geotechnical exploration shahabi dam final2

Engineering Consultancy Bureau / College of Engineering / Al-Mustansirya University

August, 2009 Shahabi Dam / Wassit Governorate

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1. INTRODUCTION 1.1 Authorization This investigation was undertaken according to the contract signed on May 2009 between the client, General Commission for Dams and Reservoirs of the Ministry of Water Resources, and the contractor, Engineering Consultancy Bureau, University of Al-Mustansiriya. . 1.2 Site Location The area of the present study is located in Wassit Governorate in

the south east of Baghdad. The city of Kut, centre of Wassit, is

located about 170 km south east of Baghdad. An earth dam,

Shahabi Dam, is proposed for construction in this location.

Google earth program is used to show a scale picture for the job

site area as shown in Fig. 1.

Fig. 1 Dam Location with respect to the Kut City (Earth Google Picture with Scale)

1.3 Purpose of Soil Investigation The main purpose of the site exploration is to determine



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subsurface conditions at the project site, evaluate these

conditions with respect to the proposed construction and to

make engineering recommendations for site preparation,

and foundations. Furthermore, to obtain soil design

parameters that may be used in the civil and structural

design of facilities at the project site. Consequently, the

purposes of the exploration program can be summarized

as follows:

1. To identify the subsoil engineering, physical and

chemical properties up to certain predetermined depth.

2. To estimate the allowable bearing capacity and the

compressibility of the soil for the purpose of the most

safe and economic foundation design.

3. To suggest the pile type and to estimate the pile

capacity if piles are found to be a suitable alternative for

the foundation in the site.

4. To investigate the validity of the site as a foundation to

support the proposed structure.

5. To fid out the suitable areas to be used as quarries for

the construction of embankments and earth dams.

2. FIELD EXPLORATION

2.1 Boreholes location The purpose of the present project is to find out the nature

and engineering properties of the soil strata beneath the

proposed dam, also to investigate the soil properties of the proposed quarries. To achieve this purpose, six boreholes

were drilled in each site. They are numbered 1 to 6. The

depth of the boreholes ranged from 15 to 25 m. Ten test pits

were excavated, three in a site proposed for a quarry

containing gravel, three in a site proposed for a quarry



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containing sand and four in a site proposed for a quarry

containing clay. Figure 2 shows a layout of the holes in the

dam site.

Fig. 2 Boreholes Location with respect to the Shahabi River (Earth Google Picture with Scale)

Fig. 2-B Boreholes Location with respect to the Dam Axis

The G.P.S coordination of each borehole is indicated in

Table 1.



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Table 1. G.P.S Coordination of the Six Boreholes

B.H No. G.P.S Coordination

E N 1 46o17.751 32o50.647 2 46o17.734 32o50.687 3 46o17.780 32o50.720 4 46o17.715 32o50.720 5 46o17.670 32o50.772 6 46o17.670 32o50.754

2.2 Method of Drilling and Sampling Core rotary driving was used for advancing the hole. Thin

walled samplers, 102 mm diameter (Shelby tubes) as well

as cores were employed for obtaining undisturbed samples

of high quality when a clayey material is encountered. The

tubes were hydraulically jacked into the ground. Disturbed

samples were collected from the auger.

The Shelby tubes were covered from both ends with wax;

disturbed and undisturbed samples were labeled and

placed in wooden boxes.

The core recovery percent (C.R. %) was used earlier to indicate the quality of rock (Bowles, 1996). Recently the Rock Quality Designation (RQD %) is being used as an index of the quality of a rock mass. However these measures are not used for clay and sand. The ground layers encountered in the present investigation were silty sand and silty clay with some gravel. Therefore the C.R. % and the RQD % were not of significance. Description of soils (Visual - Manual Procedure) has been

carried out in accordance with local codes and ASTM D

2488.

The test pits were excavated to a depth of around 3 m using

both mechanical and manual methods. Samples were

extracted from the pits in intervals of 1 m in depth.

Photographs of field work are available in Appendix E.



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2.3 Field Tests 2.3.1 Field Permeability tests Constant Head Test

A constant head is maintained through an open end pipe

casing as shown in Fig. 3. The test is begun by adding clear

water through a metering system to maintain gravity flow at

a constant head. In tests above the water table (Fig 3-B)

stable, constant level is rarely obtained and a surging of the

level within a few tenths of a foot at a constant rate of flow

for about 5 minutes is considered satisfactory.

If it is desired to apply pressure to the water entering the

hole, the pressure, in units of head, is added to the gravity

head. Measurements of constant head, constant rate of flow

into the hole, size of casing pipe, and elevations of top and

bottom of casing are recorded.

However, in the present procedure the permeability test

was conducted successively during drilling stages. The

water was confined between the hole end and the bottom

level of the casing therefore the following equation was

used to calculate the permeability;

where k = permeability

Q = constant rate of flow into the hole

r = internal radius of casing, and

H = differential head of water

L = length of portion of the hole tested

Table below presents classification of the range of

permeability by various degree adopted after Terzaghi and

Peck.

10rL r

Lln

LH2

Qk



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Degree of Permeability Range Coefficient of

Permeability , k, cm/s

High > 10-3

Medium 10 -1 – 10-3

Low 10-3 – 10-5

Very Low 10-5 – 10-7

Impervious < 10-7

Appendix -D- presents the field permeability tests records.

2.3.2 Standard Penetration Test (SPT) The test is standardized as ASTM D 1586. Technical details

on the equipment are available elsewhere. The procedure

is summarized as:

1) Driving the standard spilt-barrel sampler of dimensions

51mm (OD) a distance of 460 mm (18in) into the soil at the

bottom of the boring using a falling mass.

2) Counting the number of blows to drive the sampler the

last 305 mm (12 in) to obtain the N number.

3) Using a 63.5 kg (140 1b) driving mass (or hammer)

falling free from a height of 760 mm (30 in).



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The boring log shows ‘refusal” and the test is halted if

1- 50 blows are required for any 150 –mm increment.

2- 100 blows are obtained.

3- 10 successive blows produce no advance.

