!4* 3/ 4 8 10 16 2X 3D 40 to 100 200

I r .~~ - ~ ~ TT-=-2 ~ ~ ~ = = 11;111 I 1 1 IH1111

7 0

200 100 10 W 0. Cot 0.co

GRAIN SIZE UI MILLIMETERS /TESTED BY:_ LAS. INCIHIARGE:


11!^S?oZ ~~~~~~~SIEVE ANALYSIS

Time Readings (min) U.S. S. Sieve Size Size of Openings241r 7hr

45 15 W616 4 1 2 60 40 20 10 *4' 3'41 30 5' 8 el

100, , , , , , , , _

90

_ 70 --.-.- ---------.

( 60 -60 . .__co

:0)

2 40-

30

20

10

0-0.0 00 0.001 0.010 0.100 1.000 10.000 100.000 100 CC

Diameter of Particles in Miflimeters

CLAY SILT SAND GRAVELt I ~ ~~~~~~Fine Med~._Cor. Fine ICoar. COBB LES-

Moisture Dcpth Gs ASTM LL PL Pt

Content(%) B.G.S. (m) Class. (%) (%) (%)7.6 4 N/A SC-SM 20 14 6

Sievc Size 3/4" 3/8"1 14t 1 #10 #40 #o100 #20.''% Passing 83 71 6,2 46 33 21 18

)roject No. G2K1 031 HIBALINE LANDFILL Bor-ing 1

FoUMA LIBAN CONSULT Sample # TP-3

3NGINEERLNG lRef: F4

TOIJtlji B~4GI ;1N£ER IE P4C I4E NO. 0e99.1 4 712-178 1l9, 29 2E13 09:27t,f1 P3

F - Tounin I rigilleerixig- Cr^ ^o <(/1nX & nElClPth L _4Sr , -r o) UJOA IG3S, J'U"'d AST.1 DJ 422

SIEVE ANALYSIS J - ;

DROJECT: 4GAL-tbN LAF4n _LLL : -A REF~ p _

DATE ___

iMATERALDESCRIPTION: cEcrl X,eAA I.Ll fIne, BH. DEPTH. -,

SAKI) c SAMPLE iso.

SIEVE NO. M.M. DCA. RECHTAT % RETAINED % PASSINGRETAINED

WATER CONTENT

b !/s o D toc} CAN NO .

____ b__________O___ WT. (SOIL. CANI

W-T. (SOIL + CAN

__4 H7-~J 0 .3 42 DRY. ZIo _ Lo 0 .715 - :5; -a WT. WATER .J1 3__I .

_______ _____ o______ t L:z. -4 0 w T.(SOIL) DRY .J 2 m s

40 WATER CONTENT !7* %

GO0 ____ I f^40 T_. l; REMARKS .__

l____ ___ . LL,r- - -

J;Wto I__. __

ZTAL SCIL Weioht lgis. TARE WeMight -CLAsSIFICAr,o

U.S. 'TANDARD SIEVE SIZE UNIFIED SOIL CLASSIFICAT1ON SYSTEI.

6' V 3 3 I 7 llr VC' 4 Et 10 16 20 3040 60 100 200

93

00

00

ifFAl I: IN MI M ER IIB0

100 3 ¶0 0 0A1 0.01 o0mA

G3RAIN SIZE IN MILLIMETERS

TE-STED 13Y: __________LAO. INCHAROE:


'l'!'* >~-'~" |SIEVE ANALYSIS

Time Re2dings (Mt) U.S. S. Sieve Size Size of Openings24t. 7P 45 15 60 16 4 1 200 10C 60 40 20 1O 4 12e 3V4' 11 J- s' 6'a-

100- I . ! i ' I I - ,

80 - - --- ~--~------- - ------- --------- ------- --- 7 - ------------------- --

U70 --------. :____-_ _

260

150C:I

O . ..

30

10

0-0. 00 0.001 0.010 0.100 1.000 10.000 100.000 100&0C

Diameter of Particles in Mitlimeters

CLAY | SILT -SAND | GRAVEL CFIne Med. r Fine |Coar.

