Study Geotecnical Arroyo de La Sierra (MVL.1)

8/20/2019 Study Geotecnical Arroyo de La Sierra (MVL.1)

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STUDY SOIL MECHANICS

STUDY SOIL MECHANICS DRILLING EQUIPMENT WITHROTARY YEAR LONG 24 TO 30 M DEPTH IN AREAS LOCATION

OF PEARS AND SCROLL CRUCES, IN TOWNS OF JUAREZChiapas; JALAPA And Macuspana

Villahermosa, Tabasco, March 2014 ..



STUDY GEOTECNIC:

"STUDY OF SOIL MECHANICS DRILLING EQUIPMENT

WITH ROTARY YEAR LONG 24 TO 30 M DEPTH IN AREAS

LOCATION OF PEARS AND SCROLL CRUCES, IN TOWNS

OF JUAREZ Chiapas; And JALAPA Macuspana "

PLACE: Villahermosa.



GEOTECNIC STUDY

CONTENT

1. INTRODUCTION

2. BACKGROUND

3. PROJECT FEATURES

4. OBJECTIVES

5. SCOPE

6. GEO-HYDROLOGY

6.1 Regional Geology

6.2 Climatology

6.3 Hydrology

6.4 Seismology and wind zoning

7. FIELD WORK

7.1 Exploration of the subsoil

8. RESULTS OF LABORATORY

8.1 Properties of the sub-soil



GEOTECNIC STUDY

CONTENT

9. SELECTION OF DESIGN PARAMETERS

Geo 9.1 Mechanical Parameters

9.2 Stratigraphic Interpretation

10. GEOTECHNICAL REVIEW

10.1 Capacity soil

10.2 Settlements of sub soil

11. CONCLUSIONS

12. RECOMMENDATIONS

References

Annex

1. Stratigraphic profiles

2. Laboratory Results

3. Photo report





GEOTECNIC STUDY

2. BACKGROUND

To carry out the expansion project pipeline of 36Mayakan x76 km, located in the shaft line

specified by S. DE RL Arendal DE CV, which starts at the Nuevo Pemex petrochemical

complex and its trajectory is located on right of way between the states of Chiapas and

Tabasco to connect to Ciudad Pemex petrochemical complex, it is necessary to carry out

the crossing by directional drilling under Runway Tepate river. Therefore, studies were

conducted in the stream of the Sierra, in the Ejido Emiliano Zapata, municipality of Jalapa,

Tabasco.

3. PROJECT FEATURES

The project involves visual verification of work classification and field touch with the

laboratory results of soil mechanics USCS classification, geotechnical characterization of

geo index and mechanical parameters of the materials from the stratigraphic profiles and

layer thicknesses for each layer of the subsoil, to make recommendations to the

construction process of the directional drilling work.

4. OBJECTIVES

4.1 Review of capacity and settlements of the subsoil.



GEOTECNIC STUDY

5. SCOPE

5.1 Geotechnical exploration 6 exploration wells located in Arendal as follows:

Poll SM-1 to 30.00 m depth.

Poll SM-2 at 30.00 m depth.

Poll SM-3, to 30.00 m depth.




Figure 5.1 Location of exploratory wells, directional Brook Crossing Sierra.

Arroyo Río de la Sierra



GEOTECNIC STUDY

5.2 Applying the method of standard penetration and unchanged with ramming shelby

tube 4 "sampling.

COORDINATES ARE:

POLL X: Y:

SM-1 513695.3260 1966100.4350

SM-2 513868.1300 1966130.3650

SM-3 513912.0060 1966121.4830

SM-4 514112.7590 1966182.4730

SM-5 513102.4120 1965976.9594

SM-6 505827.4000 1964910.4000

Figure 5.2.1 Location coordinates of exploration wells.

5.2 Evaluation of resistance to subsurface tube procedure match standard penetration

(ASTM 1586-08).

5.3 Textual index:

Moisture content (% W), Fine by washing (% F),

Sieve Analysis

Consistency limits (LL, Lp)

Solid Density (Ss),

Volumetric weights (gm,).

5.4 Mechanical tests (in compressible clay layers)

Assays consolidation

Assays fast compression triaxial UU.



GEOTECNIC STUDY

The scope of laboratory assays is clay, sand, silt and organic matter and the presence

of unaltered and altered results of soil samples.

(ASTM) Regulations applied:

D 2488-09A Visual identification of soils and touch

D-2216-10 Water content

D 4318-10 Liquid limit, plastic

D 422-63 (2007) Particle size distribution

D1140-00 (2006), Method A

and B

Percent fines

D 854-10 Solids density

D-2166 / D2166M-13 Simple compression

D2850-03a (2007) UU triaxial compression,

D 2435/D2435M-11 Consolidation dimensional test



GEOTECNIC STUDY

6. GEO-HYDROLOGY

6.1 Regional Geology. The tepate River is located between the boundaries of Chiapas

and Tabasco. The region includes the physiographic provinces of the mountains of

Chiapas, the Cordillera Central, the Yucatan Peninsula and the eastern end of the

Gulf Coastal Plain South. In the region comprising the states of Chiapas and

Tabasco extensive outcrops of Mesozoic and Cenozoic sequence, consisting mainly

of marine sedimentary rocks are folded and afalladas. This sequence rests on a

Precambrian crystalline basement and Paleozoic outcropping southwest of the same

region. Where crystalline rocks of these Ages form a batholith and metamorphic

complex that forms the core of the Sierra de Soconusco. Much of the Sierra de

Soconusco was formed by Precambrian igneous and metamorphic rocks, however

most of the radiometric ages obtained from samples of intrusive rocks reveal a

Paleozoic age for the main events of igneous intrusion. Ages of 242 ± 9 million years

for a diorite (analysis of biotite by the K / Ar method) that is part of the batholith

complex of Sierra de Soconusco and was discovered at the base of a section

located at the boundary of reported the states of Oaxaca and Chiapas. Ar and Rb - -

data from seventeen samples of eight areas of Chiapas batholith complex that were

studied by the methods reported k Mr.



GEOTECNIC STUDY

After analyzing ten samples of the complex, these authors acknowledged an

isochronous with apparent age of 256 ± 10 million years, indicating that these

intrusive rocks originated from the same magma Permian, isotopically homogeneous

perhaps derived from the mantle. Unpublished respect to the eastern part of the

Sierra Madre south of Chiapas, indicating Carboniferous plutonic activity data in this

area are also mentioned; also consider the location of the Chiapas batholith may

have been associated with the closure of the ocean Proto - Atlantic late Paleozoic

time call Appalachian orogeny. The batholith emplacement must have occurred in

the Appalachian deformation phase, and it is considered that the metamorphic rocks

affected by this intrusion must have originated in the Precambrian Grenville phase,

according to the radiometric data sample of gneiss in Chiapas and as the different

samples of basal complex Oaxaca with which these rocks have been correlated.

During the Tertiary starts, much of Chiapas and Tabasco, marine terrigenous

sedimentation, which is the result of the lifting of the western portion of Mexico and

the folding of the Sierra Madre Oriental, while in the Yucatan peninsula continued

the carbonate sedimentation in the gradual emergence of the center. In the

basement of the Gulf Coastal Plain two Tertiary basins (Comalcalco and

Macuspana) separated by a high, formed by the "Horst Villahermosa", a result of

normal faulting nose Chiapas anticlinorium developed. This anticlinorium is cut by

normal fault foot of the mountain, which has led to its collapse in the Gulf Coastal

Plain.



GEOTECNIC STUDY

Figure 6.1.1 Geological Map of the State of Tabasco.

6.2 Climatology

The climate in this region of the Grijalva basin varies from temperate to semi warm in the

high parts of the Sierra de Soconusco and Chiapas highlands to warm in the coastal plains

of the Gulf and the Pacific and in the central depression of Chiapas . In the latter area is

sub-humid climates, unlike the coastal plains where they are usually moist. In the Yucatan

climates are warm sub humid type. In most of the southeast region of Mexico rainfall is

summer, except in some areas of the Gulf Coastal Plain where rainfall throughout the year.



GEOTECNIC STUDY

The average temperature is 26.5 ° C, but increases during the dry season in May to 41 ° C.

The barometric pressure is 760 mmHg with a mean relative humidity is 83% and the height

above sea level is about 14 m.

Figure 6.2.1 Annual average precipitation of: 2,643 mm in the State of Tabasco.

The climate Villahermosa is influenced by the sea in the Gulf of Mexico, for the coastal

areas of Sanchez Magallanes and Dos Bocas, being warm and humid with abundant

rainfall summer. Its average annual temperature is 26.5 ºC, With a mean monthly maximum

of 35 º C in May and an average monthly minimum of 14 º C in December and January.