The results of this test are widely correlated to the various

soil properties. Bowles (1996) reported that 85 to 90 percent

of conventional foundation design in North and South

America is made using the SPT. 2.4 Standards

Table (2) presents the standards that have been adopted for

field works.

Table (2) Standards for Field Exploration

Work description The Standard Practice for using hollow stem

augers for Geotechnical

Exploration and Sampling

ASTM D-6151

Test method for penetration Test

and Split-Barrel sampling of soil ASTM D-1586

Practice for thin walled tube

Sampling of cohesive soils ASTM D-1587

Practice of Preserving and

Transporting soil samples ASTM D-4220

Practice for description and

Identification of soils ASTM D-2488

Field permeability tests in

boreholes

Earth Manual

Designation E-18

3. LABORATORY TESTING 3.1 Types of Tests The soil tests were selected to cover the information

required for adequate design of the dam. Soil

characteristics such as, index properties, grading, shear



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strength, compressibility, compaction and chemical

contents were obtained using the following types of testing:

1) Classification tests

- Liquid Limit (L.L) - Plastic Limit (P.L) fine- grained soil

-Hydrometer testing - Sieve testing - Water content (w) and density (γ) determination

2) Consolidation (compressibility) test (for fine-grained

soil)

3) Shear strength tests

- Unconfined compressive test (qu) (for fine-

grained soil)

4) Chemical tests - CaCO3 content

- Organic matter content (OM)

- Gypsum Content

- Total Soluble Salts

5) Compaction tests (only for samples from the test pits).

Photographs of Laboratory work are available in Appendix

E.

3.2 Standards

Laboratory tests were carried out in accordance with the standards given in Table (3)

Table (3) Standards for Laboratory Testing.

Test The Standard Naturel Moisture Content (wc) ASTM D-2488 Unit Weight (γwet , γdry ). ASTM D-2488 Specific Gravity ( GS) ASTM D-854 Liquid and Plastic Limits ( L.L , P.L )

ASTM D-4318

Grain Size Analysis ASTM D-422 One- Dimensional Consolidation (e° , cc , cr , Pc )

ASTM D-2435

Unconfined Compression Test ASTM D-2166 Organic content ASTM D-2974 SO3 BS 1377 CO3 ASTM D4373



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3.3 Presentation of Test Results A description of the type of soil encountered together with

the values of the measured permeability and the standard

penetration resistance is given in the Borehole Logs of

Appendix A. A soil profile (geological section) is also given.

The test results for each borehole are presented in the form

of a data sheet (table) and given in Appendix B. 4. ANALYSIS of RESULTS 4.1 Subsurface Condition The relative density of sand and the consistency of clay

(Table 4) are determined using SPT results in accordance

with the recommendation of Terzaghi and Peck.

Table (4) Correlation of N- Values with Soil Properties

Sands Clays No. of

blows per 30 cm (1 ft)

Relative Density

No. of blows per 30 cm (1

ft) Consistency

0-4 Very loose 0-2 Very soft 4-10 Loose 2-4 Soft

10-30 Medium 4-8 Medium 30-50 Dense 8-15 Stiff

>50 Very

Dense 15-30 Very Stiff

>30 Hard

Figure 2 shows that Bhs 1, 2, 4, and 5 are located on the dam

axis; BH6 is slightly shifted toward the downstream whereas

BH3 is located in the upstream area. The borehole logs of

Appendix A indicate that the soil layers beneath the dam

axis are characterized by heterogeneity. While the silty

clay (with sand) dominates the ground in the location of BH1

with the permeability (k) slightly higher than 10-5 cm/s,

sandy silt and silty sand (with gravel) take over in the

location of BHs 2 and 4 with k in the range of approximately

10-3 to 10-5 cm/s. Silty clay (with sand) appears again in the



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location of BHs 6 and 5 with k approximately in the range of

10-4 to 10-6 cm/s. The designer should take this

heterogeneity beneath the axis into account. Cement

injection may be carried out in the zones where k is less

than 10-4 cm/s. The soil profile along the dam axis, given in

Appendix A, demonstrates a clear picture of this

configuration.

In the upstream the picture is different, down to 10 m depth

the soil is either "silty gravel with sand" or "silty sand with

gravel" with permeability (k) in the range of approximately

10-2 to 10-3 cm/s. As it is generally known, if the coefficient

of permeability of the soil lies between about 10-4 and 10-6

cm/sec, no injection procedure is satisfactory; this indicates

that cement injection should be considered in the upstream

area. However, the employment of an impermeable

upstream blanket is recommended to further reduce the

seepage underneath the dam. Any measure designed to

lengthen the seepage path will result in a partial reduction

in under seepage. In the depth 10 to 15 m the soil upstream

is silty clay (with sand and gravel) with k about 10-6 cm/s.

The SPT results reflected the same heterogeneity noted

above. On right and left of the dam axis (zones dominated

by silty clay) the SPT count (N) is mostly higher than 50

marking a hard consistency. Mid of the dam axis (zones

dominated by silty sand), the value of N is in the range of 13

to 38 marking a medium to dense continuum

A filter should be used in the downstream end to act as an

interceptor, keeping the downstream slope in an

unsaturated state. The use of a clay core is highly

dependent on the dam size, head and the detailed design.

The difference between water table depths is attributed to

the difference between the natural ground elevations

between boreholes. In addition, it appears that the

measured water level does not always represent a true

underground water level. The existence of pockets of low

permeability may cause the confinement of water at

different levels.



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4.2 Test Results The tables of test results are given in Appendix B.

The unified soil classification of the tested ground at the left

and right of the dam axis is mostly of the CL (clay of low

plasticity) type. At the middle of the axis the ground is

mostly of the SM (silty sand) type. Upstream, the ground is

mostly of the SM and GM (silty gravel) type

The grading details are given in the tables besides the

Atterberg limits. The values of the plasticity index do not

indicate significantly expansive clay specially when taken

into consideration that the Atterberg limit tests are

conducted on the clayey part excluding the gravels.

The carbonate content is generally within 10% except few

locations where it exceeded 20% which indicates that the

soil is somewhat calcareous. The total soluble salts are

generally within 10%; this may cause slight gradual

subsidence during the service life of the dam.

. The percents of organic material are acceptable.

