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Soil Mechanics Research Laboratory-College of engineering
     Consulting Engineering Center-Fayoum University

Location :

Housing Building - El Fayuom city - Fayoum - Egypt
 Housing Building – Fayoum Governorate
 Subject - Site Investigation Report               Date : 10/04/2011

 Dear Sirs,

    With reference your request ,Engineering Consulting Center- Fayoum
University is pleased to submit this report of the site investigation carried
out for the proposed construction site of the above mentioned project.

    The investigation ended up with conclusions and recommendations
relevant to the findings. Those, in addition to the laboratory test results and
engineering recommendations are herewith attached.

 We look forward for further cooperation and would like to take this
opportunity    to highly considerate your confidence in our         laboratories
For any clarification concerning this report , please contact us at your

Yours sincerely,


1.         INTRODUCTION                      4
     1.1   GENERAL                           4
     1.2   PURPOSE AND SCOPE                 4

2.         SITE CONDITIONS                   5
     2.1   DESCRIPTION                       5
     2.2   SUBSURFACE CONDITIONS             5
     2.3   GROUND WATER                      5

     3.1   DRILLING                          6
     3.2   SAMPLING                          6

4.         LABORATORY TESTING                7
     4.1   TESTS CARRIED OUT                 7

5.         BEARING CAPACITY ANALYSIS         8



8.         REFERENCES                       10

9.         APPENDICES                       11

                                 1. INTRODUCTION


This report presents the outcome of the site investigation carried out for the proposed
construction site of . Housing Building – Fayoum Governorate.


  Project to be established and prepared in this report is located in            the fayoum
 city -El Fayoum Governorate, while the project is a housing building      project consists
 of ten floors


Investigation of the underground conditions at a site is prerequisite to the economical
design of the substructure elements. It is also necessary to obtain sufficient
 information for feasibility and economic studies for any project.

In general, the purpose of this site investigation was to provide the following:

1- Information to determine the type of foundation required (shallow or deep).

2- Information to allow the geotechnical consultant to make a recommendation on
  the allowable bearing capacity of the soil.

3- Sufficient data/ laboratory tests to make settlement and swelling predictions.

4- Location of the groundwater level.

5- Information so that the identification and solution of excavation problems can
  be made.
6- Information regarding permeability and compaction properties of the encountered

7- Information regarding cavitations and other kinds of geological weaknesses
  within the construction site.

                                  2. SITE CONDITIONS


  No high voltage, electrical or telephone poles, sewer or water pipes were observed
  within the depth of the drilled boreholes.


The project site soil varied and diversified according to pipe and location of each
building and the overall sequence classes as follows:

The site mentioned above for borehole no 1 :

soil composed of a layer of backfill from sand, silt and clay with depth 1.5 m        then a
 layer of clay ( brown ) cohesive to a medium of cohesion which depth from 6 to 12 m


   Groundwater appeared in all the in shallow boring carried out where the water
level was measured primary and after 24 hours to determine the final level and the
results shown in boring and specific locations which often appear stable for about 2.00
    meters from the normal        land level.

                       3. FIELD EXPLORATION AND TESTING


   To study the sequence of soil layers to the project site as well as the natural and
 mechanical properties of. 3 BH have been implemented. BH drilling style is mechanical
 And the depth of 20 meters for BH. (1) either BH (2) (3) has implemented at depth
 of 15.00 meters, borings sites has been selected in order to reflect the nature of the


 Digging were done      under our supervision and extracted samples with its natural
image (non-precarious) or with its natural image image (precarious) or in the form of
pulp, depending on the type of soil for each layer, samples was waxing and placed in
plastic bags and numbered, and then quoted by the contractor borings, safely, he said,
to the Lab, Faculty of Engineering at Fayoum. Samples      were classified visually and
described and it has been selected some representative samples of the core layers of
the soil, to our knowledge of laboratory testing in our labs were also measured primary
ground water levels in and final site and took samples of underground water to be
tested and analyzed.

                            4. LABORATORY TESTING

 Representative soil samples were collected from the drilled boreholes, tightly sealed
 and transported to . Soil Mechanics Research Laboratory-College of engineering
 Consulting Engineering Center-Fayoum University


 The following tests were performed to evaluate the engineering properties of the soils
influencing the performance of the proposed structure:

   1- Natural moisture contents were determined in accordance with ASTM D-

   2- Grain size distribution (sieve analysis) in accordance with ASTM D-422.
    The obtained cuttings were washed on sieve No.200

   3- Atterberg limits (Liquid and Plastic) in accordance with ASTM D-4318.
      Liquid and plastic limit tests were conducted on the powder of the obtained
     samples and the plasticity index (PI) was determined.

   4- Specific gravity and absorption in accordance with ASTM C-127.

    5- Test of pocket penetrometr of in accordance with ASTM D-2938.