The precipitation annual average of 2,643 mm, with a maximum monthly average of 335

http://es.wikipedia.org/wiki/Clima

http://es.wikipedia.org/wiki/Verano

http://es.wikipedia.org/wiki/Grado_Celsius

http://es.wikipedia.org/wiki/Mayo

http://es.wikipedia.org/wiki/Diciembre

http://es.wikipedia.org/wiki/Enero

http://es.wikipedia.org/wiki/Precipitaci%C3%B3n

http://es.wikipedia.org/wiki/Precipitaci%C3%B3n

http://es.wikipedia.org/wiki/Enero

http://es.wikipedia.org/wiki/Diciembre

http://es.wikipedia.org/wiki/Mayo

http://es.wikipedia.org/wiki/Grado_Celsius

http://es.wikipedia.org/wiki/Verano

http://es.wikipedia.org/wiki/Clima



GEOTECNIC STUDY

mm in September and a minimum of 50 mm in April. The average annual relative humidity

is estimated at 83%, with a maximum of 86% in January and February and a minimum of

77% in May. Often cold air masses are driven from the southern United States to the Gulf

of Mexico and southeast of the country, associated with cold fronts over the western

Caribbean Sea. This keeps a variation of events north winds 40 to 60 and ends 60 to 120

kilometers per hour.

Figure 6.2.2 Path of cold fronts in the Gulf of Mexico and cold air to the north of the country.

http://es.wikipedia.org/wiki/Septiembre

http://es.wikipedia.org/wiki/Abril

http://es.wikipedia.org/wiki/Febrero

http://es.wikipedia.org/wiki/Febrero

http://es.wikipedia.org/wiki/Abril

http://es.wikipedia.org/wiki/Septiembre



GEOTECNIC STUDY

Figure 6.2.3 Curve PML and precipitation field obtained in the worst scenario the system RH-Mex

for the City of Villahermosa.

Figure 6.2.4 The climate is warm and the relative humidity varies in the order of 70 to 85%.



GEOTECNIC STUDY

Figure. 6.2.5. Distribution of periods of rainfall in mm and dried in Cárdenas Station.

Table 6.2 Periods of showers and dry in Cardenas, Tabasco Station.

MONTHS OF THE YEAR

February March April May June July August September October November December January

DROUGHT PERIOD

(driest month of 50 mm)

TEMPORARY NORTES

LUVIOSO PERIOD (1 hr maximum rainfall of 67.8 mm)



GEOTECNIC STUDY

6.3 Hydrology

The Tepate river rises in the mountains of Chiapas and Juarez Municipality joins the river

Mezcalapa Viejo, both converge to form the Grijalva River Basin mmisma Grijalva

comprising the central depression of Chiapas and the coastal plain region of Tabasco. The

complex is integrated with this cuneca contributions, first regulated through La Angostura

Dam in the Upper Grijalva downstream Grijalva river borders the city of Tuxtla Gutierrez,

capital of Chiapas state, downstream the dam is located Chicoasén being the most efficient

in power generation in the country, subsequently; Grijalva has inputs on the left bank of the

river La Venta and the right bank of Yamonho Chicoasén and rivers where the Malpaso

dam is located, after receiving input from various streams that give rise to Mezcalapa river,

as it is called locally the Grijalva River, then forks into the Samaria river on its left bank,

which empties into the Gulf of Mexico Bar Chiltepec; after several bifurcations, the Carrizal

river on its right bank, the latter crosses the city of Villahermosa, state capital of Tabasco,

which receives input from rivers originating in the mountains of Lower Grijalva. Crossing

Villahermosa, subsequently; Grijalva River continues to converge with the Usumacinta

River to lead after the Gulf of Mexico. The average annual volume draining into the mouth

of the Grijalva River is located about 36,500 million m³ annually, if we add to this volume

the average annual volume of the Usumacinta River mainstream Grijalva Usumacinta basin

the amount of fresh water that flows into the Gulf of Mexico is about 100,000 million cubic

meters.



GEOTECNIC STUDY

Sedimentation has reduced the hydraulic capacity of the channels, and in the lower basin

of Nacajuca Chontalpa and there are over a million hectares of land subject to flooding.

Growing in the region are of a seasonal nature, occurring in May increased precipitation

caused by tropical systems and persist until November, however, in mid-September runoff

in the basin is also generated by the incidence of cold fronts and extends through

February; the highlights being precipitation and growing months in September and October

when these two systems are combined. The years have been increasing overtime are:

1955, 1973, 1995, 1999, 2007 (center and swamp area), 2008 (Area of Rivers) and 2009

(Area Chontalpa) the last 5 being the most damaging to the infrastructure and population

have caused, why CNA has implemented a program of water infrastructure to mitigate

damage and flooding.





GEOTECNIC STUDY

Figure. 6.3.2 Average annual runoff of the river Grijalva: 36493.88 Mm3.

Since 1980 have operated Chicoasén pouring of dams for 5 times and in Penitas in 1999

for 5 days the weir was operated, Unleashed For Malpaso have occurred only 4 times and

the first filling of the dam include that at those times Angostura did not exist, all other

occasions and to date, monitoring the operation of dams Grijalva in the long term and for

the management of growing, it has paid for all growing is regulated through extraction

turbines. Managing the growing currently based on the anticipated operation of dams for



GEOTECNIC STUDY

flood control Grijalva before the arrival of a hydro-meteorological extreme event. In this

communication between management meteorologist with the forecasting of precipitation

and the hydrologist is reviewed in order to evaluate scenarios and determine the most

probable.

Figure. 6.3.3 Histogram of monthly rain-runoff in the Grijalva River Basin.



GEOTECNIC STUDY

Also the river morphology has changed due to the sealing of the main flow of the Dry

River was diverted 321 years ago, so it is important to provide a history to assess the

current situation and subsurface hydrologic conditions in the Gulf sea interaction with

Lagoonarium system that make the coastal region of Villa Sánchez Magallanes;

Municipality. Cardenas, the lames of Carmen, The Tomboy; and the Municipality.

Paradise: gaps; Flowers, Grassland, Mecoacan, and Chijtepec Tupilco bar. Knowing the

history, roots and foundation of these municipalities, dates back to the years 800 to 400

a. C. as a result of the expansion of La Venta Olmec, near the city limits of Huimanguillo

site. The Olmec culture spread to the Cardenas Tonala and ranches. Northwest and

south of the town found archaeological remains belonging to the Mayan culture in

Arroyo Hondo, La Azucena, Crossroads, Sanctuary and Sánchez Magallanes.

According to the conquistador Hernán Cortés in his tragic expedition to Las Higueras,

went through a town called Ayagualulco or Agualulco, identified today with the village

and port of Sánchez Magallanes (before Barra de Santa Ana). Later, between 1680 and

1689, due to raids by English pirates, the Agualulcos had to abandon the Barra de

Santa Ana and go inland founding villages and people as San Felipe New River (today,

people Gutiérrez Gómez) and Huimango; and to prevent once and for all the siege of

pirates, the people of the Chontalpa I decided to cover the Mezcalapa river or Dos

Bocas, in the so-called "step Don Chilo Pardo" site located in the town of Huimanguillo,

deflecting it a tributary arm of the Grijalva River. Since then, that channel that

dramatically reduced its flow, the river was called Seco influence on some alluvial and



GEOTECNIC STUDY

lacustrine deposits of sands, silts and clays from Huimanguillo Cardenas, Comalcalco

and Paradise. In 2007, during the flood Conagua reported that most of the rivers in

Tabasco levels recorded climbs in the last 24 hours because of the rain, but all

remained below their critical scales between 1.22 and 5.54 meters, also pointed out that

the main precipitation was 61.2 mm in Puyacatengo, 56.3 and 52.5 in Oxolotán in

Nacajuca. Thus, the tributaries of the mountainous area raised their scales in Tacotalpa,

Pichucalco, Teapa and La Sierra, 1.49, 1.13, 1.08 meters and 30 centimeters,

respectively. However, with the commissioning of gate called "The Macayo", the city of

Villahermosa, presents flood safety margins because the flow of the Grijalva River in the

fork of the two rivers is controlled: the Carrizal river across town in the municipality of

Centro and Samaria river where deviates more than 60% of the flow to the area

Chontalpa, between the municipalities of Jalpa de Méndez and Nacajuca, and finally

lead to the Gulf of Mexico before crossing the González river in Chiltepec Bar and

Moctezuma, in the municipality of Paraíso, Tabasco.



GEOTECNIC STUDY

Fig 6.3.4 Gate flood control, "The Macayo".

6.4 Seismology and wind zoning

The study site is located at penisísmica Mexico area (area B), where earthquakes of

moderate magnitude are generated below 6.5 º on the Richter scale. According to zoning

wind of Mexico, in the wind analysis should refer to the Manual of Civil Works of the

Federal Electricity Commission, Design by wind; 2008 Edition.