Therefore, future creep (secondary compression) is not

expected. However, tie beams for isolated shallow

foundations, if required, are recommended to account for

environmental changes or accidents which may cause

differential settlement.

In reference to gypsum content, BHs 2, 3, 4 and 5 did not

show appreciable content. However, at depths of 10 and15

m in BH 1, the laboratory Engineer noted pockets of

accumulated white material which upon testing appeared to

be gypsum (up to 56.9%). Other tested samples in the same

hole did not reveal significant content except at 13.5 m

where the content was 12.47%. High amounts of gypsum

(e.g. 27.5% at 10 m and 45.5% at 19.5 m) are also noted in

BH 6 but not all the tested specimens. It appears that only

the clayey soil showed localities of high gypsum content. It

is not possible to judge if the gypsum exists or not in the

zone between the present boreholes unless more holes are

executed or may be relied to some geophysical

procedures. The latter are not accurate for this purpose.



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It is recommended to use sulphate-resisting cement for

foundation work.

The high gypsum content, the ground heterogeneity and

the total soluble sulphate, all these lead us to the

recommendation of employing an advanced monitoring

system to record the movements of the dam during the

service life.

4.3 Bearing Capacity The standard penetration results of all boreholes have been

considered. As mentioned in section 4.1 the values of N at

the middle of the dam are less than those at the right and

left, reasonable representative value should be adopted.

The value of (N) has been employed to calculate the

allowable bearing capacity (qa) using the chart of Terzaghi

and Peck given below (Fig. 4). The obtained value has been

incorporated with the value calculated from Terzaghi

Theory based on the angle of internal friction (Φ) as

estimated from the value of N using the correlation chart

also shown below.

Terzaghi equation takes the form;

The calculated values should be considered in conjunction

with engineering judgment and taking into account the site

heterogeneity and the existence of gypsum. The value of the recommended net allowable bearing

capacity is:

qa = 120 kN/m2 ~ 12 Ton/m2

depth footingD

widthfootingB

factorscapacity bearing are N andN ,N

densityγ

cohesionc

capacity bearing ultimateq where

γDNBN0.5cNq

qγc

u

qcu



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However, it is also recommended for all the main shallow

foundations to be placed below 1.5 m depth otherwise strict

measures should be taken to ensure the rigidity of the

foundations.

25

30

35

40

45oφ

0 10 20 30 40 50 60N

Approximate relation between N and φ

Fig. 4 Correlations for estimation of allowable bearing capacity

from SPT 4.4 Soil Compressibility and Collapsibility SPT results indicate that the encountered layers possess

significantly varied strength ranging from hard clayey soil

to medium sandy soil. Thus, immediate settlement may

vary along the dam axis.

It is known that the SPT allowable bearing pressure chart is

based on settlement considerations. The immediate

settlement will then remain less than 25 mm as far as the

pressure is less than that specified in the chart unless salt

dissolution takes place.

Immediately after construction and application of loads the

differential settlement will primarily depend on the rigidity

of the structure. For isolated footings the differential

settlement primarily depends on the tie beams. However,

most building codes specify the tolerable differential



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settlement as being more than 25 mm. Such a value is not

presently expected because the total settlement is already

less than 25 mm.

Time after construction differential settlement may result

due to leak of water from tanks or broken pipes, thereby

high maintenance performance should be provided.

The values of the compression index obtained from the

consolidation tests are low; therefore the consolidation

settlement is not expected to be significant. Also, the soil

has no indication of significant swelling characteristics.

The collapsibility of the soil results from the existence of

cementing materials which softens or dissolves on the

arrival of water. Collapsible behavior may take place due to

the existence of high gypsum content in certain zones.

Therefore, movements of the dam should be monitored in

order to take fast actions, when necessary, like soil grouting

during the service life of the dam.

5. QUARRIES

In order to ascertain the existence of nearby raw materials

for the construction of the dam, an investigation was

conducted to find out the available quarries near the dam.

The number of quarries test pits was ten. The depth of each

pit was bout 3m. Gravelly, sandy and clayey quarries were

found.

Samples were extracted every 1m. Grading tests have been

conducted on all the samples. In addition, compaction and

chemical tests have been performed on the clay in order to

determine the maximum dry density and optimum moisture

content and ascertain the suitability of the material. The test

results are given in Appendix C. The designer of the dam

may review this information in order to approach an

economical design according to the requirements of each

dam. Fig. 5 below shows the location of gravel, sand and

clay quarries and their approximately area with respect to

the shahabi dam location.



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Fig. 5 Quarries Location with respect to the Shahabi Dam (Earth Google Picture with Scale)



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6. CONCLUSIONS AND RECOMMENDATIONS

1) The ground of the dam site is characterized by

heterogeneity. Both the type of soil and the strength

varies significantly along the dam axis. Hard silty

clay dominates on the right and left whereas medium

to dense silty sand dominates on the middle of the

dam axis.

2) The permeability coefficient also varies along the

dam axis but generally of low value. Differently the

upstream permeability is in the range of

approximately 10-2 to 10-3 cm/s with the ground

being sandy and gravelly.

3) Cement injection should be considered particularly

in the upstream area.

4) It is recommended to use an impermeable upstream

blanket extending a sufficient distance on the

upstream side.

5) The net allowable bearing capacity of the site may be

taken as 120 kN/m2. The depth of main footings is

preferably deeper than 1.5 m.

6) In two of the boreholes the gypsum content is high,

up to 56.9 %, at certain depths below the dam axis.

The total soluble salts are generally within 10%.

7) It is recommended to employ an advanced

monitoring system to record the movements of the

dam during the service life.

8) It is recommended to use sulphate-resisting cement

for foundation work; the shallow foundation in contact

with soil may also be protected using two layers of

tar coat. The strength (fc`) of the used concrete is

preferably not less than 30 MPa.



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9) Near to the site of each dam, clayey, sandy and

gravelly quarries are found.

10) No significant amount of gypsum was found in the

clay quarries soil. Therefore; may the quarries

material be used, as convenient.

Geotechnical Eng. Geotechnical Eng. Prof. Geotecnical Eng. Gitath A. S. Al-Sharifi Mohammed H. Al-Dahalki Dr. Raid R. Al-Omari

7. REFERENCES

1. American Society for Testing Materials (ASTM),

1989.

