MECANICA DE SUELOS ALTAMIRA
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DISTRIBUTION CLIENT Seoul Site
GEOTECHNICAL
SAMSUNG Project system
INVESTIGATION REPORT
Piping Machinery Stationary Electrical I&C Civil Architecture Procurement Construction QA / QC HSE ISSUE PURPOSE
Gas Compression Station Project
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Geo Grupo
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J.W.JUN
S. J. CHOI
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This document, including any patented or patentable features, embodies confidential information of Samsung Engineering Co., Ltd. and its use is conditioned upon the user’s agreement not to reproduce the document in whole or in part. Nor the material described thereon nor to use the document for any purpose other than specifically permitted in writing by Samsung Engineering Co., Ltd.
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This document, including any patented or patentable features, embodies confidential information of Samsung Engineering Co., Ltd. and its use is conditioned upon the user’s agreement not to reproduce the document in whole or in part. Nor the material described thereon nor to use the document for any purpose other than specifically permitted in writing by Samsung Engineering Co., Ltd.
Control Sheet FO-7.5.3-04.1
GEOTECHNICAL INVESTIGATION REPORT
INTERGEN ALTAMIRA COMPRESSION STATION (ACS) ALTAMIRA , TAMAULIPAS
SAMSUNG ENGINEERING CO. TITLE:
GEOTECHNICAL INVESTIGATION REPORT REFERENCE No:
PREPARED BY:
PROJECT:
1992 GMS
Eng. Samuel Musobozi Rwakijuma Prof. Lic. No.: 43694
REVIEWED BY :
Eng. Pedro Ramírez Molina Prof. Lic. No.: 3018470 APPROVED BY: Eng. Gerardo Gallo Aguilar Prof. Lic. No.: 1072743
INTERGEN ALTAMIRA COMPRESSION STATION (ACS) LOCATION:
ALTAMIRA, TAMAULIPAS RECEIVED BY:
DATE:
ENG. OSCAR MENDOZA MUÑOZ CONTROL No.:
DIC-02/2013
REVISION No :
1
MAR.-2013 PAGES:
52 REVISION 02
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
CONTENTS CHAPTER 1. INTRODUCTION 1.1 ANTECEDENTS 1.2 PURPOSE AND SCOPE OF WORK 1.3 PROJECT LOCATION 1.4 PROJECT CHARACTERISTICS 1.5 IMPORTANT FACTS ABOUT STATE OF TAMAULIPAS 1.5.1 LOCATION AND SIZE 1.5.2 CLIMATE 1.5.3 PLANTS AND ANIMALS 1.5.4 ENVIRONMENTAL PROTECTION 1.6 GEOLOGY 1.6.1 PHYSIOGRAPHY 1.6.2 REGIONAL GEOLOGY 1.6.3 LOCAL GEOLOGY 1.6.4 STRUCTURAL GEOLOGY
CHAPTER 2. FIELD AND LABORATORY WORK 2.1 FIELD WORK 2.1.1. STANDAR PENETRATION TESTS 2.1.2. TEST PITS 2.1.3. PLATE LOADING TEST 2.1.4. ELECTRICAL RESISTIVITY TEST 2.2 LABORATORY TESTS 2.2.1 SOIL INDEX TESTS 2.2.2 QUALITY CONTROL STUDIES FOR SITE SUBGRADE SOILS 2.2.3 SUBSOIL CHEMICAL ANALYSIS
CHAPTER 3. STRATIGRAPHY 3.1 SPT BOREHOLE LOGS 3.2 TEST PIT LOGS 3.3 PERIODIC MEASURING OF THE GROUND WATER LEVEL 3.4 CORRECTIING SPT BLOW COUNTS N60 VALUES CHAPTER 4. - GEOTECHNICAL ANALYSIS 4.1 FOUNDATION ANALYSIS 4.2 SHALLOW FOUNDATION ANALYSIS 4.3 ANALYSIS OF SETTLEMENTS 4.4 SLOPE STABILITY 4.5 RESULTS OBTAINED
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CHAPTER 5. - CONCLUSIONS AND RECOMMENDATIONS REFERENCES ANNEX A – BORING AND TEST PIT LOGS ANNEX B – LABORATORY RESULTS ANNEX C – GEOPHYSICAL REPORT ANNEX D – PLATE LOADING TEST ANNEX E - PHOTOGRAPHIC RESPORTS
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List of figure Figure 1.1.1 Location of the site under study Figure 1.4.1 Plant architectural layout plan. Figure 2.1.1 Location of exploration points (See plan 1992-ME-US-001) Figure 4.1.1 Zones representing different foundation systems. Figure 4.1.2 Foundation solution for natural gas compressors Figure 4.2.1 Bearing capacity factors (Terzaghi) Figure 4.5.1 Results from the slope stability analysis
List of tables Table 2.1.1 Exploration tests with their corresponding depth and coordinates Table 2.1.1.1- Relative consistency, N and qu correlations for cohesive soils Table 2.1.1.2.- Relative density and N correlations for sands. Table 2.2.1.1 - Reference standards for laboratory tests Table 2.2.1.2 Results from laboratory index tests (SPT-8) Table 2.2.1.3 Results from laboratory index tests (SPT-9) Table 2.2.1.4 Results from laboratory index tests (SPT-10) Table 2.2.1.5 Results from laboratory index tests (SPT-11) Table 2.2.1.6 Results from laboratory index tests (SPT-12) Table 2.2.1.7 Results from laboratory index tests (SPT-13) Table 2.2.1.8 Results from laboratory index tests for all the test pits executed. Table 2.2.2.1 Results from quality control tests of the site subgrade soils Table 2.2.3.1 Chemical test results from test pits (TP-08, TP-09 and TSS-1) Table 2.2.3.2 Requirements for concrete exposed to sulfate-containing solutions Table 3.3.1Periodic measuring of ground water level Table 3.4.1 Borehole, sampler, and rod correction factors Table 4.1.1 Zones representing different foundation systems Table 4.1.2 Parameter employed to design the Interconnection Station foundation system. Table 4.1.3 Parameter employed to design the emergence generator pad. Table 4.1.4 Parameter employed to design raw water storage tank and natural gas compressors foundations Table 4.5.1: Results from slope stability analysis showing a security factor of 1.99.
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Chapter 1 INTRODUCTION
1.1. - ANTECEDENTS GRUPO SAMSUNG INGENIERIA MÉXICO S.A. DE C.V. contacted GEOGRUPO DEL CENTRO S.A. de C.V to carry out geotechnical verification works on a site located in Altamira; enclosed within Circuito Mar de Cara and Blvd. de los Rios (as illustrated in figure 1.1.1), in the state of Tamaulipas, Mexico, under INTERGEN ALTAMIRA COMPRESSION STATION (ACS) project. Our company has been tasked to carry out a geotechnical verification works at the mentioned site with the aim of providing necessary recommendations for foundation designs for the proposed Gas Compression Station.