GEOTECNIC STUDY

Seismic

ZoneSoil Type ao c Ta Tb (sec) r

B

I

II

III

0.04

0.08

0.10

0.14

0.30

0.36

0.2

0.3

0.6

0.6

1.5

2.9

½

2/3

1

ao, ground acceleration coefficient.

c, seismic coefficient.

Ta, Tb (sec) Periods limiting characteristic plateau.

r, exponent defining the curved part of the design spectrum.

Figure 6.4.2 Spectrum seismic design, building regulations Municipality of Centro, Tabasco apply.



GEOTECNIC STUDY

7. FIELD WORK

Exploratory field work focused on the implementation of a total of 6 mixed polls. The visual

and classification was made to touch each of the samples during field scan consisted

sampling party unchanged average rod tube.


Poll SM-2 at 30.00 m depth.





7.1 Exploration of the subsoil

It consisted of visual grading and to touch the ground materials and thicknesses

verification layers for each of the six mixed polls.

POLL SM-1

Stratum No. 1.

From 0.00 m to 15.00 m depth, gray silty clay materials, in SPT N was 1-14 strokes,

classification is SUCS CH was located.

Stratum No. 2.

From 15.00 m to 20.40 m depth, brown silty clay materials, N SPT was located at 10-23

strokes, classification SUCS is CL.

Stratum No. 3.

From 20.40 m to 24.60 m depth a little whitish sandy loam material in SPT N was 18 to 25

blows, classification is SUCS SM was located.



GEOTECNIC STUDY

Stratum No. 4.

From 24.60 m to 30.00 m depth, color clay loam with gray brown material, N SPT is

located at 20-60 strokes, classification SUCS is CL.

The water table was found at a depth of 0.30 m.

POLL SM-2

Stratum No. 1.



Stratum No. 2.

From 24.00 m to 30.00 m depth, gray silty sand materials, in SPT N was 8-15 strokes,

classification is SUCS SM was located.


POLL SM-3

Stratum No. 1.

From 0.00 m to 3.60 m depth, brown clay materials, N is located at SPT was 4-7 strokes,

classification SUCS is CL.

Stratum No. 2.

From 3.60 m to 6.60 m depth, sand gray material color, N is located at SPT was 3-8

strokes, classification SUCS is SP.

Stratum No. 3.

From 6.60 m to 9.00 m depth, gray clay materials, N is located at SPT was 1-3 strokes,

classification SUCS is CH.



GEOTECNIC STUDY

Stratum No. 4.

From 9.00 m to 30.00 m depth, gray sandy silt materials, in SPT N was 2-40 strokes,

classification is SUCS ML was located.


POLL SM-4

Stratum No. 1.

From 0.00 m to 25.80 m depth, dark gray clay materials, in SPT N was 1-9 strokes,


Stratum No. 2.

From 25.80 m to 30.00 m deep, sandy dark brown silt materials, in SPT N was 7-12

strokes, classification is SUCS ML was located.


POLL SM-5

Stratum No. 1.


classification CL SUCS is located.


POLL SM-6

Stratum No. 1.

From 0.00 m to 6.00 m depth, gray silty clay materials and coffee in SPT N was 3-11

strokes, classification CL SUCS is located.

The water table was not detected.





Page 30 of 78

St rat um No . SA MPLE No .SIZE OF THE

STRATUMN THE STOKES NAF WALTER CONTENT FINE SAND CLASSIFICATION

----- ----- THE AND m N SPT m % % %LL

%

LP

%

IP

%SUCS

1 0.00 0.60 7 ---- ---- 30.47 94.58 5.42 ---- ---- ---- ----

2 0.60 1.20 4 ---- ---- 20.17 ---- ---- ---- ---- ---- ----

3 1.20 1.80 4 ---- 1.30 25.03 65.40 34.60 41.74 22.60 19.14 ML

4 1.80 2.40 4 ---- ---- 25.52 ---- ---- ---- ---- ---- ----

5 2.40 3.00 2 ---- ---- 45.61 95.77 4.23 ---- ---- ---- ----

6 3.00 3.60 3 ---- ---- 37.05 ---- ---- ---- ---- ---- ----

7 3.60 4.20 3 ---- ---- 28.88 ---- ---- ---- ---- ---- ----

8 4.20 4.80 ---- TSP ---- 41.51 97.19 2.81 27.84 13.20 14.64 CL

9 4.80 5.40 2 ---- ---- 43.49 ---- ---- ---- ---- ---- ----

10 5.40 6.00 5 ---- ---- 42.26 64.88 35.12 ---- ---- ---- ----

11 6.00 6.60 3 ---- ---- 42.41 ---- ---- ---- ---- ---- ----

12 6.60 7.20 3 ---- ---- 33.87 77.75 22.25 40.19 16.14 24.05 CL

13 7.20 7.80 2 ---- ---- 34.54 ---- ---- ---- ---- ---- ----14 7.80 8.40 2 ---- ---- 34.91 83.64 16.36 ---- ---- ---- ----

15 8.40 9.00 4 ---- ---- 31.70 ---- ---- ---- ---- ---- ----

16 9.00 9.60 5 ---- ---- 56.60 ---- ---- ---- ---- ---- ----

17 9.60 10.20 2 ---- ---- 25.21 94.90 5.10 ---- ---- ---- ----

18 10.20 10.80 3 ---- ---- 45.65 ---- ---- ---- ---- ---- ----

19 10.80 11.40 ---- TSP ---- 27.40 ---- ---- 41.81 15.38 26.43 CL

20 11.40 12.00 3 ---- ---- 27.22 94.84 5.16 ---- ---- ---- ----

21 12.00 12.60 2 ---- ---- 36.06 ---- ---- ---- ---- ---- ----

22 12.60 13.20 5 ---- ---- 26.41 92.45 7.55 ---- ---- ---- ----

23 13.20 13.80 4 ---- ---- 21.73 ---- ---- ---- ---- ---- ----

24 13.80 14.40 4 ---- ---- 24.18 96.63 3.37 ---- ---- ---- ----

25 14.40 15.00 6 ---- ---- 25.22 ---- ---- ---- ---- ---- ----

26 15.00 15.60 5 ---- ---- 21.15 97.49 2.51 ---- ---- ---- ----

27 15.60 16.20 7 ---- ---- 29.24 ---- ---- ---- ---- ---- ----

28 16.20 16.80 7 ---- ---- 23.12 95.69 4.31 ---- ---- ---- ----

29 16.80 17.40 7 ---- ---- 24.94 ---- ---- ---- ---- ---- ----

30 17.40 18.00 10 ---- ---- 20.04 96.76 3.24 ---- ---- ---- ----

31 18.00 18.60 ---- TSP ---- 27.84 ---- ---- 37.58 21.40 16.18 CL

32 18.60 19.20 6 ---- ---- 19.71 97.29 2.71 ---- ---- ---- ----33 19.20 19.80 8 ---- ---- 23.86 ---- ---- ---- ---- ---- ----

34 19.80 20.40 9 ---- ---- 26.32 ---- ---- ---- ---- ---- ----

35 20.40 21.00 9 ---- ---- 18.95 ---- ---- 42.32 17.15 25.17 CL

36 21.00 21.60 8 ---- ---- 22.87 ---- ---- ---- ---- ---- ----

37 21.60 22.20 8 ---- ---- 28.00 ---- ---- 56.09 20.99 35.10 CH

38 22.20 22.80 11 ---- ---- 25.73 ---- ---- ---- ---- ---- ----

39 22.80 23.40 10 ---- ---- 25.48 ---- ---- ---- ---- ---- ----

40 23.40 24.00 4 ---- ---- 30.61 16.89 83.11 ---- ---- ---- ----

41 24.00 24.60 19 ---- ---- 34.04 ---- ---- ---- ---- ---- ----

42 24.60 25.20 9 ---- ---- 44.20 18.90 81.10 ---- ---- ---- ----

43 25.20 25.80 14 ---- ---- 37.08 ---- ---- ---- ---- ---- ----

44 25.80 26.40 16 ---- ---- 11.01 22.65 77.35 ---- ---- ---- ----

45 26.40 27.00 13 ---- ---- 46.23 ---- ---- ---- ---- ---- ----

46 27.00 27.60 22 ---- ---- 29.17 15.45 84.55 ---- ---- ---- ----

47 27.60 28.20 58 ---- ---- 24.99 ---- ---- ---- ---- ---- ----

48 28.20 28.80 50 ---- ---- 24.92 17.89 82.11 ---- ---- ---- ----

49 28.80 29.40 58 ---- ---- 15.60 ---- ---- ---- ---- ---- ----

50 29.40 30.00 50 ---- ---- 16.14 12.24 87.76 ---- ---- ---- ----

24.00

6.002

1

SAMPLED: DEVELOPMENT INDEX:

DEPTH

SHELBY TUBE

CONSISTENCY LIMITS

POLL SM-2



Page 31 of 78



----- ----- THE AND m N SPT m % % %LL

%

LP

%

IP

%SUCS

1 0.00 0.60 6 ---- ---- 23.38 ---- ---- ---- ---- ---- ----

2 0.60 1.20 9 ---- 0.90 24.27 72.68 27.32 ---- ---- ---- ----

3 1.20 1.80 12 ---- ---- 34.62 ---- ---- ---- ---- ---- ----

4 1.80 2.40 4 ---- ---- 27.32 71.26 28.74 ---- ---- ---- ----

5 2.40 3.00 2 ---- ---- 31.31 ---- ---- 66.26 32.82 33.44 OH

6 3.00 3.60 1 ---- ---- 35.31 69.24 30.76 ---- ---- ---- ----

7 3.60 4.20 3 ---- ---- 38.94 ---- ---- ---- ---- ---- ----

8 4.20 4.80 8 ---- ---- 27.73 ---- ---- ---- ---- ---- ----

9 4.80 5.40 5 ---- ---- 35.91 6.76 93.24 ---- ---- ---- ----

10 5.40 6.00 3 ---- ---- 44.94 ---- ---- ---- ---- ---- ----

11 6.00 6.60 3 ---- ---- 37.70 7.76 92.24 ---- ---- ---- ----

12 6.60 7.20 ---- TSP ---- 29.93 ---- ---- 81.65 33.32 48.33 CH

13 7.20 7.80 1 ---- ---- 34.27 91.69 8.31 ---- ---- ---- ----14 7.80 8.40 1 ---- ---- 37.37 ---- ---- 57.94 31.05 26.89 OH

15 8.40 9.00 1 ---- ---- 14.99 94.59 5.41 ---- ---- ---- ----

16 9.00 9.60 2 ---- ---- 29.74 ---- ---- ---- ---- ---- ----

17 9.60 10.20 2 ---- ---- 28.34 88.55 11.45 ---- ---- ---- ----

18 10.20 10.80 2 ---- ---- 24.42 ---- ---- ---- ---- ---- ----

19 10.80 11.40 4 ---- ---- 20.57 ---- ---- ---- ---- ---- ----

20 11.40 12.00 4 ---- ---- 32.24 92.96 7.04 ---- ---- ---- ----

21 12.00 12.60 4 ---- ---- 36.04 ---- ---- ---- ---- ---- ----

22 12.60 13.20 4 ---- ---- 31.77 95.34 4.66 ---- ---- ---- ----

23 13.20 13.80 2 ---- ---- 26.82 67.59 32.41 ---- ---- ---- ----

24 13.80 14.40 5 ---- ---- 25.07 ---- ---- ---- ---- ---- ----

25 14.40 15.00 9 ---- ---- 16.48 ---- ---- ---- ---- ---- ----

26 15.00 15.60 5 ---- ---- 34.18 76.87 23.13 ---- ---- ---- ----

27 15.60 16.20 5 ---- ---- 27.49 ---- ---- ---- ---- ---- ----

28 16.20 16.80 9 ---- ---- 27.43 ---- ---- ---- ---- ---- ----

29 16.80 17.40 9 ---- ---- 26.49 95.66 4.34 ---- ---- ---- ----

30 17.40 18.00 12 ---- ---- 28.95 ---- ---- ---- ---- ---- ----

31 18.00 18.60 10 ---- ---- 31.86 ---- ---- 23.71 21.41 2.30 ML

32 18.60 19.20 11 ---- ---- 31.37 90.88 9.12 ---- ---- ---- ----33 19.20 19.80 6 ---- ---- 29.35 ---- ---- ---- ---- ---- ----

34 19.80 20.40 6 ---- ---- 29.11 93.85 6.15 ---- ---- ---- ----

35 20.40 21.00 12 ---- ---- 43.74 ---- ---- ---- ---- ---- ----

36 21.00 21.60 6 ---- ---- 25.43 ---- ---- ---- ---- ---- ----

37 21.60 22.20 20 ---- ---- 29.06 ---- ---- ---- ---- ---- ----

38 22.20 22.80 10 ---- ---- 28.40 ---- ---- ---- ---- ---- ----

39 22.80 23.40 15 ---- ---- 25.32 93.21 6.79 ---- ---- ---- ----

40 23.40 24.00 14 ---- ---- 24.54 ---- ---- 39.77 28.31 11.46 ML

41 24.00 24.60 12 ---- ---- 18.63 ---- ---- ---- ---- ---- ----

42 24.60 25.20 18 ---- ---- 19.88 95.65 4.35 ---- ---- ---- ----

43 25.20 25.80 9 ---- ---- 20.07 ---- ---- ---- ---- ---- ----

44 25.80 26.40 14 ---- ---- 10.78 96.76 3.24 ---- ---- ---- ----

45 26.40 27.00 27 ---- ---- 18.93 ---- ---- ---- ---- ---- ----

46 27.00 27.60 40 ---- ---- 17.65 ---- ---- ---- ---- ---- ----

47 27.60 28.20 25 ---- ---- 21.32 ---- ---- ---- ---- ---- ----

48 28.20 28.80 26 ---- ---- 18.84 94.21 5.79 ---- ---- ---- ----

49 28.80 29.40 26 ---- ---- 16.44 ---- ---- ---- ---- ---- ----

50 29.40 30.00 30 ---- ---- 14.15 ---- ---- ---- ---- ---- ----

3.60

3.00

2.40

21.00

1

2

3

4

POLL SM-3


DEPTH

SHELBY TU BE

CONSISTENCY LIMITS



Page 32 of 78



----- ----- THE AND m N SPT m % % %LL

%

LP

%

IP

%SUCS

1 0.00 0.60 3 ---- ---- 34.15 90.46 9.54 ---- ---- ---- ----

2 0.60 1.20 4 ---- ---- 17.95 ---- ---- 52.37 21.40 30.97 CH

3 1.20 1.80 5 ---- 1.35 20.44 ---- ---- ---- ---- ----

4 1.80 2.40 6 ---- ---- 25.54 ---- ---- ---- ---- ---- ----

5 2.40 3.00 5 ---- ---- 38.21 85.8 14.20 47.34 15.05 32.29 CL

6 3.00 3.60 3 ---- ---- 44.12 ---- ---- ---- ---- ---- ----

7 3.60 4.20 2 ---- ---- 37.71 ---- ---- 28.25 14.12 14.13 CL

8 4.20 4.80 2 ---- ---- 48.55 ---- ---- ---- ---- ---- ----

9 4.80 5.40 2 ---- ---- 38.29 89.69 10.31 ---- ---- ---- ----

10 5.40 6.00 ---- TSP ---- 51.26 ---- ---- 17.30 13.83 3.47 ML

11 6.00 6.60 1 ---- ---- 45.93 ---- ---- ---- ---- ---- ----

12 6.60 7.20 2 ---- ---- 39.16 ---- ---- ---- ---- ---- ----

13 7.20 7.80 6 ---- ---- 41.30 81.71 18.29 ---- ---- ---- ----14 7.80 8.40 4 ---- ---- 30.09 ---- ---- ---- ---- ---- ----

15 8.40 9.00 2 ---- ---- 27.08 ---- ---- ---- ---- ---- ----

16 9.00 9.60 3 ---- ---- 26.14 ---- ---- ---- ---- ---- ----

17 9.60 10.20 2 ---- ---- 50.36 89.98 10.02 ---- ---- ---- ----

18 10.20 10.80 3 ---- ---- 43.49 ---- ---- ---- ---- ---- ----

19 10.80 11.40 5 ---- ---- 49.86 ---- ---- ---- ---- ---- ----

20 11.40 12.00 4 ---- ---- 47.72 ---- ---- 55.84 20.67 35.17 CH

21 12.00 12.60 3 ---- ---- 27.57 ---- ---- ---- ---- ---- ----

22 12.60 13.20 ---- TSP ---- 29.20 ---- ---- ---- ---- ---- ----

23 13.20 13.80 2 ---- ---- 27.77 93.45 6.55 ---- ---- ---- ----

24 13.80 14.40 3 ---- ---- 26.18 ---- ---- ---- ---- ---- ----

25 14.40 15.00 2 ---- ---- 27.83 ---- ---- ---- ---- ---- ----

26 15.00 15.60 3 ---- ---- 24.17 ---- ---- ---- ---- ---- ----

27 15.60 16.20 5 ---- ---- 33.31 ---- ---- ---- ---- ---- ----

28 16.20 16.80 4 ---- ---- 41.22 94.54 5.46 ---- ---- ---- ----

29 16.80 17.40 4 ---- ---- 33.07 ---- ---- ---- ---- ---- ----

30 17.40 18.00 3 ---- ---- 36.27 ---- ---- 29.28 14.64 14.64 CL

31 18.00 18.60 ---- TSP ---- 37.40 ---- ---- ---- ---- ---- ----

32 18.60 19.20 3 ---- ---- 36.13 94.27 5.73 40.78 13.38 27.40 CL33 19.20 19.80 6 ---- ---- 32.11 ---- ---- ---- ---- ---- ----