2. Peck, R., Hansen, W. and Thornburn, T. Foundation

Engineering. John Wiley & Sons, 1974.

3. Bowles, J.E., Foundation Analysis and Design, 5th

Edition, 1996.

4. Lambe, T.W.and Whitman, R.V., “Soil Mechanicals

“John Wiley & Sons, Inc., 1969.

5. Teng,W.C. " Foundation Design ", Prentice Hall ,

New Jersey , 1974.

6. Terzaghi , K.and Peck , R.,B.,"Soil Mechanics in

Engineering Practice" ,1967

7. Tomlinson, M.J., Foundation Design & Construction,

Pitman, 3rd Edition, 1975.

10. Singh, B. and Prakash, S. (1970). Soil mechanics

and Foundation Engineering. New Chand and Bros

Rookee.

11. Earth Manual (1980) U.S. Department of the Interior

Water and Power Resources Service.

12. "Dam Foundations" Commission International des

Grands. Bds Haussmann, 75008 Paris, 2000.


August, 2009 Al-Shahabi Dam / Wassit Governorate

A0

APPENDIX A

Borehole Logs (Boreholes + Quarries)

& Geological Cross Section

for Dam Axis



A1



A2



A3



A4



A5



A6



A7



A8



A9



A10



A11



A12



A13



A14



A15



A16



A17



A18



B0

APPENDIX B Tables of Test Results

BOREHOLES (1-6) &

SPT – Records

U – Undisturbed Sample D- Disturbed Sample SS- Split Spoon Sample C – Core Sample



B1

Borhole No. :1 Depth:25

Sample Index properties w.c %

Dry Density kN/m3

Gs

Grain size analysis Consolidation Test qu

kPa

Chemicals tests No. Depth

(m) Typ

e L.L %

P.I %

USCS Grav. %

Sand %

Silt %

Clay %

eo Pc, kPa Cc Cr

T.S.S %

CaCo3 %

O.M %

Gyp. %

1 0.0-1.5 C - - SM - - 2.66 - 65.2 34.8 - - - - - - - - - 2 1.5-3.0 C 46.81 25.01 CL - - - - - - - - - - - - - - - - 3 3.0-3.5 US - - CL 15.3 16.74 2.69 - - - - 0.576 115 0.102 0.009 134 - - - - 4 3.5-4.0 SS 40.32 20.9 CL - - 2.68 - - - - - - - - - 8.02 24.03 2.31 1.93 5 4.0-5.5 C - - CL - - - - - - - - - - - - - - - - 6 5.5-6.0 US - - CL 17.1 17.07 2.67 - - - - 0.534 121 0.113 0.012 145 - - - - 7 6.0-6.5 SS 45.24 23.08 CL - - 2.68 0 12.6 55.6 31.8 - - - - - 7.82 10.71 1.73 2.08 8 6.5-8.0 C 38.86 20.66 CL - - - 0 12.4 87.6 - - - - - - - - - 9 8.0-9.5 C - - CL - - - - - - - - - - - - - - - -

10 9.5-10 SS - - CL - - 2.67 0 41.4 58.6 - - - - - - - - 28.2 11 10-11.5 C 39.62 20.72 CL - - - 0 23.5 76.5 - - - - - - - - - 12 11.5-13 C - - CL - - - - - - - - - - - - - - - - 13 13-13.5 SS - - CL - - - 0 33.6 66.4 - - - - - 13.04 7.12 6.0 12.47 14 13.5-15 C 39.93 19.82 CL - - - - - - - - - - - - - - - 56.9 15 15-16.5 C - - CL - - 2.67 0 28.2 36.4 35.4 - - - - - - - - - 16 16.5-17 SS - - CL - - - - 44.9 55.1 - - - - - - - - - 17 17-18.5 C 40.86 21.04 CL - - - - 7.1 92.9 - - - - - - - - - 18 18.5-20 C - - CL - - - - - - - - - - - - - - - - 19 20-20.5 SS - - CL - - 2.68 0 12.1 48.6 39.3 - - - - - 12.05 13.65 2.36 6.77 20 20.5-22 C 40.84 20.18 CL - - - - 5.4 94.6 - - - - - - - - - 21 22-23.5 C - - CL - - - - - - - - - - - - - - - - 22 23.5-24 SS 34.84 17.54 CL - - 2.68 - 6.7 93.3 - - - - - 9.08 8.34 1.81 1.30 23 24-25.5 C - - CL - - - - - - - - - - - - - - - -

W.T = 12.0 m



B2



Dry Density kN/m3

Gs Grain size analysis Consolidation

Test qu kPa

Chemicals tests

No. Depth (m)

Type

L.L %

P.I %

USCS Grav. %

Sand %

Silt %

Clay % eo

Pc, kPa Cc Cr

T.S.S %

CaCo3 %

O.M %

Gyp. %

1 0.0-1.5 C - - SM - - - - - - - - - - - - - - - - 2 1.5-3.0 C - - SM - - - - 51.2 48.8 - - - - - - - - - 3 3.0-3.5 SS - - SM - - 2.66 2.9 78.3 18.8 - - - - - - - - - 4 3.5-5.0 C - - SM - - - - 79.6 20.4 - - - - - - - - - 5 5.0-6.5 C - - SM - - - 30.0 56.6 15.4 - - - - - - - - - 6 6.5-7.0 SS - - SM - - - 8.5 75.4 16.1 - - - - - 7.19 8.32 2.05 4.73 7 7.0-8.5 C - - SM - - 2.67 - 76.3 23.7 - - - - - - - - - 8 8.5-10 C - - SM - - - - - - - - - - - - - - - - 9 10-10.5 SS - - SM - - - 1.2 77.1 21.7 - - - - - 9.53 9.43 0.71 2.61