INTERGEN ALTAMIRA COMPRESSION STATTION
Figure 1.1.1 Location of the site under study Date:
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1.2. - PURPOSE AND SCOPE OF WORK The purpose of this subsurface exploration was to evaluate the subsurface soil conditions in order to define the stratigraphic characteristics at the requested locations explored; primarily with respect to general subsurface characterization. As requested, we performed laboratory testing on samples (disturbed) taken from the site with the aim of using the resulting information to determine the site general stratigraphy, and later determine the most appropriate foundation system from the geotechnical point of view. In this report, general recommendations of the site under study will be provided. In order to accomplish the exploration objectives, we undertook the following scope of work:
Geo Grupo identified the test positions based on the location plan provided by the client (Samsung). Reviewed readily available geological and subsurface information related to the project site. Execution of subsurface exploration program consisting of six Standard Penetration Test borings (SPT), two Tests Pits (TP), four Top Soil Samples (TSS) and Plate Loading Tests (PLT). The test borings were executed up to the planned termination depth of 20m while the test pits presented varying exploration depth depending on existing soil conditions. Collected soil samples (disturbed) were taken to the laboratory for execution of corresponding tests. Evaluation of the results from field and laboratory tests to determine general subsurface characterization. Geotechnical Report summarizing our work on the project, providing general descriptions of the subsurface conditions encountered plus the corresponding foundation design systems.
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1.3.- PROJECT LOCATION The Intergen Altamira Compression Station (ACS) project is located in Altamira, in the state of Tamaulipas. The project site is surrounded by Circuito Mar de Cara and Blvd. de los Rios as indicated in the previous figure 1.1.1. The proposed natural gas station will be constructed adjacent to the existing Contretero Moctezuma. The site can also be found by using the following coordinates; Latitude 22˚29’05.59”N and Longitude 97˚54’19.43’’O.
1.4.- PROJECT CHARACTERISTICS The proposed Natural Gas Compression Station will contain multiple compressor units with corresponding pipelines. This plant will have an aim of boosting the pressure in the natural gas pipeline and move the natural gas further on. After compression, the natural gas is directed to the cooling facilities. As the natural gas is compressed, the heat that is generated must be vented and the natural gas stream cooled before reentering the mainline system. The heat generated by the operation of the individual compressor units is dissipated via a sealed jacket (coolant) water system and through the circulating lubrication fluid system, the heat level of which is lowered via an atmospheric cooler unit. From the geotechnical aspect; the compressors will have a static and transient loading of and their corresponding foundation system will be a combination of a mat foundation and a concrete block, and this effect will be taken into account in the geotechnical designs in chapter 4. In figure 1.4.1 the architectural arrangement of the Gas Compression Station is illustrated.
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Figure 1.4.1.- Plant architectural layout plan.
1.5.- IMPORTANT FACTS ABOUT STATE OF TAMAULIPAS 1.5.1 LOCATION AND SIZE Tamaulipas covers an area of 79,829 square kilometers (30,822 square miles). It lies in the northeast corner of Mexico in the region known as the Independent North. It is bordered in the north by the US state of Texas, on the south by the Mexican states of San Luis Potosí and Veracruz, on the east by the Gulf of Mexico, and on the west by the Mexican state of Nuevo León. Tamaulipas has forty-three municipalities. Its capital is Ciudad Victoria. Tamaulipas has hills and plains in the northern, central, eastern, and southeastern regions. There are large mountain ranges (sierras) in the western and southwestern regions. These include the Sierra Madre Oriental, where the highest mountains in the state are located, and the San Carlos, Tamaulipas, Maratines, Pamoranes, and San José de las Rucias sierras.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) The most important rivers are the Bravo (or Grande), Conchos, Soto la Marina, Guayalejo, and Pánuco. All of these rivers rise in the mountains and run into the Gulf of Mexico. There are also lagoons, which are separated from the ocean by sand banks, all along the coast. The largest lagoon in Tamaulipas is the Laguna Madre. 1.5.2 CLIMATE The warm waters of the Gulf of Mexico contribute to the climate, which is generally warm and humid. The average temperatures range from 24°c to 28°c (76°f to 82°f). The highest monthly average rainfall occurs in August and September. In Ciudad Victoria, the average year-round temperature is 24°c (75°f). The average rainfall in this city is 70 centimeters (28 inches) per year. 1.5.3 PLANTS AND ANIMALS Trees found in the state include mesquite, pine, and oak forests. Cacti, orchids, and bromeliads are found in some areas. Large mammals found in the state include white-tailed deer, wildcats, jaguars, and bears. Smaller mammals include hares, moles, and armadillos. Birds found in the state include turkeys, roadrunners, cockatoos, and pelicans. Tarantulas, chameleons, and several species of snakes and lizards are also found. 1.5.4 ENVIRONMENTAL PROTECTION Environmental issues such as hazardous waste disposal and safe water supplies are concerns within the state. In 2003, the state government was considering setting up a system that would require industries to monitor their environmental pollutants. The El Cielo Biosphere Reserve is a protected cloud forest, which is a tropical rain forest in the mountains that has nearly constant cloud cover. Playa Tortuguera Rancho Nuevo is a wildlife reserve that has been designated as a Wetland of International Importance by the international conservation group known as the Ramsar Convention. 1.6.- GEOLOGY 1.6.1 PHYSIOGRAPHY Gulf coastal plain This province extends from Florida to Yucatan and is bounded on the coastal side of the Gulf of Mexico by a number of lagoons. In the north and south of Veracruz, the coastal plain is separated respectively by the volcanic axis and the Macizo de los Tuxtlas, and finally limited on the western side by the Sierra Madre Occidental. The plain portion is relatively a narrow belt in some parts.