34 19.80 20.40 9 ---- ---- 22.69 ---- ---- ---- ---- ---- ----

35 20.40 21.00 8 ---- ---- 22.78 92.21 7.79 ---- ---- ---- ----

36 21.00 21.60 6 ---- ---- 23.20 ---- ---- ---- ---- ---- ----

37 21.60 22.20 7 ---- ---- 18.11 ---- ---- ---- ---- ---- ----

38 22.20 22.80 7 ---- ---- 19.81 91.89 8.11 ---- ---- ---- ----

39 22.80 23.40 8 ---- ---- 24.55 ---- ---- ---- ---- ---- ----

40 23.40 24.00 5 ---- ---- 22.41 ---- ---- ---- ---- ---- ----

41 24.00 24.60 5 ---- ---- 22.49 93.76 6.24 ---- ---- ---- ----

42 24.60 25.20 3 ---- ---- 14.85 ---- ---- ---- ---- ---- ----

43 25.20 25.80 7 ---- ---- 14.54 ---- ---- ---- ---- ---- ----

44 25.80 26.40 11 ---- ---- 7.66 67.87 32.13 ---- ---- ---- ----

45 26.40 27.00 9 ---- ---- 18.78 ---- ---- ---- ---- ---- ----

46 27.00 27.60 9 ---- ---- 16.38 ---- ---- 40.68 33.91 6.77 ML

47 27.60 28.20 12 ---- ---- 22.71 76.54 23.46 ---- ---- ---- ----

48 28.20 28.80 7 ---- ---- 19.07 ---- ---- ---- ---- ---- ----

49 28.80 29.40 8 ---- ---- 16.71 65.32 34.68 25.52 22.24 3.28 ML

50 29.40 30.00 12 ---- ---- 20.81 ---- ---- ---- ---- ---- ----

25.80

4.202

1

POLL SM-4


DEPTH

SHELBY TUB E

CONSISTENCY LIMITS





Page 34 of 78

9. SELECTION OF DESIGN PARAMETERS

Geo 9.1 Mechanical Parameters

SAMPLE No.: DEPTH DEVELOPMENT MECHANICAL:

----- THE AND

m C ° E

ton/m3 Ton/m2 * Ton/m2

POLL SM-1

8 4.20 4.80 1.77 1.01 2 47.40

16 9.00 9.60 1.77 3.98 4 248.5028 16.20 16.80 1.77 2.30 2 159.40

POLL SM-2

8 4.20 4.80 1.79 2.55 6 279.00

19 4.80 5.40 1.79 1.97 3 122.00

31 18.00 18.60 1.80 2.25 5 161.80

POLL SM-3

12 6.60 7.20 1.76 1.22 4 190.00

POLL SM-4

10 5.40 6.00 1.79 1.83 5 135.80

22 12.60 13.20 1.77 1.73 5 75.90

31 18.00 18.60 1.79 2.75 5 145.00

POLL SM-5

5 2.40 3.00 1.75 2.1 2 92.60

POLL SM-6

5 2.40 3.00 1.72 2 2 90.60



Page 35 of 78

10. GEOTECHNICAL REVIEW

10.1 Capacity subsoil.

To estimate the allowable bearing capacity of foundation soil (qadm), it was considered

a safety factor of 3 from the lab results, applying the criteria for Terzaghi-frictioning

cohesive soils.

The results of allowable bearing capacity of the soil considering a safety factor of 3

resulted from:

POLL SM-1

STRIP FOOTING

SOIL CAPACITY qadm (ton / m²)

DEPTHDf (m)

Foundation width B (m)

1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 1.85 1.86 1.87 1.88 1.89 1.90 1.91

1.50 2.08 2.09 2.09 2.10 2.11 2.12 2.13

2.00 2.30 2.31 2.32 2.33 2.34 2.35 2.36

2.50 2.53 2.54 2.54 2.55 2.56 2.57 2.58

3.00 2.75 2.76 2.77 2.78 2.79 2.80 2.81

3.50 2.98 2.99 2.99 3.00 3.01 3.02 3.03

4.00 3.20 3.21 3.22 3.23 3.24 3.25 3.26



Page 36 of 78

ISOLATED FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 1.85 1.86 1.86 1.87 1.88 1.88 1.89

1.50 2.07 2.08 2.09 2.09 2.10 2.11 2.12

2.00 2.30 2.31 2.31 2.32 2.33 2.33 2.34

2.50 2.52 2.53 2.54 2.54 2.55 2.56 2.57

3.00 2.75 2.76 2.76 2.77 2.78 2.78 2.79

3.50 2.97 2.98 2.99 2.99 3.00 3.01 3.02

4.00 3.20 3.21 3.21 3.22 3.23 3.23 3.24

CONCRETE BED FOUNDATIONS


DEPTH

Df (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 0.33 0.32 0.32 0.33 0.34 0.35 0.36

1.50 0.38 0.35 0.35 0.35 0.36 0.37 0.38

2.00 0.43 0.39 0.37 0.37 0.38 0.39 0.39

2.50 0.47 0.42 0.40 0.40 0.40 0.40 0.41

3.00 0.52 0.45 0.43 0.42 0.42 0.42 0.43

3.50 0.57 0.49 0.45 0.44 0.44 0.44 0.44

4.00 0.61 0.52 0.48 0.46 0.46 0.46 0.46



Page 37 of 78

POLL SM-2

STRIP FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 5.26 5.27 5.28 5.28 5.29 5.30 5.31

1.50 5.48 5.49 5.50 5.51 5.52 5.53 5.54

2.00 5.71 5.72 5.73 5.73 5.74 5.75 5.76

2.50 5.93 5.94 5.95 5.96 5.97 5.98 5.99

3.00 6.16 6.17 6.18 6.18 6.19 6.20 6.21

3.50 6.38 6.39 6.40 6.41 6.42 6.43 6.44

4.00 6.61 6.62 6.63 6.63 6.64 6.65 6.66

ISOLATED FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 5.25 5.26 5.27 5.28 5.28 5.29 5.30

1.50 5.48 5.49 5.49 5.50 5.51 5.51 5.52

2.00 5.70 5.71 5.72 5.73 5.73 5.74 5.75

2.50 5.93 5.94 5.94 5.95 5.96 5.96 5.97

3.00 6.15 6.16 6.17 6.18 6.18 6.19 6.20

3.50 6.38 6.39 6.39 6.40 6.41 6.41 6.42

4.00 6.60 6.61 6.62 6.63 6.63 6.64 6.65



Page 38 of 78



DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 1.75 1.68 1.69 1.73 1.78 1.84 1.91

1.50 2.00 1.86 1.83 1.85 1.89 1.94 2.00

2.00 2.25 2.04 1.97 1.97 1.99 2.03 2.08

2.50 2.50 2.22 2.12 2.09 2.10 2.13 2.17

3.00 2.74 2.39 2.26 2.21 2.20 2.22 2.26

3.50 2.99 2.57 2.40 2.33 2.31 2.32 2.34

4.00 3.24 2.75 2.54 2.45 2.41 2.41 2.43

POLL SM-3

STRIP FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 3.95 3.96 3.98 3.99 4.01 4.02 4.04

1.50 4.20 4.21 4.22 4.24 4.25 4.27 4.28

2.00 4.44 4.46 4.47 4.49 4.50 4.52 4.53

2.50 4.69 4.71 4.72 4.74 4.75 4.77 4.78

3.00 4.94 4.96 4.97 4.98 5.00 5.01 5.03

3.50 5.19 5.20 5.22 5.23 5.25 5.26 5.28

4.00 5.44 5.45 5.47 5.48 5.50 5.51 5.53



Page 39 of 78

ISOLATED FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 3.94 3.95 3.96 3.98 3.99 4.00 4.01

1.50 4.19 4.20 4.21 4.22 4.24 4.25 4.26

2.00 4.44 4.45 4.46 4.47 4.48 4.50 4.51

2.50 4.69 4.70 4.71 4.72 4.73 4.74 4.76

3.00 4.93 4.95 4.96 4.97 4.98 4.99 5.01

3.50 5.18 5.19 5.21 5.22 5.23 5.24 5.25

4.00 5.43 5.44 5.45 5.47 5.48 5.49 5.50



DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 1.12 1.08 1.09 1.11 1.14 1.18 1.23

1.50 1.28 1.19 1.18 1.19 1.21 1.24 1.28

2.00 1.44 1.31 1.27 1.26 1.28 1.31 1.34

2.50 1.60 1.42 1.36 1.34 1.35 1.37 1.39

3.00 1.76 1.54 1.45 1.42 1.41 1.43 1.45

3.50 1.92 1.65 1.54 1.49 1.48 1.49 1.50

4.00 2.08 1.76 1.63 1.57 1.55 1.55 1.56



Page 40 of 78

POLL SM-4

STRIP FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 3.45 3.47 3.49 3.52 3.54 3.56 3.58