Moisture flepih Gs ASTM LL PL PI

Content (%) B.G.S. (m) Class. (%) (%) (%)8.235 N/A GC-GM 19 14 5

Sieve Size 3/4" 3/8" #4 #10 #40 #100 #206"% Passing 74 59 52 45 29 20 19

Project No. G2K1031 HBALINE LAN 1DFILL Boring #

TOUMA LIBAN CONSULT Sample #fTP-1,2,3,4

ENGINEERNG Ref: F5

- ^~' Touma Engineering fAY 584570

_~~~~~~~~ _ ";xil4R ......-... l, r o 00~ 635 40%fi-

ASTM D 422

_VE ANALYSIS . J

OJt_CT. L AL -1 ALLD F1I I t LAB REF: PL L l

DJT _ DATEr

llcRfAI- DESCRIPTION:( lreS#5t\\9rOrSt 9'ti rr. lf H. NO.. . DEPTH.

_ _ CRaVFL .L:fit%Coe],, ~~SAMFLE NO. MI> rw. p_~ ::

-VE NJO. AM. DINAED RETAINED % PASSING

CAN NO____ ____ 0)I C) WATER Corn-Em-T

~~~~ A• ~~~~~~~~~~~WT (SO0L CAN)i~~~a~~~ J~~~J 0 - ~~~~WET. C4~~q

Wr. (SOIL . CAN

0t 4 _ DRY. IŽ233;m.

10 WT. _____ 4 wr WATERC) ~~~~WT. CAN4

20 . _ 31 _____ T 6 -(S VrT (SOIL) DRY 11 tL gm$.4C _

WATE ER CONTENT rc;%

GO °7+0 i 7 REMAR _ ___KS:

20 9-45 7 t1, 4 -- aL

t

_ _ ~~~~~~~~~~~CLASSIRtCATIo C

a. MOL Weght gns. TARE V.Weighlt gO

U.S. STAX(OAMW SIEVE SIZE UNIFIEO SOL CLASSlFlON SYST9M

G64X3 11/2V 314' an 4 10 16 20304D0 100 200

90

70

GRAItN SIZE IN MILLIMETERS

TESTED DY:__________________LAS. INCHARGE:

TESTE oY'

. moum: Et4GjI4rEE.Ifc ,pi1U4E 4o. : CD961 4 7i2J-b k.. 29 2g1 139:2b P1

rJ-v 1117 - ,(J~~' (>.-,i rcl 520408 52029a.99

- F Touirna EngineerIng 53

C Ro 1. 1,4& Rr ic'. ; r (0o, l13 J',jn,u-:.

ASTM D 1557-70

MODIFIED PROCTOR TEST J.&-Jl Ji ,!

PROJECT: 1A \S A : -% A t&' IL LA 1S.REFNO. pL IL1 .

CLIENT J (J I DATE

"'EIGHT.OF.I.MOULD 45 5 LO grn . SAMPLE NO. MIfX'_

VOLUME OF MOULD '2 c\ c CC. MOULD NO _

TRIAL NO, 1 1 2 3_4 1VIATER ADDED % 1 C G | __ _ _ _

VJT. SCIL +MOULD (WET) g' __ _ C9Z o3 _5____3 9____ _

WT. WET SOIL gm LG9? 1 _ 4 OI5 03 -IV'/ET DENSrY 3a31%2 2 72?=

CAN NO. X- _ _

WT. SOIL * CAN (WET) gm Q271 J -4 Ž;9 Tc 3'V _

VT. SOIL +CAN (DRY) qm (4* -1U 2a2 -. 74_ ---

'T.OFWATER 1-al l-1____Vr.OFCN g __ O_ A g *7 4F. OF DRY SOLL * 9 Z_l0 6 * 1 ______

'ATERCONTENT %Y 5 7 3 9 lO.L I I c7 __

RYDENSrrY 9/cm3 | 1O | .i13 __2____| i /3

DIL.DESCRIPTlON: xr=lJh bQartn_tX J

AXUJM CRY DENSITY *lgMe3_

7nmUM MOISTURE CONTENT IQ-O

EMARKS: - -

STEDBY, _ ._it : .t.. .jj!-..'.' * |: ::*:: :| - , . ." . ... .. .Sr2flATION_ o*lI______________

FE_ _ _

fNCHARCE:

-E _Z°9 2 *0* l..l 1:! -:1i g t1 l

MOtSThJRE COnENT %

TOUS sG ft41 i-ER1Wj API-FNn FlO.: nCs6G 4 712t'S Fw-. Z9 2E3; 03:30Y1 P I

-- { i R .1 1.:.......

UtxCOU,1t4*EO COt.flVRESSIoN T sr Tyve oi Samnpln fUndi3^twrbed, Iicrnoidod)

t ro jfcr _ _1.2~AL- tNt 8 I4l,2.~1JW__ _ Lob. No. 2LiJ

2Iie,l ___________________ _

Descrion oriato Sail. . s l

ToisC~ir Dty .. D ntc ol TCsZlinc ,___

.irnl 14_'7 ~-~-v~ Area Ao |~ '2 7 > _C Hi. Le, 9 ' A1 A