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In different parts along the coast, the following materials of Quaternary age are found: Dunes (sands and silty sands), beach deposits (sand and silty sand), and alluvial deposits (sands and clays). Inland away from the coast, there are formations of Tertiary and occasionally outcrops of Cretaceous age close to the limits with this province and Sierra Madre Oriental. In the north central province (area of Ciudad Victoria, Tampico and Veracruz Upstate), the rocks that can be observed from the western border to the east of the plain of the Gulf are composed of sediments ranging from Jurassic to Recent , and with relatively simple geological structure compared with that of the Sierra Madre Oriental. 1.6.2 REGIONAL GEOLOGY The rocks are represented by limestone, shale, siltstone, sandstone and gypsum from Jurassic Formations (Formations like La Joya, Novillo, Olvido and La Casita); limestone, marl, shale, siltstones and dolomites of Cretaceous Formations (formations like San Felipe, El Abra, Tamabra , Tamaulipas, Mendez, Cardenas, etc..) sandstones, shale, limestone, sands, clays and conglomerates of the Tertiary Formations (Vicksburg, Catahoula, Sorrel Chapopote, Aragon, Midway, Tuxpan, etc..) and conglomerates, gravels, sands and clays Quaternary caliche (Reynosa Formations, Lissie, Goliad, Acatlapa, etc.). Tertiary sediments in this province include conglomerates, sands, clays, shale, siltstones and sandstones ranging in age from Eocene to Pliocene, and these are roughly oriented parallel to the Gulf of Mexico, such that their ages are lower as they approach the coast, they also have characteristic regional inclination in the direction towards the coast, with noticeable thickening of the formations in the same direction. Tectonically, the region shows little deformation (folding). The most notable ones are occurring on the western side and they appear in the exposed Eocene sediments, whose structural axes are shown substantially parallel to the folds of the Sierra Madre Oriental. The faulting has a general direction NS and is of the normal type with its fallen Eastern Bloc. These features were apparently formed in the late Eocene and early Oligocene. 1.6.3 LOCAL GEOLOGY There is a flat topography with very gentle slope towards the Gulf of Mexico, with small undulations defining poorly drained low-lying areas that remain flooded most of the year. Near the coast there are also many marshes and estuaries subject to tidal variation. Outside the study area, a materials bank can be viewed, which exposes a massive sandstone outcrop of medium compactness to the surface with a thickness of 2.20 m. Date:
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A 1.40 m thickness unit with lenses of 2 to 10 cm follows the less consolidated sand towards the base of the excavation cut; a layer of 1.9 m thick formed by intercalation of massive consolidated sandstone with medium compactness of sandstone is detected. This materials bank has a cross-bedding stratigraphy. 1.6.4 STRUCTURAL GEOLOGY The buried structures of this area have characteristic of salt domes which resemble isolated salt columns or intrusive masses of great extension. "Due to salt dissolution or the exploitation of the same can originate cavities, which can cause subsidence rate recorded in a large area. The Laguna de Tabasco appears to be a good example of dissolution subsidence. “These domes are usually associated with the existence of sulfur and oil. Three major crustal faults that cross the territory of the State of Veracruz and end into the Gulf of Mexico just north of Coatzacoalcos, are considered major structures in the region known as Zacamboxo and Clarion faults, which run approximately parallel to each other in the direction West-East and the probable fault of the Istmo de Tehuantepec, which crosses the former in the direction South-North. This fault has been associated with the epicenters which have generated the greatest consequential earthquakes in the region.
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Chapter 2 FIELD AND LABORATORY WORK
2.1.- FIELD WORK The locations of the exploration points were identified based on a plan provided by the client. During the course of field works, Standard Penetration Tests (SPT), Top Soil Sampling (TSS), Test Pits, Plate Loading Tests (PLT) and Electrical resistivity tests (RES) were executed at different depths presented in table 2.1.1, plus their corresponding location coordinates. The locations of test points are presented in figure 2.1.1 below. During the course of field works, only disturbed samples were obtained as the prevailing site conditions in the subsoil didn’t permit to do otherwise. As can be analyzed in the next chapter (see logs), the soil profiles show great presence of granular soils which usually make it complicated to extract undisturbed soils. Granular materials (type of soil encountered) tend to lose their effective stress when extracted to be tested as intact samples. Special consideration was made to obtain samples for chemical tests at selected depths and positions, bearing in mind the type of structures that will be constructed according to layout plan. Table 2.1.1 Exploration tests with their corresponding depth and coordinates. Test SPT-8 SPT-9 SPT 10 SPT 11 SPT 12 SPT 13 TSS-1 TSS-2 TSS-3 TSS-4 TP-8 TP-9 PLT-1 PLT-2 RES 06 RES 05 Date:
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Exploration Depth (m) 20.00 20.00 20.00 20.00 20.00 20.00 0.73 0.85 0.75 0.55 1.80 1.50 1.50 1.55 30 30
Coordinates X Y 612,549 2,487,002 612,522 2,486,958 612,563 2'486,970 612,535 2'486,860 612,265 2'486,940 612,265 2'487,007 612,280 2,486,923 612,525 2,486,975 612,575 2,486,925 612,525 2,486,875 612,279 2,486,925 612,560 2,486,904 612,560 2,486,904 612,279 2,486,925 612270 2'486,931 612525 2'486,855
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Figure 2.1.1. - Location of exploration points (See plan 1992-ME-US-001) Note: A drawing containing the previous and current positions of SPT, RES and TP locations is attached with code name 1992-ME-US-001-PREVIOUS. 2.1.1. STANDARD PENETRATION TESTS The Standard Penetration Test (SPT) borings were carried out using the drill rig described below, according to the ASTM 1586D standards. These SPT borings were performed up to the planned termination depth of 20m. These tests were executed with a BK-51 rig mounted on a Hino 500 truck. Subsurface water level readings were taken in each of the borings immediately upon completion of the drilling process. Upon completion of drilling, the boreholes were backfilled with auger cuttings (soil). Periodic observation and maintenance of the boreholes were performed due to potential subsidence at the ground surface, as the borehole backfill could settle over time.