10 10.5-12 C - - SM - - - 73.4 26.6 - - - - - - - - - 11 12-13.5 C - - SM - - 2.67 74.4 25.6 - - - - - - - - - 12 13.5-14 SS - - SM - - - 15.2 62.6 22.2 - - - - - - - - - 13 14-15.5 C - - SM - - - - - - - - - - - - - - - - 14 15.5-17 C - - CL - - 2.68 29.6 11.2 32.8 26.4 - - - - - - - - - 15 17-17.5 SS - - CL - - - 24.8 9.4 65.8 - - - - - 7.66 13.65 1.82 1.91 16 17.5-19 C 36.32 18.78 CL - - 2.68 - - - - - - - - - - - - - 17 19-20.5 C - - CL - - - - - - - - - - - - - - - -

W.T = 5.20 m



B3



Dry Density kN/m3

Gs Grain size analysis Consolidation Test qu

kPa


(m) Typ

e L.L %

P.I %

USCS Grav. %

Sand %

Silt %

Clay % eo

Pc, kPa Cc Cr

T.S.S %

CaCo3 %

O.M %

Gyp. %

1 0.0-1.5 C - - GM - - - 47.3 42.5 10.2 - - - - - - - - - 2 1.5-3.0 C - - SM - - - 37.1 50.8 12.1 - - - - - - - - - 3 3.0-3.5 SS - - GM - - - 41.6 45.2 13.2 - - - - - 8.04 11.01 0.52 1.02 4 3.5-5.0 C - - SM - - - 31.4 56.1 12.5 - - - - - - - - - 5 5.0-6.5 C - - GM - - - - - - - - - - - - - - - - 6 6.5-7.0 SS - - GM - - - 43.7 39.9 16.4 - - - - - 7.61 8.73 1.28 3.71 7 7.0-8.5 C - - SM - - - - - - - - - - - - 8 8.5-10 C - - SM - - - 33.6 45.5 20.9 - - - - - - - - - 9 10-10.5 SS - - SM - - - - - - - - - - - - - - - -

10 10.5-12 C - - CL - - 2.68 17.2 14.8 33.3 34.7 - - - - - - - - - 11 12-13.5 C - - CL - - - - - - - - - - - - 9.27 10.66 1.05 2.06 12 13.5-14 SS 39.99 20.91 CL - - - 15.3 14.6 70.1 - - - - - - - - - 13 14-15.5 C - - CL - - 2.68 13.1 13.8 34.1 39.0 - - - - - - - - -

W.T = At the Ground Surface



B4

Borhole No. :4 Depth:15 Sample Index properties w.c

% Dry

Density kN/m3


kPa


(m) Type L.L

% P.I %

USCS Grav. %

Sand %

Silt %

Clay % eo

Pc, kPa Cc Cr

T.S.S %

CaCo3 %

O.M %

Gyp. %

1 0.0-1.5 C - - SM - - - 39.1 51.2 9.7 - - - - - - - - - 2 1.5-3.0 C - - SM - - - 37.8 48.9 13.3 - - - - - - - - - 3 3.0-3.5 SS - - SM - - - 35.6 49.6 14.8 - - - - - 7.91 8.33 0.83 2.09 4 3.5-5.0 C - - SM - - - 47.1 40.2 12.7 - - - - - - - - - 5 5.0-6.5 C - - SM - - - 42.5 41.3 16.2 - - - - - - - - 6 6.5-7.0 SS - - SM - - - 33.2 52.3 14.5 - - - - - 8.24 4.02 1.01 3.62 7 7.0-8.5 C - - SM - - - 34.5 52.4 13.1 - - - - - - - - - 8 8.5-10 C - - GM - - - 52.7 39.1 8.2 - - - - - - - - - 9 10-10.5 SS - - SM - - - 23.6 33.6 42.8 - - - - - 6.28 7.41 1.15 2.03

10 10.5-12 C 36.20 18.31 CL - - 2.68 6.8 18.3 43.7 31.2 - - - - - - - - - 11 12-13.5 C - - CL - - - - - - - - - - - - - - - - 12 13.5-14 SS 37.42 19.01 CL - - - - - - - - - - - - 5.13 24.99 3.00 1.72 13 14-15.5 C - - CL - - 2.68 8.9 14.8 46.7 29.6 - - - - - - - - -

W.T = At the Ground Surface



B5



Dry Density kN/m3

Gs

Grain size analysis Consolidation Test qu

kPa

Chemicals tests No.

Depth (m)

Type

L.L %

P.I %

USCS Grav%

Sand %

Silt %

Clay %

eo Pc, kPa Cc Cr

T.S.S %

CaCo3 %

O.M %

Gyp. %

1 0.0-1.5 C 36.62 19.21 CL - - - - - - - - - - - - - - 2 1.5-3.0 C - - CL - - 2.68 0 21.3 49.2 29.5 - - - - - - - - - 3 3.0-3.5 US - - CL 12.4 18.01 2.66 - - - - 0.449 88 0.101 0.008 100 - - - 4 3.5-4.0 SS 35.35 18.76 CL - - - 0 33.4 66.6 - - - - - 8.66 7.57 2.01 3.03 5 4.0-5.5 C - - CL - - - 0 22.7 77.3 - - - - - - - - - 6 5.5-7.0 C - - CL - - 2.69 0 20.8 45.8 33.4 - - - - - - - - - 7 7.0-7.5 US - - CL 21.7 16.63 2.68 - - - - 0.581 109 0.138 0.011 141 - - - - 8 7.5-8.0 SS - - CL - - - 0 6.7 53.0 40.3 - - - - - 8.71 12.31 1.02 1.51 9 8.0-9.5 C 42.91 22.65 CL - - 2.67 0 12.9 87.1 - - - - - - - - -