1.50 3.73 3.75 3.77 3.79 3.81 3.83 3.85

2.00 4.00 4.02 4.04 4.06 4.08 4.10 4.12

2.50 4.27 4.29 4.31 4.34 4.36 4.38 4.40

3.00 4.55 4.57 4.59 4.61 4.63 4.65 4.67

3.50 4.82 4.84 4.86 4.88 4.90 4.92 4.94

4.00 5.09 5.11 5.13 5.16 5.18 5.20 5.22

ISOLATED FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 3.45 3.46 3.48 3.49 3.51 3.53 3.54

1.50 3.72 3.73 3.75 3.77 3.78 3.80 3.82

2.00 3.99 4.01 4.02 4.04 4.06 4.07 4.09

2.50 4.27 4.28 4.30 4.31 4.33 4.35 4.36

3.00 4.54 4.55 4.57 4.59 4.60 4.62 4.64

3.50 4.81 4.83 4.84 4.86 4.88 4.89 4.91

4.00 5.09 5.10 5.12 5.13 5.15 5.17 5.18



Page 41 of 78



DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 0.85 0.82 0.83 0.85 0.87 0.90 0.93

1.50 0.98 0.91 0.90 0.91 0.92 0.95 0.98

2.00 1.10 1.00 0.97 0.96 0.98 0.99 1.02

2.50 1.22 1.08 1.04 1.02 1.03 1.04 1.06

3.00 1.34 1.17 1.10 1.08 1.08 1.09 1.10

3.50 1.47 1.26 1.17 1.14 1.13 1.13 1.15

4.00 1.59 1.34 1.24 1.20 1.18 1.18 1.19

POLL SM-5

STRIP FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 5.41 5.42 5.42 5.43 5.44 5.44 5.45

1.50 5.62 5.62 5.63 5.63 5.64 5.64 5.65

2.00 5.82 5.82 5.83 5.84 5.84 5.85 5.85

2.50 6.02 6.03 6.03 6.04 6.05 6.05 6.06

3.00 6.23 6.23 6.24 6.24 6.25 6.25 6.26

3.50 6.43 6.43 6.44 6.45 6.45 6.46 6.46

4.00 6.63 6.64 6.64 6.65 6.66 6.66 6.67



Page 42 of 78

ISOLATED FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 5.41 5.41 5.42 5.42 5.43 5.43 5.44

1.50 5.61 5.62 5.62 5.63 5.63 5.64 5.64

2.00 5.82 5.82 5.83 5.83 5.83 5.84 5.84

2.50 6.02 6.02 6.03 6.03 6.04 6.04 6.05

3.00 6.22 6.23 6.23 6.24 6.24 6.25 6.25

3.50 6.43 6.43 6.44 6.44 6.44 6.45 6.45

4.00 6.63 6.63 6.64 6.64 6.65 6.65 6.66



DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 1.93 1.86 1.87 1.91 1.97 2.04 2.11

1.50 2.21 2.06 2.03 2.04 2.09 2.14 2.21

2.00 2.48 2.25 2.18 2.18 2.20 2.25 2.30

2.50 2.76 2.45 2.34 2.31 2.32 2.35 2.40

3.00 3.03 2.64 2.49 2.44 2.43 2.46 2.49

3.50 3.31 2.84 2.65 2.57 2.55 2.56 2.59

4.00 3.59 3.04 2.81 2.70 2.67 2.66 2.69



Page 43 of 78

POLL SM-6

STRIP FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 5.19 5.20 5.20 5.21 5.21 5.22 5.23

1.50 5.39 5.40 5.41 5.41 5.42 5.42 5.43

2.00 5.60 5.60 5.61 5.62 5.62 5.63 5.63

2.50 5.80 5.81 5.81 5.82 5.82 5.83 5.84

3.00 6.00 6.01 6.02 6.02 6.03 6.03 6.04

3.50 6.21 6.21 6.22 6.23 6.23 6.24 6.24

4.00 6.41 6.42 6.42 6.43 6.43 6.44 6.45

ISOLATED FOOTING


DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 5.19 5.19 5.20 5.20 5.21 5.21 5.22

1.50 5.39 5.40 5.40 5.41 5.41 5.42 5.42

2.00 5.60 5.60 5.61 5.61 5.61 5.62 5.62

2.50 5.80 5.80 5.81 5.81 5.82 5.82 5.83

3.00 6.00 6.01 6.01 6.02 6.02 6.03 6.03

3.50 6.21 6.21 6.22 6.22 6.22 6.23 6.23

4.00 6.41 6.41 6.42 6.42 6.43 6.43 6.44



Page 44 of 78



DEPTHDf (m)


1.00 1.50 2.00 2.50 3.00 3.50 4.00

1.00 1.84 1.77 1.78 1.82 1.88 1.94 2.01

1.50 2.10 1.96 1.93 1.95 1.99 2.04 2.10

2.00 2.36 2.15 2.08 2.07 2.10 2.14 2.19

2.50 2.63 2.33 2.23 2.20 2.21 2.24 2.28

3.00 2.89 2.52 2.38 2.32 2.32 2.34 2.38

3.50 3.15 2.70 2.52 2.45 2.43 2.44 2.47

4.00 3.41 2.89 2.67 2.58 2.54 2.54 2.56

10.2 Settlements subsurface

Settlements in compressible strata

For calculating consolidation subsidence criterion applied A. Casagrande,

considering the influence of stresses in the soil mass, using the following equation:

DH = mv DP H Where:

DH = consolidation settlement, (cm)

mv = bulk modulus of the soil, (cm ² / kg)

DP = Effort in the soil mass (kg / cm ²)

H = thickness of the compressible layer, (m)



Page 45 of 78

Elastic Settlements

To estimate total settlements apply Skempton theory, Bjerrum, adding immediate

settlement and subsidence expected consolidation under the following criteria:

For the calculation of the elastic settlements turn to the theory of Steinbrenner, whose

equation is:

S = ((q B (1 - m2) / Es)) (Iw)

Where:

S = Elastic Support

q = overload the floor or contact pressure, ton / m²

Iw = Influence which depends on the shape and stiffness of the foundation

Es = modulus of elasticity of the soil, ton / m²

m = Poisson's ratio, dimensionless

Iw = influence factor depending on the ratio L / B type foundation.

Being aboard B = width, L = length of failure



Page 46 of 78

POLLS No.

Elastic Settlements

(Cm)

Consolidation settlements

(Cm)

Total Settlements

(Cm)

POLL SM-1 3.38 8.88 12.26

POLL SM-2 0.57 5.40 5.97

POLL SM-3 0.84 4.80 5.64

POLL SM-4 2.11 4.56 6.67

POLL SM-5 2.50 6.80 9.30

POLL SM-6 1.77 7.20 8.97

Results Table 10.2.2.1 soil settlement.

Note: Geotechnical Review of capacity and settlements of the foundation of the MVL # 1 Valve:

Terzaghi and Peck criteria:

Qa = [SL Nprom.] / 2.84 = [(25) (8.5)] / 2.84 = 74.82 kPa = 7.63 ton / m²

Qa = Allowable load capacity for SL = 25mm

Nprom. = Number of hits (SPT) corrected average

SL = tolerable foundation settlement in 25 mm

Qadm footing: 6.45 ton / m²

Qadm <Qa; Not satisfied as soil improvement or reinforcement is recommended



Page 47 of 78

11. CONCLUSIONS

11.1 It is concluded that the stratigraphy was found:

POLL SM-1

Stratum No. 1.



Stratum No. 2.

From 15.00 m to 20.40 m depth, brown silty clay materials, N SPT was located at 10-

23 strokes, classification SUCS is CL.

Stratum No. 3.

From 20.40 m to 24.60 m depth a little whitish sandy loam material in SPT N was 18 to

25 blows, classification is SUCS SM was located.

Stratum No. 4.

From 24.60 m to 30.00 m depth, color clay loam with gray brown material, N SPT is

located at 20-60 strokes, classification SUCS is CL.


POLL SM-2

Stratum No. 1.





Page 48 of 78

Stratum No. 2.

From 24.00 m to 30.00 m depth, gray silty sand materials, in SPT N was 8-15 strokes,

classification is SUCS SM was located.


POLL SM-3

Stratum No. 1.

From 0.00 m to 3.60 m depth, brown clay materials, N is located at SPT was 4-7

strokes, classification SUCS is CL.

Stratum No. 2.

From 3.60 m to 6.60 m depth, sand gray material color, N is located at SPT was 3-8

strokes, classification SUCS is SP.

Stratum No. 3.

From 6.60 m to 9.00 m depth, gray clay materials, N is located at SPT was 1-3 strokes,

classification SUCS is CH.

Stratum No. 4.

From 9.00 m to 30.00 m depth, gray sandy silt materials, in SPT N was 2-40 strokes,

classification is SUCS ML was located.