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Representative portions of the split-spoon soil samples obtained throughout the exploration program were placed in special plastic bags and transported to our laboratory. In the laboratory, the soil samples were evaluated by a member of our professional staff in general accordance with techniques outlined in the visual-manual identification procedure (ASTM D 2488) and the Unified Soil Classification System. The soil descriptions and classifications discussed in this report and shown on the attached boring logs are based on visual observation and laboratory tests. Corresponding boring logs are provided in Annex A. Split-spoon and bulk soil samples recovered on this project will be stored at Geogrupo laboratory for a period of thirty days. After thirty days, the samples will be discarded unless prior notification is provided to us in writing. At the start of Standard Penetration Tests a drilling platform is prepared prior to the commencement of any drilling works. Test procedures Standard Penetration Test (SPT), involves driving a standard thick-walled sample tube into the ground at the bottom of a borehole by blows from a slide hammer with standard weight and falling distance. The sampler is driven by a drop hammer weighing 64 kg falling through a height of 76 cm. The sample tube is driven 150 mm into the ground and then the number of blows needed for the tube to penetrate each 150 mm (6 in) up to a depth of 450 mm (18 in) is recorded. The sum of the number of blows required for the second and third 6 in. of penetration is reported as SPT blow-count value, commonly termed as "standard penetration resistance" or the "N-value". The hammer weight, drop height, spoon diameter, rope diameter etc. are standard dimensions. After the test, the sample remaining inside the split spoon is preserved in an airtight container for inspection and description. The N-value provides an indication of the relative density of the subsurface soil, and it is used in empirical geotechnical correlation to estimate the approximate shear strength properties of the soils in conjunction with other relevant tests. The boring logs for each standard penetration test are shown in Annex A and the execution process is shown in the photographic report in Annex E.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.1.1.1- Relative consistency, N and qu correlations for cohesive soils COHESIVE SOILS Number of blows
Consistency
qu kg/cm2
Angle of Internal friction
Modulus of elasticity kg/cm2
<2 2-4 5-8 9 - 15 16 - 30 > 30
Very soft soft Medium stiff Very stiff Hard
< 0.25 0.25 - 0.5 0.5 – 1.0 1.0 – 2.0 2.0 – 4.0 >4.0
0° 0 – 2° 2 – 4° 4 – 6° 6 – 12° > 14°
3 30 45 - 90 90 -200 >200
Table 2.1.1.2.- Relative density and N correlations for sands. COHESIONLESS SOILS Number of blows
Description
Relative density
Angle of Internal friction
Modulus of elasticity kg/cm2
0-4 5 - 10 11 - 30 31 - 50 > 50
Very loose Loose Medium Dense Dense Very dense
0 – 15 % 16 – 35 % 36 – 65 % 66 – 85 % 86 – 100%
28° 28 – 30° 30 – 36° 36 – 41° > 41°
100 100 - 250 250 - 500 500 - 1000 >1000
2.1.2. TEST PITS (TP) Test pits permit a direct inspection of the soil strata in place plus the extraction of disturbed and undisturbed soil samples; however the later was not performed due to the existing subsoil conditions as mentioned in section 2.1 above. Test pits are the most satisfactory method of disclosing the soil strata conditions. The execution of test pits was carried out using an excavator. The excavation dimensions of the test pits were approximately 1.5m width and 2.5m length, with varying depths, as shown in the previous subsections. Test pit logs are presented in Annex A and the field execution process is illustrated in the photographic report (Annex E).
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2.1.3 PLATE BEARING TEST The execution of the plate loading tests consisted in initially preparing the bottom horizontal surface of the test pit in question. To start with the loading stage, a pre-load of 0.2 t was applied in order to harden the reaction elements, and subsequently 1.0 t increments were applied measuring deformation for each increment until a total load of 10.0 t. This procedure was performed in three cycles of loading and unloading. The location of the test positions was defined by the client, and the execution process is illustrated in the photographic report (Annex E). We determined stress and strain for each loading and unloading cycles applied to the soil, thereby obtaining the stress-strain graphs shown in Annex D. According to the results and following the analysis procedure contained in Book 06/01/01 (Carreteras y Aeropistas de la SCT), we determined the vertical reaction modulus of the tested subgrade (k), and the results are presented in Annex D. 2.1.3 ELECTRICAL RESISTIVITY TESTS This exploration was executed with the aim of determining the electrical resistivity characteristics of the subsoil, with the aim of discovering the type of material the latter is made of, in order to determine the corresponding Ohmic resistance in 2 proposed points, through vertical electrical soundings, marked as RES05 and RES06, employing the Wenner electrodic arrangement, as this is suitable for the construction of the earthling system. The results obtained are presented in Annex C. 2.2.- LABORATORY TESTS 2.2.1. SOIL INDEX TESTS Soil index properties are used extensively to distinguish between the different kinds of soil within a broad category. Classification tests to determine index properties provided us with valuable information on the soil characteristics. Samples from the exploration works were labeled, protected and taken to the laboratory with the aim of carrying out the following tests referenced in the table below, according the characteristics of each sample.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.2.1.1 - Reference standards for laboratory tests EMPLOYED STANDARDS NMX ASTM NMX-C416-ONNCCE-2003 D 2488-00 NMX-C416-ONNCCE-2003 D 22216-98 NMX-C416-ONNCCE-2003 D 4318-00 NMX-C416-ONNCCE-2003 D 422-63
TEST
Visual and tactile identification of soils Water content in earth materials Liquid limit, plastic and index plasticity Sieve analysis
The results obtained from the laboratory index tests are presented in the tables below in a summarized manner and the details are presented in Annex B. Table 2.2.1.2 Results from laboratory index tests (SPT-8) % OF PARTICLES
DEPTH
BORING
No.
SPT-8
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-4
1.80
2.40
7.5%
0.0%
72.0%
28.0%
SM
M-7
3.60
4.20
4.8%
0.0%
73.0%
27.0%
SM
M-11
6.00
6.60
18.2%
5.0%
48.0%
47.0% 21.0% 18.0%
M-13
7.20
7.80
20.1%
0.0%
67.0%
33.0%
SM
M-17
9.60
10.20 10.8%
0.0%
73.0%
27.0%
SM
M-22
12.60
13.20 11.7%
0.0%
75.0%
25.0%
SM
M-24
13.80
14.40 14.1%
M-28 M-32
16.20 16.80 13.2% 18.60 19.20 17.1%
1.0% 0.0% 0.0%
54.0% 64.0% 71.0%
45.0% 36.0% 29.0%
SM SM
G
A
F -
SM
3.0%
SM
Table 2.2.1.3 Results from laboratory index tests (SPT-9) % OF PARTICLES
DEPTH
BORING
No.
SPT-9
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-4
1.80
2.40
3.7%
7.0%
62.0%
31.0%
M-8
4.20
4.80
9.4%
0.0%
17.0%
83.0%
M-11
6.00
6.60
22.9%
0.0%
51.0%
49.0% 33.0% 26.0%
M-13
7.20
7.80
21.5%
0.0%
83.0%
17.0%
SM
M-14
7.80
8.40
9.7%
9.0%
71.0%
20.0%
SM
M-18
10.20
10.80
9.1%
11.0%
64.0%
25.0%
SM
M-21
12.00
12.60 10.4%
5.0%
66.0%
29.0%
SM
M-24
13.80
14.40 14.4%
M-32
18.60 19.20 16.5%
0.0% 0.0%
53.0% 68.0%
47.0% 32.0%
SM
Date:
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SM SM
7.0%
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.2.1.4 Results from laboratory index tests (SPT-10) % OF PARTICLES
DEPTH
BORING
No.
SAMPLE
No.