10 9.5-11 C - - CL - - - - - - - - - - - - - - - - 11 11-11.5 US 44.96 23.98 CL 20.7 16.92 2.68 - - - - 0.554 138 0.147 0.010 176 - - - - 12 11.5-12 SS - - CL - - - - - - - - - - - 7.74 10.02 1.25 2.19 13 12-13.5 C - - CL - - 2.69 0 14.3 45.5 40.2 - - - - - - - - - 14 13.5-15 C 39.9 20.1 CL - - 2.66 0 17.4 82.6 - - - - - - - - - 15 15-15.5 US - - SM 21.2 - - - - - - - - - - - - - - - 16 15.5-16 SS - - SM - - 2.67 0 54.7 45.3 - - - - - 9.75 9.72 2.06 1.31 17 16-17.5 C - - CL - - - - - - - - - - - - - - - - 18 17.5-19 C - - CL - - 2.69 0 20.4 43.8 35.8 - - - - - - - - - 19 19-19.5 SS - - CL - - - - - - - - - - - - - - - - 20 19.5-21 C - - CL - - - - - - - - - - - - - - - - 21 21-22.5 C 36.47 18.85 CL - - 2.66 0 22.7 77.3 - - - - - - - - - 22 22.5-23 SS - - CL - - - - - - - - - - - - 4.52 28.42 2.33 1.29 23 23-24.5 C 41.5 21.05 CL - - - 0 25.0 44.2 30.8 - - - - - - - - - 24 24.5-25 US - - CL 23.4 16.16 2.68 - - - - 0.627 154 0.176 0.012 196 - - - - 25 25-25.5 SS - - CL - - 2.67 0 38.1 40.3 21.6 - - - - - 17.07 18.87 1.39 15.98

W.T = 6.50 m



B6



Dry DensitykN/m3


kPa


(m) Typ

e L.L %

P.I %

USCS Grav.%

Sand%

Silt %

Clay% eo

Pc, kPa Cc Cr

T.S.S %

CaCo3 %

O.M %

Gyp. %

1 0.0-1.5 C 32.98 16.18 CL - - 2.68 0 28.1 71.9 - - - - - - - - - 2 1.5-3.0 C 44.94 22.84 CL - - - 0 13.2 86.8 - - - - - - - - - 3 3.0-3.5 US - - CL 14.8 16.61 2.67 - - - - 0.577 97 0.101 0.007 115 - - - - 4 3.5-4.0 SS - - CL - - - - - - - - - - - - - - - - 5 4.0-5.5 C - - CL - - 2.68 0 - 61.2 38.2 - - - - - - - - - 6 5.5-7.0 C 48.16 23.92 CL - - 2.69 - - - - - - - - - - - - - 7 7.0-7.5 US - - CL 24.9 15.73 2.67 - - - - 0.665 90 0.175 0.011 101 - - - - 8 7.5-8.0 SS - - CL - - 2.69 0 11.8 51.2 37.0 - - - - - 7.54 8.22 1.59 1.29 9 8.0-9.5 C 42.58 21.97 CL - - - 0 10.5 89.5 - - - - - - - - - 10 9.5-10 SS - - CL - - - 0 38.8 61.2 - - - - - 8.25 6.31 2.5 27.5 11 10-11.5 C - - CL - - - - - - - - - - - - - - - - 12 11.5-13 C - - CL - - - - - - - - - - - - - - - - 13 13-13.5 US 48.67 24.56 CL 23.7 16.15 2.70 - - - - 0.640 86 0.151 0.010 95 - - - - 14 13.5-14 SS - - CL - - 2.69 0 20.1 49.8 30.1 - - - - - 15.87 20.7 2.4 11.39 15 14-15.5 C 37.99 19.79 CL - - - 0 22.2 77.8 - - - - - - - - - 16 15.5-16 SS - - SM - - - 0 51.4 48.6 - - - - - - - - - 17 16-17.5 C 39.82 20.11 CL - - 2.68 0 31.8 68.2 - - - - - - - - - 18 17.5-19 C - - CL - - - - - - - - - - - - - - - - 19 19-19.5 SS - - SM - - - 0 59.6 40.4 - - - - - 20.22 12.03 0.98 45.5 20 19.5-21 C - - SM - - - - - - - - - - - - - - - - 21 21-21.5 US - - SM 23.6 - - - - - - - - - - - - - - - 22 21.5-22 SS - - SM - - - 0 51.9 48.9 - - - - - 16.37 11.81 1.47 12.04

W.T = 6.70 m



B7

SPT - Records

B.H. No Depth m S.P.T Number B.H. No Depth m S.P.T Number

1

3.5-4.0 46

4 3.0-3.5 27

6.0-6.5 51 6.5-7.0 29 9.5-10 57 10-10.5 38

13-13.5 74 13.5-14 34 16.5-17 51

5

3.5-4.0 34 20-20.5 83 7.5-8.0 54 23.5-24 82 11.5-12 70

2

3.0-3.5 28 15.5-16 41 6.5-7.0 13 19-19.5 78 10-10.5 28 22.5-23 80 13.5-14 26 25-25.5 87 17-17.5 33

6

3.5-4.0 39

3

3.0-3.5 22 7.5-8.0 60 6.5-7.0 27 9.5-10 40 10-10.5 29 13.5-14 34 13.5-14 32 15.5-16 37

19-19.5 69 21.5-22 53



C0

APPENDIX C

Tables of Test Results QUARRIES (1-10)

U – Undisturbed Sample D- Disturbed Sample SS- Split Spoon Sample C – Core Sample



C1

Table -1- Gravel quarries

Diametermm

% Finer Quarry N0.1 Quarry N0.2 Quarry N0.3

Depth1 m

Depth 2 m

Depth 3 m

Depth 1 m

Depth 2 m

Depth 3 m

Depth 1 m

Depth 2 m

Depth 3 m

75 100 100 100 100 82.69 100 100 100 100 50 87.45 93.94 91.15 87.36 66.56 82.38 87.9 84.18 94.37 25 62.32 85.84 63.47 74.58 46.85 60.44 79.17 48.24 70.1 9.5 31.97 56.84 24.26 46.94 26.98 35.21 50.07 25.92 38

4.75 20.5 30.53 11.78 27.16 15.98 21.3 34.27 15.46 21.56 2.36 14.06 17.85 7.87 17.89 9.84 14.78 24.47 10.21 14.04 0.3 3.09 5.47 3.85 8.12 3.42 5.34 7.67 3.99 5.65

0.075 0.47 0.99 0.32 0.54 0.42 0.38 0.81 0.64 0.46



C2

Table -2- Sand quarries

Diameter. mm

% Finer Quarry N0.1 Quarry N0.2 Quarry N0.3

Depth1 m

Depth 2 m

Depth 3 m

Depth 1 m

Depth 2 m

Depth 3 m

Depth 1 m

Depth 2 m

Depth 3 m

25 100 100 100 100 100 100 100 100 100 9.5 98.47 98.3 98.35 98.55 99.27 99 98.81 98.68 98.5