POLL SM-4

Stratum No. 1.

From 0.00 m to 25.80 m depth, dark gray clay materials, in SPT N was 1-9 strokes,




Page 49 of 78

Stratum No. 2.

From 25.80 m to 30.00 m deep, sandy dark brown silt materials, in SPT N was 7-12

strokes, classification is SUCS ML was located.


POLL SM-5

Stratum No. 1.


classification CL SUCS is located.


POLL SM-6

Stratum No. 1.

From 0.00 m to 6.00 m depth, gray silty clay materials and coffee in SPT N was 3-11

strokes, classification CL SUCS is located.

The water table was not detected.

1.2 It is concluded that the water table was located:

SM-1 to 0.30 m deep.

SM-2 at 1.30 m depth. SM-3 to 0.90 m deep.

SM-4, to 1.35 m deep.

SM-5, to 0.75 m deep.

SM-6, the groundwater level was not detected.



Page 50 of 78

11.3 It was concluded that the capacity was:

SM-1



Page 51 of 78

SM-2



Page 52 of 78



Page 53 of 78

SM-3



Page 54 of 78

SM-4



Page 55 of 78



Page 56 of 78

SM-5



Page 57 of 78

SM-6



Page 58 of 78



Page 59 of 78

11.4 It is concluded that the settlements were estimated:

POLLS

No.

Elastic Settlements

(Cm)

Consolidation

settlements

(Cm)

Total Settlements

(Cm)

POLL SM-1 3.38 8.88 12.26

POLL SM-2 0.57 5.40 5.97

POLL SM-3 0.84 4.80 5.64

POLL SM-4 2.11 4.56 6.67

POLL SM-5 2.50 6.80 9.30

POLL SM-6 1.77 7.20 8.97

Note: Geotechnical Review of capacity and settlements of the foundation of the MVL # 1 Valve:

Terzaghi and Peck criteria:

Qa = [SL Nprom.] / 2.84 = [(25) (8.5)] / 2.84 = 74.82 kPa = 7.63 ton / m²

Qa = Allowable load capacity for SL = 25mm

Nprom. = Number of hits (SPT) corrected average

SL = tolerable foundation settlement in 25 mm

Qadm footing: 6.45 ton / m²

Qadm <Qa; Not satisfied as soil improvement or reinforcement is recommended



Page 60 of 78

12. Recommendations

1. Soil improvement by substitution, which involves the removal of soft compressible

materials with thickness of 120 cm and replacement of two layers of 60cm is

recommended. The first layer consists of castling treatment with TMA 10 "fine of not

more than 10% compacted in two layers of 30 cm to 95% wear. Layer The second

layer comprises the construction of quality hydraulic base with TMA 1 1 / 2 "fines no

greater than 10% compacted at 95% of its PSMS porter, in two layers of 30 cm and

reinforced with geogrid type BX-1610 TENSION AND PAVINTEC 360 geotextile or

similar.

2. It is recommended to review estructurista modeling and lowering cargo enters

overload reactions induced by the weight of the MVL No. 1 wall placed on the

concrete slab valve.





Page 62 of 78

SHAFT TYPE

AUTHORIZED WEIGHT (TONS)TYPE IN ROAD

A B C

A single axis

With 2 wheels 5.5 5 4

With 4 wheels 10 9 8

Two easy axes TANDEM

With 2 wheels on eachaxle

4.5/eje 3.75/eje 3.5/eje

With 4 tires on each axle 9.0/eje 7.5/eje 7.0/eje

Three easy axes TANDEM

With 4 tires on each axle 7.5/eje N. P. N. P.

N. P. = Not allowed

VEHICLE TYPETYPE OF TRACK

A B C

C-2 15.5 14 12

C-3 23.5 20 18

C-4 28 N. P. N. P.

T2-S1 25.5 23 N. P.

T2-S2 33.5 29 N. P.

T3-S2 41.5 35 N. P.

T3-S3 46 N. P. N. P.

C2-R2 35.5 N. P. N. P.

C3-R2 43.5 N. P. N. P.

C3-R3 51.5 N. P. N. P.

T2-S1-R2 45.5 N. P. N. P.

T3-S1-R2 53.5 N. P. N. P.

T3-S2-R2 61.5 N. P. N. P.

T3-S2-R3 69.5 N. P. N. P.

T3-S2-R4 77.5 N. P. N. P.N. P. = Not allowed



Page 63 of 78

VEHICLE TYPE APPROVED DIMENSIONS (m)

LONG WIDTH HIGH

C-2 12.2 2.5 4.15

C-3 12.2 2.5 4.15

C-4 12.2 2.5 4.15

T2-S1 17 2.5 4.15

T2-S2 17 2.5 4.15

T3-S2 17 2.5 4.15

T3-S3 17 2.5 4.15

C2-R2 19 2.5 4.15C3-R2 19 2.5 4.15

C3-R3 19 2.5 4.15

T2-S1-R2 22 2.5 4.15

T3-S1-R2 22 2.5 4.15

T3-S2-R2 22 2.5 4.15

T3-S2-R3 22 2.5 4.15

T3-S2-R4 22 2.5 4.15

VEHICLE* MAXIMUM

TURNINGRADIUS (m)

RADIOMINIMUM

INTERIOR **(m)

Car 7.35 4.05

Combination:

Tractor-trailer with distancebetween end axles of 15.25 m

14.75 6.3

Semi trailer tractor 16.20 m 14.75 2.98

Semi trailer tractor 14.60 m 14.75 0

Semi trailer tractor - trailer 19.7 5.7

* Outdoor Path Forward flight while the car is the forced return

* Career of the right rear tire while the car is the forced return



Page 64 of 78

12.3 -. Based on the results of capacity and soil settlements and considering the flood and

waterlogging caused by rain, it is recommended to fill the existing land designated for the

work platform and coating roads through thick padding sand with variable height between

1.50 m, compacted in layers of 30 cm standard proctor to ground level and adequacy of

project facilities with isolation valves, traps and existing in the river Tepate batteries.

Power Base (20 cm)

Sub base (30 cm)

Embankment (Arena), filling

thickness: 1.5 m

8.00

4.04.0

FIG. 12.3 PAVEMENT THICKNESS RECOMMENDED ACCESS ROADS

PLATFORMS AND DRILLING WORK DIRECTED.

Batter:

90% proctor compaction

Compaction

Standard Proctor

95%





Page 66 of 78

12.5 Space in work areas recommended for pipe lingadas enabled

Fig 12.5.1. Area recommended in work areas

. 1 - Pool sediment disposal: 10m x 5m

. 2 - Pool contaminated slurry exit point: 5 mx 5 m 3 -. Rollers drag pipe

4 -. Pipe to be installed (lingadas in sections 6 and 12 m) . 5 - Construction Equipment, Approx. 30, 40 and 65 ton 6 - Drill pipe: 12. ", 24" and 36 "ø 7 - Handling Supply (Patio of operations). 10 mx 20 m



Page 67 of 78

12.6 During the excavations of the drilling mud sumps and water is recommended for pumping

ademar and protect the walls of the excavation duckboards mortar and wire mesh 6-6, polyvinyl

10x10 canvas to prevent leakage.

12.7 RECOMMENDATIONS DIRECTED TO DRILLING PROCEDURE:

12.7.1 -. Pilot Pozo. To design the stroke Profile directional drilling is recommended to

locate the most stable area at the stratigraphic interpretation of the figure: 12.7.1.1 with

materials found during the geotechnical study, the SUCS classified as CH, CL, ML and

SW; being recommended for crossing below the channel from 27 m depth from the existing

level rim thickness polls.



Page 68 of 78

Figure: 12.7.1.1. Stratigraphic Interpretation subsurface directional drilling arroyo de la Sierra.

Probe SM-1 Probe SM-4

I recommended stratum Directional Drilling



Page 69 of 78

We recommend applying the following criteria for defining the calculation and adjustment of

input angles (between 8 ° and 20 °) and output (between 5 ° and 12 °) and radii of

curvature in directional drilling channel bottom from the following expression:

R = (E) * (C) / [(F * S) - ((P) * (D) / 4t))]

Where:

R = radius (m)

D = Outside Diameter (mm)

E = elasticity module

C = D / 2 (mm)

S = Yield stress (Psi)

P = Design pressure (Psi)

T = Thickness (mm)

F = Design factor



Page 70 of 78



Page 71 of 78

12.7.2 -. Large diameter drilling. Expansion recommendations hole diameter is 1.5 times

the diameter of the pipe or at least 30cm. During the expansion of drilling in sand strata is

recommended to consider the use of shirt or ademe to maintain the integrity of the tunnel

and prevent collapse or fallen during reaming.

Rimado Fig. 12.7.2.1 for borehole enlargement.