SPT-10
w FROM
TO
m
m
LL G
A
PL
PI
USCS
F -
M-4
1.80
2.40
8.1%
6.0%
71.0%
23.0%
SM
M-7
3.60
4.20
2.9%
5.0%
68.0%
27.0%
SM
M-11
6.00
6.60
24.3%
0.0%
16.0%
84.0% 53.0% 35.0% 18.0%
MH
M-14
7.80
8.40
20.3%
0.0%
86.0%
14.0%
SM
M-17
9.60
10.20 12.1%
4.0%
67.0%
29.0%
SM
M-20
11.40
12.00
8.1%
10.0%
64.0%
26.0%
SM
M-23
13.20
13.80 13.8%
15.60 16.20 16.0% 18.00 18.60 17.0%
73.0% 79.0% 85.0%
25.0% 20.0% 14.0%
SM
M-27 M-31
2.0% 1.0% 1.0%
SM SM
Table 2.2.1.5 Results from laboratory index tests (SPT-11) % OF PARTICLES
DEPTH
BORING
No.
SPT-11
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-3
1.20
1.80
10.9%
1.0%
79.0%
20.0%
SM
M-7
3.60
4.20
4.2%
7.0%
71.0%
22.0%
SM
M-9
4.80
5.40
12.2%
2.0%
40.0%
58.0%
ML
G
A
F -
M-11
6.00
6.60
28.8%
0.0%
11.0%
89.0% 70.0% 41.0% 29.0%
MH
M-14
7.80
8.40
16.1%
10.0%
66.0%
24.0%
SM
M-17
9.60
10.20 14.1%
2.0%
78.0%
20.0%
SM
M-20
11.40
12.00
8.4%
15.0%
62.0%
23.0%
SM
M-23
13.20
13.80 15.5%
0.0%
64.0%
36.0%
SM
M-26
15.00
15.60 16.4%
M-30 M-34
17.40 18.00 17.2% 19.80 20.40 21.3%
0.0% 2.0% 0.0%
83.0% 84.0% 59.0%
17.0% 14.0% 41.0%
SM SM
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Table 2.2.1.6 Results from laboratory index tests (SPT-12) % OF PARTICLES
DEPTH
BORING
No.
SPT-12
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-2
0.60
1.20
7.5%
0.0%
84.0%
16.0%
SC
M-5
2.40
3.00
8.4%
0.0%
84.0%
16.0%
SC
M-7
3.60
4.20
5.4%
0.0%
69.0%
31.0%
SM
M-11
6.00
6.60
9.3%
24.0%
43.0%
33.0%
SM
M-15
8.40
9.00
8.4%
0.0%
70.0%
30.0%
SM
M-19
10.80
11.40 11.5%
0.0%
58.0%
42.0%
SM
M-22
12.60
13.20 14.3%
0.0%
67.0%
33.0%
SM
M-25
14.40
15.00 14.6%
M-28 M-29 M-31 M-34
16.20 16.80 18.00 19.80
16.80 17.40 18.60 20.40
0.0% 0.0% 0.0% 0.0% 0.0%
66.0% 82.0% 38.0% 88.0% 52.0%
34.0% 25.0% 22.0% 18.0% 62.0% 24.0% 20.0% 12.0% 48.0%
G
A
F -
23.6% 11.9% 17.1% 10.5%
SM
3.0% 4.0%
SM ML SP-SM SM
Table 2.2.1.7 Results from laboratory index tests (SPT-13) % OF PARTICLES
DEPTH
BORING
No.
SPT-13
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-4
1.80
2.40
4.7%
25.0%
57.0%
18.0%
SM
M-9
4.80
5.40
4.2%
9.0%
60.0%
31.0%
SM
M-14
7.80
8.40
6.9%
0.0%
60.0%
40.0%
SM
M-17
9.60
10.20 13.4%
0.0%
55.0%
45.0%
SM
M-20
11.40
12.00 19.2%
0.0%
29.0%
71.0% 43.0%
34%
9.0%
M-25
14.40
15.00 13.2%
15.00 15.60 22.6% 17.40 18.00 18.6% 19.80 20.40 12.2%
0.0% 0.0% 0.0% 0.0%
25.0% 73.0% 85.0% 77.0%
75.0% 27.0% 24.0% 27.0% 15.0% 23.0%
3.0%
M-26 M-30 M-34
Date:
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ML ML
SM SM SM
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.2.1.8 Results from laboratory index tests for all the test pits executed. % OF PARTICLES
DEPTH
TEST PIT
SAMPLE
w FROM
TO
m
m
LL G
A
PL
PI
USCS
F
No.
No.
M-1
0.20
0.30
4.8%
0.0%
80.0%
20.0%
SC
(TP-08)
M-2
0.60
0.80
7.7%
0.0%
82.0%
18.0%
SC
M-3
1.40
1.60
10.9%
8.0%
69.0%
23.0%
SC
(T-S-S-1)
M-1
0.50
0.70
6.8%
0.0%
84.0%
16.0%
SM
(T-S-S-2)
M-1
0.50
0.70
9.7%
0.0%
79.0%
21.0%
SM
(T-S-S-3)
M-1
0.50
0.70
11.7%
0.0%
80.0%
20.0%
SM
(T-S-S-4)
M-1
0.35
0.55
10.6%
0.0%
78.0%
22.0%
SM
M-1
0.50
0.70
4.0%
0.0%
63.0%
37.0%
SM
M-2
0.90
0.95
9.6%
0.0%
82.0%
18.0%
SM
M-3
1.20
1.30
9.9%
0.0%
80.0%
20.0%
SM
(TP-09)
-
2.2.2. - QUALITY CONTROL STUDIES FOR SITE SUBGRADE SOILS The disturbed samples obtained from the test pits were taken to the laboratory for quality control tests. The aim of doing these tests on the subgrade soils is to assess the quality of the materials and later recommend their application in the construction process. The following principal parameters were tested; moisture content, sieve analysis, Atterberg limits, maximum dry density, and CBR. It is important to mention that according to the results obtained, the existing subsoil is not suitable for use in the construction of bases and subbases. The material can be used for earthworks and underlying layers as can be reviewed in Annex B. Table 2.2.2.1 below presents a summary of some of the most important parameters. Table 2.2.2.1 Results from quality control tests of the site subgrade soils TEST
DEPTH (m)
TSS-1 TSS-2 TSS-4 TP-08
0.50 TO 0.70 0.50 TO 0.70 0.35 TO 0.55 1.40 TO 1.60
Date:
LIQUID LIMIT 17% 19% 19% 26%
Rev.: MARZO 2013
1
PLASTIC INDEX -5% 5% --
SAND EQUIVALENT 21% 17% 15% 15%
SOAKED CBR 10.1% 4.0% 15.0% 12.3%
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2.2.3.- SUBSOIL CHEMICAL ANALYSIS In order to determine the subsoil concentration levels of sulfates and chlorides that could affect the foundation concrete, soil chemical tests were performed. In addition, the pH values were obtained in order to quantify the state of subsoil alkalinity and acidity. None of the soil samples had a concentration value of chlorides and sulphates greater than 0.1%. According to table 4.2.1 of ACI 318S, the tested samples present a slight or remote danger to the foundation concrete, as far as sulphate substances are concerned. The studies were conducted on representative samples from points that were selectively chosen with the objective of covering the whole project site. The results obtained are presented in tables 2.2.3.1 below: Table 2.2.3.1 Chemical test results from test pits (TP-08, TP-09 and TSS-1) SAMPLE CODE:
B-13-81 ( SOIL " TP-09; M-3 DEPTH 1.20-1.30 m") B-13-82 ( SOIL " TP-08; M-3 DEPTH 1.40-1.60 m") B-13-83 ( SOIL " TSS-1; M-1 DEPTH 0.50-0.70 m")
SAMPLING
EXECUTED BY GEOGRUPO
TEST REPORT DATE:
FEBRUARY 22, 2013
METHOD
RESULT
TEST
VALUE
EMPLOYED
OBSERVATIONS
STANDARD
UNIT
TP-09 (M-3) pH CHLORIDES SULPHATES TP-08 (M-3) pH CHLORIDES SULPHATES TSS-1 (M-1) pH CHLORIDES SULPHATES
7,86 5,03 37,99 8,04 2,51 27,69 8,05 1,18 11,77
NOM-021-RECNAT-2000
mg/Kg mg/Kg
POTENTIOMETER VOLUMETRIC SPECTROFOTOMETRIC
NOM-021-RECNAT-2000
mg/Kg mg/Kg
POTENTIOMETER VOLUMETRIC SPECTROFOTOMETRIC
NOM-021-RECNAT-2000
mg/Kg mg/Kg
POTENTIOMETER VOLUMETRIC SPECTROFOTOMETRIC
Quant. = Limit of Quantitation N.A.**= NOT APPLICABLE THE DECIMAL SIGN MUST BE A COMA (,) NOM-008-SCFI-2000.
NOM-021-RECNAT-2000 NOM-021-RECNAT-2000
NOM-021-RECNAT-2000 NOM-021-RECNAT-2000
NOM-021-RECNAT-2000 NOM-021-RECNAT-2000 N.D.***= UNDETECTEDO