o1 D St , ,, Wc _ ? iL /v7. ' z - Wct unit wi.

flMor contenl. w% . > Dryunit wl .L. LRC _'2. L2 Q 97

.. _ .. _ _ . . _ _ ~~~~~~~~T . _ _Oesa. ,|A(;tW Sal5.14Iftl -'/1 Tcr,.(

a M I.O.Vd dcu-,m.v;On t ,.U I,C.s Co-roa tolo D., G.eIoloz.z-^o <s;;t ~AL. in "'-.so il'Oo A. Xivlpltt ^wn,

-1 G -t ' _ .. A L:ui a i I . _0 3 A '.. _ _ .r " .L 1C ) load .

2 45£70

10 '5 ____ .__ ,.____ __ _'OC0L0 0IO93.gb i1 - _ _ __

__ ___ O acbo*P o7-~ Fe f3 84 g.;

GO ~~~~'5 0 '060 O-G6e? o'2 t4.2 ;o -;'2 o oe-o o /36 o-i.- fi tet .,. a-O7 o 0 -0706f ''3 w +3 X

____ t 01090 °'083s 47- S'LdO o to &-oqX <,.5mt>0-090 o % G -,;, /4v

.~tfO Cm(u.'.,4. .ten _.. ._A _ '.12 _

85' ____________________s_tret_g_h q _ _4. hesi- o en - q._ __2 _ _ __

>56~~~~- E- 5S141 III -

oY. .__ ___ ~~~~~CHECKEo BY: .

no

j l Ffl z m

U ) fEt t 1 sC

=1 ItWlRl r-- 1 r--n I ;;-''Z7 !>-t ! ! t^ °

tU 1 - - s s -4 - - - -I T II

ro

-C

C) ~~~~~ 22t

IT

9 ~~~~~... . t I w F

o . .~~~~~~~~~ ~i t I _ _- _-

L4 N~~~~~~~~~~

Permeability Testing Results-- THbaline Landfill - Liban Consult

Pressure Gauge Flow Gauge

tes X no:j 1 Hm

St (s) 6t | _ _3

lbr In) O 0

H. (Q) 1.65

_r (QJ 0.05

L ( 15 Wate5 (ableHi

Testing Results:

P. RFad-ngs Flow Pre.s Losses Actual Press Ferneabjlnty

(kg/as) (I/min) (Kg/ 2) (KICg/ K;: (0/rec)

0O00 0.0 0 (47 0. OE*00

1. 00 74.0 0. 35 7. 19 - 6.2E-06

2.00 100. 0 O .G 7 94 7. 6E-063.00 60.0 .2 9. 34 3.9E-062.00 246.0 .1 80.4 1.7E-06I00( 86.0 0.4 7.14 72-t

Graph No: I

Pressure Test ResultsZoO

ISO

140

§20

100

40

20

7 7.5 t 8.5 9 9.5Actual Pressure. Kg/crn2

Permeability Testing Resul ts- baline Landfill - Liban Consult


P. ~ ~ F

.H. o: [ 3

.st-no. | 2

lL (I) [ 45

tt- I.) [ O juin (m,t [ 1.65

0.0r lm) 00 O.O

L() 1.5 Water table

Testing Results

P. Ru,adV.w Flo. Pxess Lo..es Act-l Y..Press -erb1ity

(kg/r2) (1/n.) (Kg/c2) (Kg/-2) t; (r/-ee)

0.00 0.0 0 o 4.67 _ O.OE00

0 0 84.0 0. 2 j 5. 54 9. lE-06

2.00 92.0 0.25 6.49_ 8.5E-O6

30() 99. 0 0. 3 7 .4 4 s .OE-06

2.00 77.0 0.19 6.55 7.1E-06

1.00 76.0 0.19 5.55 _ 8.2E-06

Graph No: 2

Pressure Test Results200

180

160

140

,20

C80-a0 -°1_

40

20

0

s.5 ri S.5 7Actual Pres.:ure, Kg/rrr2

, - Permeability Testing Results- Hbaline Landfill - Liban Consult


L.H.o 3

t.no: 3 Hm

Hm (m) 0165_ r (mt 0.05 Water lable

Htw|

Testing Results.

|i R-ad-uqg Flro. Pr-s Lose.. Acta. Pres Permobility

(kg/c.2) ( 1/IIL1) ( Kg/-Z2) (ICg/C31' ): (./.ec)

0 O00 0 .O 0 2. 87 O.OE400

1.00 86.0 0.15 3.79 1.4E-05

2.00 85.0 0.15 4.79 1 .1E-05

3.00 97. O 0.2 5.74 1. OE-05

2.00 89.0 0. 18 4.76 = 1. 1E-05

1.00 84.0 0.15 3.79 1.3E-OS

Graph No: 3

Pressure Test Results200- I I_I __

160 -

140 -

520 -

100

680

40

20 -

3.5 4 *.S S 5.5 s

Actual Pressure. Kg/crn2

APPENDIX D

Photos

wu- -=-S