4.75 78.6 85.66 82.53 83 84.82 78.18 84.93 86.41 79.34 2.36 66.52 77.84 73.89 75.52 74.2 63.35 76.52 77.92 65.87 1.18 60.19 72.41 68.31 69.42 67.98 55.88 68.49 70.67 58.07 0.6 51.82 61.14 50.76 52.69 56.99 46.64 55.48 55.58 45.75 0.3 19.5 23.47 15.26 17.56 21.18 15.28 19.72 20.63 26.25

0.15 4.17 5.12 3.61 3.63 3.83 3.29 4.19 3.12 6.81 0.075 2.5 2.91 1.71 2.02 1.71 1.33 2.04 0.81 3.48



C3

Table -3- Clay quarries

Properties Quarry N0.1 Quarry N0.2 Quarry N0.3 Quarry N0.4

Depth1 1m

Depth 2 m

Depth 3 m

Depth 1 m

Depth 2 m

Depth 3 m

Depth 1 m

Depth 2 m

Depth 3 m

Depth 1 m

Depth 2 m

Depth 3 m

Max. dry density kN/m3 1.761 1.848 1.791 1.698 1.799 1.779 1.658 1.844 1.908 1.865 1.868 1.881

O.M.C% 18.10 15.48 17.07 18.02 16.61 17.43 18.13 13.23 12.20 14.04 14.12 13.18L.L% 45.65 31.54 41.55 48.02 36.49 38.46 54.22 34.87 33.01 32.81 33.03 28.65P.L% 23.89 15.01 20.04 24.66 16.56 18.05 26.71 16.81 16.02 15.88 17.32 14.23P.I% 21.76 16.53 21.51 23.36 19.93 20.41 27.51 18.06 16.81 16.93 15.71 14.42

Tri

axi

al

Tes

t c, kPa - 208 - - - 225 - 205 218 188 193 131

- 3.8 - - - 3.1 - 7.6 8.3 5.5 5.7 9.8 qu kPa 238 - 285 262 278 - 226 - - - - - -

Con

solid

atio

n T

est eo - 0.439 - - - 0.500 0.628 - - 0.426 - -

Pc - 178 - - - 142 119 - - 123 - - Cc - 0.096 - - - 0.116 0.132 - - 0.084 - - Cr - 0.010 - - - 0.014 0.017 - - 0.009 - -

Swelling Char.

F.S, % 10.3 8.7 - - - 7.8 13.5 - - 10.8 - -

S.P., kPa 24.2 17.6 - - - 21.4 33.7 - - 19.5 - -

USCS CL CL CL CL CL CL CH CL CL CL CL CL Gravel % 5.4 - 8.7 - - - - - - - - - Sand % 9.3 12.3 10.2 3.8 1.4 4.9 0.9 23.7 22.2 14.9 15.2 39.2

Silt & Clay 85.3 87.7 81.1 96.2 98.6 95.1 99.1 76.3 77.8 85.1 84.8 60.8 T.S.S % - 7.81 - - 7.22 - - 5.27 - - 8.93 - CaCo3% - 7.02 - - 5.60 - - 11.9 - - 7.01 - O.M % - 1.35 - - 2.53 - - 2.90 - - 1.54 - Gyp. % - 1.75 - - 1.94 - -s 2.06 - - 2.79 -



C4

0.01 0.10 1.00 10.00 100.00Graine Diameter mm

0

10

20

30

40

50

60

70

80

90

100

% F

iner

Gravel quarry No.1

Depth = 1 m

Depth = 2 m

Depth = 3 m


0

10

20

30

40

50

60

70

80

90

100

% F

iner

Gravel quarry No.2

Depth = 1 m

Depth = 2 m

Depth = 3 m



C5


0

10

20

30

40

50

60

70

80

90

100

% F

iner

Gravel quarry No.3

Depth = 1 m

Depth = 2 m

Depth = 3 m

0.01 0.10 1.00 10.00 100.00Grain Diameter mm

0

10

20

30

40

50

60

70

80

90

100

% F

iner

Sand Quarry No.1

Depth = 1 m

Depth = 2 m

Depth = 3 m



C6


0

10

20

30

40

50

60

70

80

90

100

% F

iner

Sand Quarry No.2

Depth = 1 m

Depth = 2 m

Depth = 3 m


0

10

20

30

40

50

60

70

80

90

100

% F

iner

Sand Quarry No.3

Depth = 1 m

Depth = 2 m

Depth = 3 m



D0

APPENDIX D

Field Permeability Tests Records BOREHOLES (1-6)



D1

Permeability Test Sample of calculations B.H. No. 2 depth 19-20 m H =5.2 m (deferential head of water) L = 1.0 m (Length of the portion of hole tested) r = 6.35 cm (radius of hole) Q = 0.42 liter/5min. (Constant rate of flow) k = Q/(2 x 3.14 x L x H) ln (L/r) k = (0.42x 1000/60)/(2x3.14x100x520) ln(100/6.35) = 1.18 x 10-5 cm /s



D2

B.H. No. 1 Test No. (1) Test No. (2) Test No. (3) Test No. (4) Test No. (5)

Tested depth- 4 to 5m Tested depth- 9 to 10m Tested depth- 14 to 15m Tested depth- 19 to 20m Tested depth- 24 to 25m Head = 6.5m Head = 6.5m Head = 7.5m Head = 7.5m Head = 6.5

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

0-5 15.8 0-5 4.1 0-5 3.1 0-5 2.1 0-5 1.8 5-10 10.5 5-10 3.2 5-10 2.5 5-10 1.5 5-10 1.6 10-15 4.3 10-15 2.1 10-15 1.5 10-15 1.3 10-15 0.8 15-20 3.1 15-20 1.8 15-20 1.2 15-20 1.1 15-20 0.9 20-25 2.5 20-25 1.44 20-25 0.94 20-25 0.76 20-25 0.65 25-30 2.3 25-30 1.30 25-30 0.91 25-30 0.61 25-30 0.60

k (cm/s) = 5.40 x 10-5 k (cm/s) = 3.08 x 10-5 k (cm/s) = 1.81 x 10-5 k (cm/s) = 1.34 x 10-5 k (cm/s) = 1.41 x 10-5



