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The parameters summarised in Table 3 are recommended for the design of retaining structures.

Table 3:- Recommended Design Parameters for Retaining Structures

Soil Parameters Soil PropertiesDense, slightly silty, SAND

Bulk Density (Mg/m3) 1.75

Submerged Density (Mg/m3) 0.75Internal Friction Phi Φ (degree) 30Coefficient of lateral earth pressure

KoKaKp

0.480.323.12

In the above table Ko has been determined using Bishop’s procedure, with Rankine’s method being used

to calculate both Ka and Kp.

7.4 Concrete Design For Foundation Purposes

One (1) soil sample was tested for chemical analysis. The sulphate contents (expressed as percentage of

sulphur trioxide) of the soil samples tested was () %. The chloride contents for the soils tested were () %. The

pH value of the sample tested was ().

For guidance for a suitable concrete design it is recommended that reference should be made to CIRIA

Special Publication 31 (The CIRIA Guide to Concrete Construction in the Gulf Region published by theConstruction Industry Research and Information Association, London 1984). This publication considers

both sulphate and chloride contamination of soils and groundwater in various exposure conditions and is

not restricted just to sub-surface concrete.

Figure 6 and Table 13 from this publication is presented in Appendix C of this report and with reference

to this Figure it is considered that this site would be classed as having significant sulphate contamination.

On this basis it is considered that Exposure Condition d(iv) would apply, for which it is recommended

that a Sulphate Resisting Cement to BS 4027 or an ASTM type IV cement be used in a mix meeting the

following criteria;

• Minimum cement content for 20mm aggregates 320 to 400 kg/m 3

• Maximum water : cement ratio 0.50 to 0.42

• Minimum cover for reinforcement 40mm to 50mm

In addition it is recommended that the surface of all concrete in contact with the soil should be covered

with a suitable waterproof membrane or coating. However, prior to finalising and adopting a mix design,

appropriate consultation with the structural engineer is advised.

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7.4 Construction Supervision

An experienced engineer or supervisor should be present on the site to oversee all earthworks and

foundation construction activities. In particular, it is recommended that all foundation excavations are

inspected by a suitably qualified geotechnical engineer, prior to foundation construction, to ensure that the

contact surface is properly prepared, and that exposed sub-surface conditions are consistent with design

assumptions.

In addition to above, at the time of foundation construction, this laboratory shall be contacted to carry out in-

situ field density, compaction, plate load, pile integrity tests (in case of piles recommendation) or other tests

recommended in this report at random locations selected by our engineer. Without which a letter of

confirmation can not be issued for the safe bearing pressure and foundation levels.

8.0 REPORT LIMITATIONS

As mentioned in the report the boreholes made were of 150mm in diameter. The information received from

the limited number and the diameter of boreholes may not represent the entire site and may not reveal all the

weak layers or conditions especially when they are localized. Hence no responsibility can be borne for

conditions not revealed by boreholes made on the site. In case of any such findings we shall be contacted

immediately to arrange a site visit by a geotechnical engineer to make an on site study of such conditions

after which recommendations if it is deemed necessary will be revised.

The borehole logs and related information represent subsurface conditions only at the specific locations and

times where sampling was conducted. Any lines designating the changes between soil and/ or rock layers

represent approximate boundaries. The transition between deposits/ strata may be gradual, or may occur

between recovered samples.

During the site work ground water was not encountered in the boreholes up to termination depth of

boreholes. It should be noted, however, that groundwater levels are subject to variation caused by tidal

and weather seasonal variations and by changes of local drainage and or pumping conditions. The levels

may at time be significantly different to those measured during the investigation.

The recommendations and discussions given in this report are based on the subsurface conditions

encountered during the site investigation work and on the results of the field and laboratory testing on

samples obtained from the limited number of boreholes. There may be, however, conditions pertaining to

the site which has not been in to account due to the limited number of boreholes.

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PLATES

LOCATION PLAN PLATE 1

SITE PLAN PLATE 2

SPT VALUES VS DEPTH PLATE 3

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SITE: B+G+1 Villa TITLE: Location PlanPlot No. RC. 089DubaiLand Dubai

SITE LOCATIONDUBAI LAND

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BH1

BH2

SITE: B+G+1 Villa TITLE: Site Plan

Plot No. RC.089, Dubai Land Coordinates E NDubai, BH01 502372 2775854 JOB REF : GSI/0115/12/DXB United Arab Emirates BH02 502369 2775874

BH1

BH2

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APPENDIX AFIELD RESULTS

BOREHOLE LOG LEGEND & CLASSIFICATION SYSTEMS PLATES A1.1 TO A1.3

SOIL/ROCK STRENGTH DEFINITIONS PLATE A2

BOREHOLE LOGS PLATES A3.1.1 TO A3.2.2

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SYMBOL LEGEND FOR GEOTECHNICAL LOGS

Appendix A: Plate A1.1

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SOIL CLASSIFICATION SYSTEM (Based on BS 5930)


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CARBONATE CLASSIFICATION SYSTEM (Based on Clark & Walker)


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APPENDIX B

LABORATORY TEST RESULTS

PARTICLE SIZE DISTRIBUTION TESTS PLATE B1.1

CHEMICAL TEST RESULTS PLATE B2.1

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APPENDIX C

APPENDICES TO SITE INVESTIGATION REPORTS

APPENDIX TO SITE INVESTIGATION REPORT PLATE C1

FIGURE 6 AND TABLE 13 FROM CIRIA SPECIAL PUBLICATION 31 PLATE C2

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APPENDIX TO SITE INVESTIGATION REPORT

C- 1.1 GROUNDWATER

The water level recorded in a borehole during boring and / or drilling does not indicate the actual

level of the water table. The drilling process and dewatering in the vicinity, can affect the level of

groundwater, particularly when rotary drilling is in process, the water is normally used as the drilling

fluid.

To obtain a true indication and for long term observations of the stable groundwater level perforated

standpipe/ piezometer should be installed in a borehole.

C- 1.2 GEOTECHNICAL INFORMATION

Factual evidence has been obtained from the results of the boreholes and other field tests. These

evidences only provide information about a relatively small column of the soil and rock and the

possibility of actual conditions differing must be recognised.

The comments and recommendations given in this report are subjected to the limitations imposed

by the inherent nature of the site investigation. Hence no responsibilities can be born for conditions

not revealed by boreholes or trial pits made on the site. In case of any such findings, we shall be

contacted immediately to arrange a site visit by our geotechnical engineer to make an onsite study

of such conditions after which recommendations if it is deemed necessary will be revised.

The interpretation and conclusions given in this report assume that the ground conditions do not

vary beyond the range revealed by the investigation. It is possible that different conditions may be

present on, or adjacent to the site which have not been investigated and therefore, have not been

considered.

The recommendations given in this report apply only to the proposed developments and should not

be used for any other project on the site or adjacent sites, without consulting this laboratory.

Appendix C: Plate C1.1

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Appendix C: Plate C2.1

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