The benthic sludge must meet the following quality control parameters:

Density: 1.02 to 1.05 g/cm3

Viscosity: 30 to 35 sec. (1 to 2.5 centipascales)

Sand content: 3% Max

Ph: 7 to 10

12.7.3. Enabled lingadas and Pulling pipe. Prior to this process, it is recommended to rely on the

soil stratigraphy for the design of cross directional profile and estimate the efforts of external friction

with the results of geomechanical and geodynamic parameters corresponding to the depth and the

layers where drilling is planned directional.

http://www.miprv.com/wp-content/uploads/2010/09/HDD-DirectionalDrillingMethod-e1284998942686.gif



Page 72 of 78

Pulling pipe Fig. 12.7.3.1.

12.7.3.2 Fig. work platform.

http://www.google.com.mx/imgres?sa=X&biw=1366&bih=570&tbm=isch&tbnid=jf0zkXQ239EUiM:&imgrefurl=http://www2.vermeer.com/vermeer/LA/es/N/equipment/directional_drills_pipeline/d500x500&docid=DnRvxVeg5AXTFM&imgurl=http://www2.vermeer.com/vermeer/images/2/5163/lowres/D500x500_Action4_lores.jpg;jsessionid=947CCF0F8BB55A7161EEBEC4C5981723&w=578&h=326&ei=ys7UUvveDMf4yAGMwYFg&zoom=1&ved=0CNsBEIQcMCo&iact=rc&dur=1782&page=4&start=42&ndsp=16



Page 73 of 78

References

1. Bowles J. E. (1997). Foundation Analysis and Desin. 5th. Edition, Mc Graw HillInternational Editions, Civil Engeenering Series.

2. British Standards (1990). Methods of test for soils for civil engineering ministeringpurposes, Part 6. Consolidation and permeability tests in hydraulic cell and with porepressure measurement. (BS 1377 Colorado USA).

3. Hansbo, S. (1981). Consolidation of fine-grained soils by prefabricated drains. In theProceedings of the 10th International Conference on Soil Mechanics andFoundation Engenieering, Stockholm.

4. Head K. H. (1986). Manual of soil laboratory testing, Volume 3 Effective stress test;K. H., ELE International Limited, capt. 24.

5. P.3.0710.10. Directional Cruces for collection and transportation pipelines. 1a. ed.December 2007. Pemex Exploration and Production.

6. Whitlow R. (1999) Fundamentals of Soil Mechanics. Editorial Continental Company,SA De CV



Page 74 of 78

ANNEXES



Page 75 of 78

LOCATION



Page 76 of 78

Figure No. 1 -. Map Location of Mexico.



Page 77 of 78

Figure No. 2 -. Regional location geotechnical site exploration.



Page 78 of 78

PROFILES stratigraphic



LABORATORY MANAGER Vo. Bo.

No FORMAT

1/1.

ROW FOLIO No.

ING. NICOLAS MONTEJO SEGOVIA ING. GERARDO REYES LOPEZ MAGAÑA

NAME AND SIGNATURE IECSA-PE-001NAME AND SIGNATURE

LIMO WITH BROWN CLAYGREY

SONDEO MIXTOArendal PROCEDURE:NOW:

DESCRIPTION AND CLASSIFICATIONSUCS

CLAY GRAY

BROWN CLAY LIMOSA

LITTLE SAND CLAYEYwhitish

0.30 m

SM-1

25-feb-14WORK: DRILLING TO 30 M DEPTH IN AREAS LOCATION OF PEARS AND SCROLL CRUCES, IN TOWNS OF

JUAREZ Chiapas; JALAPA And Macuspana

REPORT OF THE POLL s trat igraphic p rofi le

Water table:

DATE OF REPORT:

PIPELINE EXPANSION PROJECT 30 X76 KM MayakanLOCATION: POLL No.

0.00

0.60

1.20

1.80

2.40

3.00

3.60

4.20

4.80

5.40

6.00

6.60

7.20

7.80

8.40

9.00

9.60

10.20

10.80

11.40

12.00

12.60

13.20

13.80

14.40

15.00

15.60

16.20

16.80

17.40

18.00

18.60

19.20

19.80

20.40

21.00

21.60

22.20

22.80

23.40

24.00

24.60

25.20

25.80

26.40

27.00

27.60

28.20

28.80

29.40

LIMITE PLASTICO %

0 20 40 60 80 100

LIMITE LIQUIDO, %0 20 40 60 80 100

POR CIENTO DE FINOS, %0 20 40 60 80 100

RECUPERACIÓN , %0 20 40 60 80 100

PENETRACIÓN ESTANDAR, N0 10 20 30 40 50

CONTENIDO DE HUMEDAD, %0 20 40 60 80 100

Tubo Shelby

Tubo Shelby

Tubo Shelby



1.30 m

SM-2

28-feb-14WORK: DRILLING TO 30 M DEPTH IN AREAS LOCATION OF PEARS AND SCROLL CRUCES, IN TOWNS OF



Water table:

DATE OF REPORT:




No FORMAT

1/1.

ROW FOLIO No.



GREY CLAY LIMOSA

SAND GRAY LIMOSA


0.00

0.60

1.20

1.80

2.40

3.00

3.60

4.20

4.80

5.40

6.00

6.60

7.20

7.80

8.40

9.00

9.60

10.20

10.80

11.40

12.00

12.60

13.20

13.80

14.40

15.00

15.60

16.20

16.80

17.40

18.00

18.60

19.20

19.80

20.40

21.00

21.60

22.20

22.80

23.40

24.00

24.60

25.20

25.80

26.40

27.00

27.60

28.20

28.80

29.40

LIMITE PLASTICO %

0 20 40 60 80 100

LIMITE LIQUIDO, %0 20 40 60 80 100


RECUPERACIÓN , %0 20 40 60 80 100



Tubo Shelby

Tubo Shelby

Tubo Shelby





1.35

SM-4

04-mar-14WORK:DRILLING TO 30 M DEPTH IN AREAS LOCATION OF PEARS AND SCROLL CRUCES, IN TOWNS OF



Water table:

DATE OF REPORT:




CLAY COLOR DARK GRAY

SANDY LIMO DARKBROWN


No FORMAT

1/1.

ROW FOLIO No.



0.00

0.60

1.20

1.80

2.40

3.00

3.60

4.20

4.80

5.40

6.00

6.60

7.20

7.80

8.40

9.00

9.60

10.20

10.80

11.40

12.00

12.60

13.20

13.80

14.40

15.00

15.60

16.20

16.80

17.40

18.00

18.60

19.20

19.80

20.40

21.00

21.60

22.20

22.80

23.40

24.00

24.60

25.20

25.80

26.40

27.00

27.60

28.20

28.80

29.40

LIMITE PLASTICO %

0 20 40 60 80 100

LIMITE LIQUIDO, %0 20 40 60 80 100


RECUPERACIÓN , %0 20 40 60 80 100



Tubo Shelby

Tubo Shelby

Tubo Shelby



No FORMAT

1/1.

ROW FOLIO No.






CLAY LIMOSA COLORGRAY

0.75

SM-5

01-abr-14WORK:DRILLING TO 30 M DEPTH IN AREAS LOCATION OF PEARS AND SCROLL CRUCES, IN TOWNS OF



Water table:

DATE OF REPORT:


0.00

0.60

1.20

1.80

2.40

3.00

3.60

4.20

4.80

5.40

6.00

LIMITE PLASTICO %

0 20 40 60 80 100

LIMITE LIQUIDO, %0 20 40 60 80 100


RECUPERACIÓN , %0 20 40 60 80 100



Tubo ShelbyCL



No FORMAT

1/1.

ROW FOLIO No.






CLAY LIMOSA COLORGRAY

------

SM-6

25-abr-14WORK:DRILLING TO 30 M DEPTH IN AREAS LOCATION OF PEARS AND SCROLL CRUCES, IN TOWNS OF



Water table:

DATE OF REPORT:


0.00

0.60

1.20

1.80

2.40

3.00

3.60

4.20

4.80

5.40

6.00

LIMITE PLASTICO %

0 20 40 60 80 100

LIMITE LIQUIDO, %0 20 40 60 80 100


RECUPERACIÓN , %0 20 40 60 80 100



CL



GEOTECNIC STUDY

PHOTO ALBUM



GEOTECNIC STUDY

Figure No. 1 -. Polling Location SM-1.




GEOTECNIC STUDY





GEOTECNIC STUDY

Fig No. 5 -. Recovery unaltered shelby tube sample.

Fig No. 6 -. Recovery altered to match sample tube.



GEOTECNIC STUDY

Fig No. 7 -. Test natural moisture.

Figure No. 8 -. Testing washing fine.



GEOTECNIC STUDY

Figure No. 9 -. Test sieve analysis.

Figure No. 10 -. Testing consistency limits.



Figure No. 11 -. Test dimensional consolidation.

Documents

Study Geotecnical Arroyo de La Sierra (MVL.1)