D3

B.H. No. 2 Test No. (1) Test No. (2) Test No. (3) Test No. (4)

Tested depth- 4 to 5m Tested depth- 9 to 10m Tested depth- 14 to 15m Tested depth- 19 to 20m Head = 6.5m Head = 5.2m Head = 6.2m Head = 6.2m

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

0-5 75.3 0-5 40.8 0-5 18.5 0-5 2.4 5-10 50.4 5-10 29.6 5-10 19.7 5-10 0.8 10-15 33.8 10-15 23.9 10-15 16.8 10-15 1.1 15-20 25.7 15-20 18.3 15-20 15.1 15-20 0.3 20-25 21.5 20-25 19.8 20-25 13.4 20-25 0.4 25-30 18.6 25-30 17.3 25-30 12.9 25-30 0.4

k (cm/s) = 4.51 x 10-4 k (cm/s) = 5.22 x 10-4 k (cm/s) = 3.10 x 10-4 k (cm/s) = 1.18 x 10-5



D4

B.H. No. 3 Test No. (1) Test No. (2) Test No. (3)

Tested depth- 4 to 5m Tested depth- 9 to 10m Tested depth- 14 to 15m Head = 2.0m Head = 2.0m Head = 2.0m

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

0-5 157 0-5 46.9 0-5 0.93 5-10 155 5-10 47.8 5-10 0.26 10-15 149 10-15 45.3 10-15 0.31 15-20 139 15-20 42.9 15-20 0.19 20-25 142 20-25 41.8 20-25 0.10 25-30 137 25-30 43.2 25-30 0.11

k (cm/s) = 1.02 x 10-2 k (cm/s) = 3.11 x 10-3 k (cm/s) = 7.81 x 10-6



D5

B.H. No. 4 Test No. (1) Test No. (2) Test No. (3)

Tested depth- 4 to 5m Tested depth- 9 to 10m Tested depth- 14 to 15m Head = 2.0m Head = 2.0m Head = 2.0m

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

0-5 77.3 0-5 32.1 0-5 1.10 5-10 82.2 5-10 35.9 5-10 0.61 10-15 78.8 10-15 29.7 10-15 0.81 15-20 71.2 15-20 24.9 15-20 0.35 20-25 71.6 20-25 25.4 20-25 0.28 25-30 70.9 25-30 25.8 25-30 0.27

k (cm/s) = 5.21 x 10-3 k (cm/s) = 1.87 x 10-3 k (cm/s) = 2.01 x 10-5



D6

B.H. No. 5 Test No. (1) Test No. (2) Test No. (3) Test No. (4) Test No. (5)

Tested depth- 4 to 5m Tested depth- 9 to 10m Tested depth- 14 to 15m Tested depth- 19 to 20m Tested depth- 24 to 25m Head = 6.5m Head = 6.5m Head = 7.5m Head = 7.5m Head = 6.5

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

0-5 12.3 0-5 2.2 0-5 5.8 0-5 0.91 0-5 0.72 5-10 5.2 5-10 0.93 5-10 3.9 5-10 1.20 5-10 0.69 10-15 3.1 10-15 1.21 10-15 4.3 10-15 0.56 10-15 0.77 15-20 1.0 15-20 0.77 15-20 3.7 15-20 0.66 15-20 0.59 20-25 0.83 20-25 0.49 20-25 3.5 20-25 0.48 20-25 0.54 25-30 0.84 25-30 0.51 25-30 3.5 25-30 0.45 25-30 0.57

k (cm/s) = 1.88 x 10-5 k (cm/s) = 1.12 x 10-5 k (cm/s) = 6.82 x 10-5 k (cm/s) = 9.11 x 10-6 k (cm/s) = 1.25 x 10-5



D7

B.H. No. 6 Test No. (1) Test No. (2) Test No. (3) Test No. (4)

Tested depth- 4 to 5m Tested depth- 9 to 10m Tested depth- 14 to 15m Tested depth- 19 to 20m Head = 6.5m Head = 6.7m Head = 7.7m Head = 7.7m

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

Time "minute"

Discharge "liter"

0-5 5.5 0-5 4.55 0-5 1.53 0-5 5.5 5-10 4.1 5-10 2.81 5-10 1.21 5-10 4.1 10-15 1.8 10-15 3.35 10-15 0.81 10-15 4.5 15-20 1.21 15-20 2.92 15-20 0.66 15-20 3.2 20-25 0.77 20-25 2.07 20-25 0.40 20-25 3.1 25-30 0.81 25-30 2.10 25-30 0.40 25-30 2.9

k (cm/s) = 6.48 x 10-4 k (cm/s) = 3.80 x 10-4 k (cm/s) = 4.70 x 10-4 k (cm/s) = 3.62 x 10-4



Appendix E

Documentation of

Field

& Laboratory Works



1‐ Field Works:

Plate # 1: View for the Job Site Area

Plate # 2: Another View for the Job Site Area showing Soil Section



Plate # 3: Shahabi River

Plate # 4 : Site Preparation for Boring



Plate # 5: Site Preparation for Boring and Drilling Setting

Plate # 6: Drilling Process with Core Chopping Pit



Plate # 7: Double Core used in Core Samples Extraction

Plate # 8: Drilling Process Setting



Plate # 9: Standard Penetration Test (S.P.T)

Plate # 10: Core Sample Using Double Core Technique



Plate # 11: Split Spoon Sampler (S.P.T)

Plate # 12: Core Samples for visual inspection in laboratory Under Geologist Supervision



Plate # 13: Samples collected Spread for Visual Testing

Plate # 14: Core Samples for visual insection in laboratory Under Geologist Supervision



2‐ Laboratory Works

Plate # 15: Samples Extruder

Plate # 16: Sieve Analyses using Shaker



Plate # 17: One‐Dimensional Consolidation Test

Plate # 18 : Triaxial Test (Unconfined Compression Test)

geotechnical exploration shahabi dam final2

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