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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.
CLIENT: Liban Consult G2K1031
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, R22 89 13 Coring at 31.5m
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
PROJECT: Soil Investigation at Hbaline PROJECT No.
CLIENT: Liban Consult G2K11031
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.
CLIENT: Liban Consult G2K1031
- 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-
CLIENT: Liban Consult G2K1031
- i @ t u S RemarKs
|~~ ~~~~ ~~~~~~~~~~~~~~~~ _ a. th Er EL
27 Ditto, R17 25 0 Coring at 27.tm
28
Ditto, R18 13 0 Coring at 28.5m
21
Ditto, R19 19 0 Coring at 30. Om
Ditto, R20 32 0 Coring at 31.5m
Grey limey Marl1sone R21 30 a Coring at 33.0m
Ditto, R22 40 0 Coring at 34.5m
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
CLIENT: Liban Consult G2K1031
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
Ditto, R26 77 0 Coring at 40.5m
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
Ditto, R4 77 0 Coring at 7.5m
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
Test Boring Log SHEET 3 OF 7
'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
PROJECT: Soil Investigation at Hbaline PROJECT No.
CLIENT: Liban Consult G2K1031
- ' -- 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, R21 100 0 Coring at 33.0m
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
Test Boring Log SHEET 5 OF 7
PROJECT: Soil Investigation at Hbaline PROJECT No.
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.
CLIENT: Liban Consult G2K1031
_ , - ~ ~~~~~~~~~~- 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
Ditto, R30 100 27 Coring at 46.5m
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
Ditto, R34 100 0 Coring at 52.5m
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
PROJECT: Soil Investigation at Hbaline PROJECT No.
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
Ditto, R36 100 7 Coring at 55.5m
5
Ditto, R37 100 7 Cori ng at 57.Om
5 $
Ditto, R38 100 17 Coring at 58.5m
;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' +
- -
PARTICLE SIZE ANALYSIS
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:
PARTICLE SIZE ANALYSIS
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:
PARTICLE SIZE ANALYSIS
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:
PARTICLE SIZE ANALYSIS
'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
Pressure Gauge Flow Gauge
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
Pressure Gauge Flow Gauge
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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Solid Waste in the Dump General View of the Dump
Hbaline Dump (Continued)
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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