Annex 5 - Topography.pdf

Architectural and Engineering (A/E) Design Services for the construction of a soccer field at the U.S. Embassy in Asuncion, Paraguay.

Geotechnical Report

Location:

Embassy of the United States of America, Asunción, Paraguay

Asuncion, Paraguay

TABLE OF CONTENTS

1. INTRODUCTION

2. SOIL EXPLORATION PROGRAM

3. SUBSOIL CONDITIONS

1. INTRODUCTION.

This study summarizes the results of the geotechnical investigation conducted to evaluate the soil conditions of a site located on Juscelino Kubitschek Avenue, near Mariscal López Avenue, within the premises of the United States Embassy in the city of Asunción. A sports field will be constructed at this location.

The geotechnical study consisted of performing two boreholes with SPT testing. The location of these boreholes can be seen in ANNEX 1.

2. SOIL EXPLORATION PROGRAM

The subsoil exploration program was carried out on October 29, 2024, to gather information about the soil. The program consisted of performing approximately 20.00 meters of drilling across two boreholes, with Standard Penetration Tests (SPT) conducted at each meter of each borehole. A split spoon sampler of the Raymond- Terzaghi type was used, complying with ASTM D-1586, with external and internal diameters of 2” and 1 3/8” respectively, driven by a 64.5-kilogram hammer falling from a height of 76 centimeters. Drilling in the soil was done manually using an auger.

Soil samples were taken at each meter of depth and were classified through tactilevisual methods in the field. Individual data sheets for each borehole were prepared based on the SPT results, which can be seen in ANNEX 2. These sheets indicate the values of the Standard Penetration Test (SPT) indices obtained from the test.

3. SUBSOIL CONDITIONS

According to tactile-visual description, the soil found in borehole S1 consists of sandy clay (CL), with a very stiff consistency at the last meter, stiff at nine meters, very stiff between eight and six meters, stiff at five meters, very stiff at four and three meters, stiff at two meters, and very stiff at the first meter of exploration. In borehole S2, the soil explored consists of sandy clay (CL), with a hard consistency at ten meters, very stiff from nine to six meters, and stiff from five meters to the first meter of exploration.

4. GROUNDWATER

During the execution of the boreholes, no presence of water was detected. This situation could vary with precipitation conditions, season, temperature, changes in topography, and other factors.

5. LEVELING

The mouth of the respective boreholes was taken as the reference level.

6. ANÁLISIS DE CARGA DE FUNDACIÓN.

Based on the soil conditions from this exploration and the type of project, a sports field, if structures are to be constructed, a feasible foundation alternative is direct foundations for the project, which could involve footings with a shaft beneath the pillars. Another foundation option is deep foundations, which could be achieved using foundation piles or caissons. Deep foundations using reinforced concrete piles are also a viable option.

7. CONCLUSIONS

Based on the SPT results, the following table of allowable soil stress is presented according to depth, in line with the SPT test results.

Depth (m) Allowable Soil Stress (Kg/ cm²) 1,00 1,1 2,00 1,1 3,00 1,2

4,00 1,2 5,00 1,3 6,00 1,5 7,00 1,6 8,00 1,6 9,00 1,6 10,00 2,00

In the case of constructing structures in the project area, considering the type of project and the SPT results, the following foundation alternative is proposed, subject to verification once the final load map is available:

● Direct foundation using footings, with the foundation seating level at 1.50 meters depth from the mouth of the respective boreholes, with a soil bearing capacity of 1.1 Kg/cm².

● Deep foundation using caissons, with the foundation seating level at 6.00 meters depth from the mouth of the respective boreholes, with a soil bearing capacity of 1.5 Kg/cm².

● Deep foundation using reinforced concrete piles. The final length, quantity, type, and section of the piles will be determined by the structural or design engineer based on the load map.

Bearing capacity of reinforced concrete piles - Compression stresses

Below is the load capacity calculation for drilled piles, based on the empirical Decourt– Quaresma formula, taking into account the SPT blow count, with a length of 10.00 meters. These values must be verified by load testing.

PILE BEARING CAPACITY (Ton) -

COMPRESSION

Diameter Length

D= 0,40m D= 0,50m D= 0,60m

10,00 m 30 ton 40 ton 53 ton

Observations: These values are for reference only and must be evaluated by the design engineer.

The results of this report are based on data obtained from discrete points within the soil profile;

variations in soil characteristics may occur.

All loads, no matter how minimal, should be transferred to foundation levels through beams.

The analysis of the final structural load state will allow the structural engineer to assess which type of foundation is most suitable in terms of cost-effectiveness and safety.

S1

S2

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1.50 m.

1.50 m.

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20.00 m.

Roc 2,5"

10 20 30 40 50 10 20 30 40 50 60 70 80 90 ##

10,00-10,45 10

9,00-9,45 9

208,00-8,45 8

7,00-7,45 7

6,00-6,45 6

Idem

145,00-5,45 5

4,00-4,45 4

3,00-3,45 3

92,00-2,45 2

181,00-1,45 1

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0,00 m.

10 20 30 40 50 10 20 30 40 50 60 70 80 90 ##

10,00-10,45 10

9,00-9,45 9

218,00-8,45 8

7,00-7,45 7

6,00-6,45 6

135,00-5,45 5

4,00-4,45 4

3,00-3,45 3

152,00-2,45 2

121,00-1,45 1

2,5"

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2 15 2 9

3 14 3 17

4 12 4 18

5 13 5 14

6 23 6 17

7 28 7 19

8 21 8 20

9 23 9 14

10 33 10 28

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