                          5. BEARING CAPACITY ANALYSIS

 According to the known codes of engineering practice, the bearing capacity of soils is
taken as a 2/3 of the pocket penetrometer reading of soil samples tested in accordance
with ASTM D-293.

 - All Foundation elements must be designed according to net bearing capacity of 1.5
    kg/cm2 it represents the safe pressure for both, the soil and foundation at the
    foundation level mentioned under .

                     6. SELECTION OF FOUNDATION TYPE

    After site inspection on the field and after studies and field tests and laboratory
 tests on selected borings executed in their locations . the recommendations of the
 design and practicing foundations for this project, mentioned here and located in the
       above site are :

 1. The    replacement soil   is   from clean gradual gravel , free from soft    material
     with thickness of 1.50     m followed by at least 40 cm of plain concrete with
      overhanging of 40 cm measured from the outer limits of both sides of the sit
       followed by reinforced concrete rigid raft.

 2. Foundation level mustn't be less than 5 meters under the natural land level
     cleaned well and mechanically compacted.

                      7. ENGINEERING RECOMMENDATIONS

  1. Our recommendations are applied on the structures mentioned in this report only
      and does not extend to any additional work in the site without referring to us .

2. In case of appearing of any different layers that not included in this report. it is
   supposed to refer to us.

3. Need to use sulfate resistant cement by 300 kg/m3 in plain concrete and of 350
    kg/m3 in reinforced concrete. the thickness of reinforcing concrete steel cover is
    not less than 50 mm, and the proportion of water to cement in the concrete mix
    does not exceed 0.45 with the mixing with mechanical compaction and preferred
    compress concrete blocks to verify the actual quality of the concrete to mixture.

5. All types of concrete must be well isolated under the level of the natural Earth for
   The protection of concretes and to prevent leakage, using oxidized bitumen three
   layers or insulation materials with high efficiency of the products from competent
   companies with procedure of the necessary tests to ensure the quality
   implementation of the isolation work.

6. Compression strength for concrete cubes must be at least 250 kg / cm2 for
   reinforced concrete and 200 kg / cm 2 for plain concrete. With doing tests required
   to quality control according to the opinion of the construction supervisor alone.

7. Aspects of drilling must be well supported to protect the neighbor as well as
   the construction work , with taking the utmost care and security of buildings and
   individuals also we don't need any effect on any other infrastructure networks.
   The constructor and the supervisor have to take that into consideration very
   Carefully on their own responsibility , and we see that the groundwater table
   need to be reduced so that being fit with the way of the drilling, which does
   not affect the safety of any other structures.

                                       8. REFERENCES

   ‫و وا . وزارة االسك ك‬   ‫ا‬   ‫او و ا‬   ‫و ويات ذ‬
                                            ‫و‬             ‫و‬         ‫و‬             ‫و‬         ‫و‬
                                                       ‫1- الكو وال الي و وكا لياكالاكو وا اليك و وف ذ‬
             .1991 ،‫والبن ء والتخطيط العمراني، الطبعت الرابعت‬          ‫والمرافق،مركس بحوث االس‬

‫السطحاف . االست ذ الكككتور : السكيك ببكك الاتك ل الي كبي . الطبعكت‬           ‫ا‬   ‫ا‬     ‫فا‬    ‫2- ه د‬
                                                                                     .2002 ‫الث لثت‬

‫ف ذ ق اف ماكالاكا اليك ف. االسكت ذ الكككتور : السكيك ببكك الاتك ل الي كبي . الطبعكت‬          ‫3- ه د‬
                                                                                     .2001 ‫الث لثت‬

4- Engineering properties of soils based on laboratory testing. Ph.D., P.E
KRISHNA R.Reddy. Department of civil and materials engineering, university of
Illinois at Chicago, USA, August 2002

5- Methods of Test for Soils for Civil Engineering Purposes. BS 1377: 1975.
  British Standards Institution.

6- K.H. Head. Manual of Soil Laboratory Testing. Vol. 1 & 2. ELE International
   Ltd. London, 1984.


The results of the mentioned above tests are summarized in tables below.

                                        Moisture                   Liquid       Plasticity
      Borehole           Depth                         Passing
                                       content                     limit        Index
        No.               (m)                           sieve
                                         (%)                        (%)           (PI)
                           4               36                 -      70            31
         1                 6               29                 -       -             -
                           8               48                 -      80            30
                          10               -                 15       -             -

                         Table (1) Summary of Test Results

             Borehole           Depth               Specific      Compressive
               No.               (m)                gravity        strength
                                  2                     -                 1.4
                                  3                     -                  2
                                  4                    2.4                2.4
                 1                5                     -             1.75
                                  6                     -                 1.5
                                  7                     -                 1.5
                                  8                    2.8            0.75

                        Table (2) – Summary of soil properties


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