~~~~~. ~~ht Wt u el rnhe11

Sonda1e 0

APPENDIX E

Interpretation of the Results of theGeotechnical Investigation

Naturc du sol et du sous-sol

I Aspect g6n&ral

En se basant sur une etude de geologie de surface en se referant sur une carteg6ologique au 1/50000 de la region et appuyee sur une etude approfondie de notreexpert en geologie, il apparait que la succession de couches geologiques de lad6charge de Hbaline situee dans le cours d'eau de Wadi se pr6sente comme suit:

- Une mince couche alluvionnaire d'6paisseur inf6rieure a 3m forme le litmineur de Wadi avec une suite lithologique qui se presente de haut en bas,a partir du fond de la vallee, comme suit.

- Une suite de marno-calcaire et calcaire brun-creme relativement durfinement stratifie. Cenomanien terminal base turonienne.

- Calcaire grossierement stratifie, calcaire de Iite cenomanien superieur.

2 Description litliologique des reconnaissances par carottage continu

a) Situation des sondages

Sondage N X Y Z profondeur1I_ - 32011:4 469 235 36m2 -319926 446 232 64.5m3 - 320267 354 224 66m

b) trois sondages de reconnaissance par carottage continu ont ete execute le long ducours d'eau montrent qu'il s'agit de calcaire et calcaire - marneux durs, fortementfissures et fractures, de couleur brun- creme A passage de calcaire tres compact, dur,de tres bon carottage de couleur grise.

3 Permeabilite des formations

L'execution du sondage No 3 a montre une perte totale d'eau A partir de 10 m, lesautres ne presentent cette particularite.