**Standard reference NOM-021-RECNAT-2000, Specifications details for fertility, salinity and soil clasification. Studies, sampling and analysis..
The results were compared with the sulfate concentration ranges established by the American Concrete Institute (ACI) as shown in Table 2.2.3.2 below for concrete exposed to sulfates (Reference 8).
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.2.3.2 Requirements for concrete exposed to sulfate-containing solutions
Date:
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Chapter 3 STRATIGRAPHY
The subsurface stratigraphy was characterized based on the SPT borings and the executed Test Pits (TP) as can be reviewed in the boring logs presented in Annex-A. 3.1. - SPT BOREHOLE LOGS The borehole logs contain all the information obtained based on the field and laboratory studies plus all corresponding interpretations. It is important to mention that during the course of field works; the water table level was measured periodically in each and every borehole save for SPT-8 where the ground water level was measured only once. In general terms, the subsoil is composed of cohesion-less soils, as can be verified in the following stratigraphic description of the site. Boring log SPT-08 From 0.0 to 0.6 m: Top layer composed of light brown fine sand From 0.6 to 4.8 m: Whitish brown dense sand with silt. This stratum presents an average standard penetration resistance of 48 blow counts and an average moisture content of 5%, plus a sieve test analysis composition of 0% gravel, 72% sand and 28% of fine material, with a U.S.C.S. classification corresponding to SM. From 4.8 to 9.0 m: Light brown, medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 18%, plus a sieve test analysis composition of 5% gravel, 48% sand and 47% of fine material, with a U.S.C.S. classification corresponding to SM. Note: Ground water table was detected at 7.70 m. From 9.0 to 13.2 m: Light brown medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 12%, plus a sieve test analysis composition of 0% gravel, 73% sand and 27% of fine material, with a U.S.C.S. classification corresponding to SM. From 13.2 to 20.4 m: Light brown, medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 0% gravel, 64% sand and 36% of fine material, with a U.S.C.S. classification corresponding to SM. Date:
Rev.: MARZO 2013
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Boring log SPT-09 From 0.0 to 0.6 m: Top layer composed of reddish brown fine sand. From 0.6 to 3.6 m: Light brown, very loose to very dense, fine to medium silty sand with little gravel. This stratum presents an average standard penetration resistance of 39 blow counts and an average moisture content of 6%, plus a sieve test analysis composition of 7% gravel, 62% sand and 31% of fine material, with a U.S.C.S. classification corresponding to SM. From 3.6 to 4.8 m: Light brown, hard silt with sand. This stratum presents an average standard penetration resistance of 50 blow counts and an average moisture content of 7%, plus a sieve test analysis composition of 0% gravel, 17% sand and 83% of fine material. From 4.8 to 6.6 m: Light brown, very loose to very dense, fine to medium silty sand with little gravel. This stratum presents an average standard penetration resistance of 34 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 0% gravel, 51% sand and 49% of fine material, with a U.S.C.S. classification corresponding to SM. From 6.6 to 12.6 m: Yellowish brown medium dense to dense sand with silt and little gravel. This stratum presents an average standard penetration resistance of 42 blow counts and an average moisture content of 13%, plus a sieve test analysis composition of 11% gravel, 64% sand and 25% of fine material, with a U.S.C.S. classification corresponding to SM. Note: Ground water table was detected at 7.86 m. From 12.6 to 14.6 m: Yellowish brown medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 43 blow counts and an average moisture content of 13%, plus a sieve test analysis composition of 0% gravel, 53% sand and 47% of fine material, with a U.S.C.S. classification corresponding to SM. From 14.6 to 18.6 m: Light brown, medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 2% gravel, 71% sand and 27% of fine material, with a U.S.C.S. classification corresponding to SM. From 18.6 to 20.4 m: Light brown dense silty sand. This stratum presents an average standard penetration resistance of 47 blow counts and an average moisture content of 15%, plus a sieve test analysis composition of 0% gravel, 68% sand and 32% of fine material, with a U.S.C.S. classification corresponding to SM. Boring log SPT-10 From 0.0 to 0.6 m: Top layer composed of reddish brown fine sand
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) From 0.6 to 5.4 m: Light and reddish brown very loose to dense sand with silt and little gravel. This stratum presents an average standard penetration resistance of 34 blow counts and an average moisture content of 9%, plus a sieve test analysis composition of 5% gravel, 68% sand and 27% of fine material, with a U.S.C.S. classification corresponding to SM. From 5.4 to 7.2 m: Light brown hard silt with sand. This stratum presents an average standard penetration resistance of 36 blow counts and an average moisture content of 19%, liquid and plastic limits of 53% and 35% respectively, plus a sieve test analysis composition of 0% gravel, 16% sand and 84% of fine material, with a U.S.C.S. classification corresponding to MH. From 7.2 to 12.0 m: Yellowish brown medium dense to very dense sand with some silt. This stratum presents an average standard penetration resistance of 44 blow counts and an average moisture content of 13%, plus a sieve test analysis composition of 4% gravel, 67% sand and 29% of fine material, with a U.S.C.S. classification corresponding to SM. Note: Ground water table was detected at 7.86 m. From 12.0 to 15.6 m: Light brown loose to medium dense, fine to course sand with silt and little gravel. This stratum presents an average standard penetration resistance of 24 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 