Les essais lugeons ont donne un coefficient de perm6abilite moyenne de 5.104 m/s ades profondeurs superieures A 45 rnktres, cette permeabilite est consideree comme unevaleur moyenne entre les mat6riaux. etanches et les plus permeables. Elle necessite untraitement supplementaire pour garantir lPtkanch6it6 du site contre toute infiltration delixiviats. Le traitement consisterait en une couche d'argile de 50 a 60 cm, uneg6omembrane, avec les protections geotextile necessaires. L'installations d'unedouble geomembrane (au lieu d'une) nous parait excessif en 6gard a la mise d'unecouche d'argile d'epaisseur suffisante et au fait, qu'A ce jour et sans aucuneprotection aucun cheminement de lixiviats n'a pu atteindre le nappe depuis unevingtaine d'annees

SONDAGES

Sondage N°l

0,0 - 4,5 m calcairc et marno-calcaire, tres broye fortement altere, dur, de couleurbrun-creme.

4,5 - 36m calcaire et marno-calcaire, brun-creme plus ou moins bon carottage apassage de mauvais carottage entre 10,5-12,0 ;18,5-19,5m

Sondage de reconnaissance

Sondage N°2

0,0 - 3,Om pas de recuperation.

3 - 38,5m calcaires et calcairE marneux, tres fissur6 et fracture, fortement alterede couleur brun-cr,rme, recuperation de 25 a 50%.

38,5 - 46,5m calcaire et calcaire marneux identique avec une r6cuperation de 70 a80%.

46,5 - 58m formation identique, mais a 100% de recuperation.

58 - 60m calcaire tres compact et dur de couleur grise.

60 - 61,5m calcaire dur et compact brun-creme tres bon carottage,l00%de r6cup6ration.

61,5 - 64m calcaire identique de couleur grise.

Sondage N°3

0,0 - 3,Om pas de recuperation.

3,0 - 4,5m calcaire fortement fracture, fissure et tres altere de coulcur brun-creme.

4,5 - 6,Om calcaire dur, bon carottage, remplis de paillettes de gypse entre 4 et5m6,0 - 37,5m calcaire dur, fortement alter6 et broye de couleur brun- creme, a

passage de bon carottage entre 18,5 et 21m.

37,5 - 60m calcaire identique, tres bon carottage a passage tres broye entre 49,5-55,5m

PIJITS

Puits N°l

0,0 - 4,0m sables brun-crerne, graviers fin et grossier elements de bois et de fer

4,0 - 4,4m argile sablonneux peu plastique. sable fin et graviers grossier, dechetsde remplissage.

Puits N02

0,0 - 2,Om gravier, sable et :silt brun clair, dechets de remplissage.

2,0 - 3,Om argile sablonneux brun-grisatre peu plastique, graviers grossiers,dechets de remplissage.

3,0 - Sm argile brun clair peu plastique, sable et graviers grossiers, dechets deremplissage.

Puits N°3

0,0 - I,Om silt et sable tres fin brun-grisatre dechets de remplissage.

1,0 - 3,Om argile et silt brun-clair, moyennement plastique graviers etsable, dechets de remplissage.

3,0 - 4,00m argile et silt brun grisatre peu plastique graviers et sable, dechets deremplissage

Puits N°4

0,0 - 2,8m argile et silt brun clair peu plastique, sable et graviers, dechets deremplissage.

Annexe 1: Documents Relatifs a la consultation Publique

ANNEXE I

Documents Relatifs a la consultation Publique

L \ComnionFoider\Office\Sw\6923\document\report\EIA Jbeil -Avril 2002\ImpJbeil5.doc 125

C-

A19~ )'zi 1,~y J, 4Public consultation ) J

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Fire Zone (Before)

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16~~~~~~~,

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Annexe J: Dossier plans

ANNEXE J

Dossier Plans

1I \ConimonFolder\Office\Sw\6923\document\report\FL% Jbeil -Avril 2002\ImpJbeil5.doc 126