2% gravel, 73% sand and 25% of fine material, with a U.S.C.S. classification corresponding to SM. From 15.6 to 20.4 m: Brown medium dense to dense fine sand with some silt. This stratum presents an average standard penetration resistance of 38 blow counts and an average moisture content of 16%, plus a sieve test analysis composition of 1% gravel, 79% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. Boring log SPT-11 From 0.0 to 0.6 m: Top layer composed of dark brown fine sand From 0.6 to 4.8 m: Light brown, very loose to dense sand with silt. This stratum presents an average standard penetration resistance of 25 blow counts and an average moisture content of 8%, plus a sieve test analysis composition of 1% gravel, 79% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. From 4.8 to 7.2 m: Greenish gray, stiff to very stiff silt with sand. This stratum presents an average standard penetration resistance of 24 blow counts, liquid and plastic limits of 70% and 41% respectively, and an average moisture content of 26%, plus a sieve test analysis composition of 0% gravel, 11% sand and 89% of fine material, with a U.S.C.S. classification corresponding to MH.
Date:
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) From 7.2 to 12.6 m: Grayish brown, medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 32 blow counts and an average moisture content of 14%, plus a sieve test analysis composition of 2% gravel, 78% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. Note: Ground water table was detected at 7.45 m. From 12.6 to 15.0 m: Grayish brown, medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 35blow counts and an average moisture content of 15%, plus a sieve test analysis composition of 0% gravel, 64% sand and 36% of fine material, with a U.S.C.S. classification corresponding to SM. From 15.0 to 19.2 m: Light brown, medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 2% gravel, 83% sand and 14% of fine material, with a U.S.C.S. classification corresponding to SM. From 19.2 to 20.4 m: Light brown, dense silty sand. This stratum presents an average standard penetration resistance of 46 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 0% gravel, 58% sand and 41% of fine material, with a U.S.C.S. classification corresponding to SM. Boring log SPT-12 From 0.0 to 0.6 m: Top layer composed of dark brown fine sand with silt. From 0.6 to 1.8 m: Dark brown, loose to medium dense sand with clay. This stratum presents an average standard penetration resistance of 11 blow counts and an average moisture content of 7%, plus a sieve test analysis composition of 0% gravel, 84% sand and 16% of fine material, with a U.S.C.S. classification corresponding to SC. From 1.8 to 3.0 m: Reddish brown, loose to medium dense sand with clay. This stratum presents an average standard penetration resistance of 7 blow counts and an average moisture content of 8%, plus a sieve test analysis composition of 0% gravel, 84% sand and 16% of fine material, with a U.S.C.S. classification corresponding to SC. From 3.0 to 5.4 m: Yellowish brown, dense silty sand. This stratum presents an average standard penetration resistance of 50 blow counts and an average moisture content of 5%, plus a sieve test analysis composition of 0% gravel, 66% sand and 34% of fine material, with a U.S.C.S. classification corresponding to SM. From 5.4 to 13.4 m: Light brown, medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 50 blow counts and an average moisture content of 11%, plus a sieve test analysis composition of 0% gravel, 70% sand and 30% of fine material, with a U.S.C.S. classification corresponding to SM. Date:
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Note: Ground water table was detected at 10.79 m. From 13.4 to 15.6 m: Whitish brown medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 31 blow counts, liquid and plastic limits of 25% and 22% respectively and an average moisture content of 17%, plus a sieve test analysis composition of 0% gravel, 66% sand and 34% of fine material, with a U.S.C.S. classification corresponding to SM. From 15.6 to 16.8 m: Grayish brown, dense sand with silt. This stratum presents an average standard penetration resistance of 44 blow counts and an average moisture content of 22%, plus a sieve test analysis composition of 0% gravel, 82% sand and 18% of fine material, with a U.S.C.S. classification corresponding to SM. From 16.8 to 17.4 m: Greenish gray lens of sandy silt, with a sieve test analysis composition of 0% gravel, 38% sand and 62% of fine material, with a U.S.C.S. classification corresponding to ML. From 17.4 to 19.2 m: Grayish brown, dense sand with little silt. This stratum presents an average standard penetration resistance of 32 blow counts and an average moisture content of 19%, plus a sieve test analysis composition of 0% gravel, 88% sand and 12% of fine material, with a U.S.C.S. classification corresponding to SP-SM. From 19.2 to 20.4 m: Brown dense silty sand. This stratum presents an average standard penetration resistance of 43 blow counts and an average moisture content of 15%, plus a sieve test analysis composition of 0% gravel, 52% sand and 48% of fine material, with a U.S.C.S. classification corresponding to SM. Boring log SPT-13 From 0.0 to 0.6 m: Top layer composed of brown fine sand. From 0.6 to 3.0 m: Reddish brown, loose to medium dense sand with gravel and silt. This stratum presents an average standard penetration resistance of 22 blow counts and an average moisture content of 10%, plus a sieve test analysis composition of 25% gravel, 57% sand and 18% of fine material, with a U.S.C.S. classification corresponding to SM. From 3.0 to 10.80 m: Yellowish brown, medium dense to dense silty sand with very little gravel. This stratum presents an average standard penetration resistance of 43 blow counts and an average moisture content of 9%, plus a sieve test analysis composition of 0% gravel, 60% sand and 40% of fine material, with a U.S.C.S. classification corresponding to SM.
Date:
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Note: Ground water table was detected at 9.40 m. From 10.80 to 15.00 m: Greenish gray, stiff to hard silt with sand. This stratum presents an average standard penetration resistance of 34 blow counts and an average moisture content of 19%, plus a sieve test analysis composition of 0% gravel, 29% sand and 71% of fine material, with a U.S.C.S. classification corresponding to ML. From 15.00 to 20.40 m: Whitish light brown, medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 38 blow counts and an average moisture content of 18%, plus a sieve test analysis composition of 0% gravel, 85% sand and 15% of fine material, with a U.S.C.S. classification corresponding to SM. 3.2. – TEST PIT LOGS TEST PIT (TP)-8 From 0.00 to 0.10 m: Top layer composed of brown fine sand. From 0.10 to 1.80 m: Reddish brown fine sand with silt. This stratum has a water content value of 8%, with a sieve test analysis composition of 0% gravel, 82% sand and 18% of fine material, with a U.S.C.S. classification corresponding to SM. TEST PIT (TP)-9 From 0.00 to 0.10 m: Top layer composed of brown fine sand. From 0.10 to 0.85 m: Brown silty sand. This stratum has a water content value of 4%, with a sieve test analysis composition of 0% gravel, 63% sand and 37% of fine material, with a U.S.C.S. classification corresponding to SM. From 0. 85 to 1.50 m: Dark brown sand with silt. This stratum has a water content value of 10%, with a sieve test analysis composition of 0% gravel, 80% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. TEST PIT (TSS)-1 From 0.00 to 0.10 m: Top layer composed of brown fine sand. From 0.10 to 0.75 m: Dark brown sand with some silt. This stratum has a water content value of 7%, with a sieve test analysis composition of 0% gravel, 84% sand and 16% of fine material, with a U.S.C.S. classification corresponding to SM.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
TEST PIT (TSS)-2 From 0.00 to 0.10 m: Top layer composed of brown fine sand. From 0.10 to 0.85 m: Brown fine sand with silt. This stratum has a water content value of 10%, with a sieve test analysis composition of 0% gravel, 79% sand and 21% of fine material, with a U.S.C.S. classification corresponding to SM. TEST PIT (TSS)-3 From 0.00 to 0.10 m: Top layer composed of light brown fine sand. From 0.10 to 0.85 m: Brown fine sand with silt. This stratum has a water content value of 10%, with a sieve test analysis composition of 0% gravel, 80% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. TEST PIT (TSS)-4 From 0.00 to 0.10 m: Top layer composed of light brown fine sand. From 0.10 to 0.55 m: Brown fine sand with silt. This stratum has a water content value of 11%, with a sieve test analysis composition of 0% gravel, 78% sand and 22% of fine material, with a U.S.C.S. classification corresponding to SM.
3.3 PERIODIC MEASURING OF THE GROUND WATER LEVEL. With the aim of determining the variation frequencies of the ground water levels, a periodic pattern of taking measurements was carried out (as shown in table 3.3.1 below) on different days (save for SPT 8). An average value was obtained from the periodic readings taken as shown below.
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Table 3.3.1Periodic measuring of ground water level PERIODIC MEASURING OF GROUND WATER LEVELS IN THE EXECUTED BOREHOLES (DEPTH IN METERS)
STANDARD PENETRATION TEST BOREHOLES SPT-13
JANUARY, 2013 24 25
21
22
23
26
28
29
30
9.34
9.38
9.47
9.48
9.47
9.35
9.41
9.30
9.41
17:00
09:00
09:00
10:00
09:00
08:00
09:00
08:00
09:00
10.97
10.80
10.80
10.73
10.72
10.73
10.79
09:00
10:00
09:00
08:00
09:00
08:00
09:00
7.46
7.47
7.41
7.52
7.43
7.43
16:20
09:00
08:00
10:00
08:00
09:00
7.89
7.82
7.89
7.82
08:00
10:00
08:00
09:00
7.85
7.87
08:00
09:00
AVERAGE LEVEL (METERS)
9.40
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
SPT-12
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
SPT-11
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
SPT-10
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
SPT-9
-
-
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
-
-
SPT-8
-
-
-
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
-
-
-
10.79
7.45
7.86
7.86
7.7 7.70 09:00
SHALLOWEST LEVEL DETECTED DEEPEST LEVEL DETECTED
3.4. - CORRECTING SPT BLOW COUNTS TO N60 VALUES We carried out corrections on the SPT blow counts to N60 values to obtain necessary parameters for design purposes. The effect of the impact energy was considered and the dissipation around the penetrometer, plus the machinery or tools used in the testing process. The equation used is shown below: =
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Where: N60 = SPT N value corrected for field procedures N = measures SPT N value Em = Efficiency of the hammer CB = borehole diameter correction CS = sampler correction CR = rod length correction The Em, CB, CS, and CR variations were determined according to Skempton (1986). Table 3.4.1 Borehole, sampler, and rod correction factors
Typical hummer efficiencies • • •
Theoretical Energy = 4200ft-lbs Donut = 0.45 Safety = 0.6
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Chapter 4 GEOTECHNICAL ANALYSIS 4.1.- FOUNDATION ANALYSIS The following foundation analysis will be carried out basing on the standard penetration test N values as it wasn’t possible to extract undisturbed sample due to the granular nature of the subsoil encountered. Bearing in mind the above mentioned, no mechanical tests were executed. In this analysis, results from the physical tests were employed to determine the nature and type of soils. The appropriate foundation system for the anticipated structures is dependent on the planned structural loads, soil conditions, and construction constraints, etc. The subsurface exploration helps in determining the soil stratum appropriate for structural support. This determination includes considerations with regard to both allowable bearing capacity and compressibility of the soil strata. In addition, since the method of construction greatly affects the soils intended for structural support, consideration must be given to the implementation of suitable methods of site preparation, fill compaction, and other aspects of construction. Based on the soil stratigraphy and structural information, we envision that the proposed structures can be supported on a shallow foundation system placed on undisturbed sandy soils or controlled compacted fill. For relatively light structures mat and/or footing foundation would be the best option. As for the compressor structures; these will be supported by a block resting on a mat foundation. To simplify the design process, the plant layout plan has been divided into zones based on the type of foundation system, anticipated structures and the existing subsoil characteristics. Table 4.1.1 Zones representing different foundation systems ZONE PRINCIPAL STRUCTURES FOUNDATION SOLUTION ZONE-1 INTERCONNECTION STATION MAT FOUNDATION ZONE-2A EMERGENCE GENERATOR MAT FOUNDATION ZONE-2B MAINTENANCE SHOP AND CONTROL ROOM PAD OR STRIP FOUNDATION ZONE-3
RAW WATER STORAGE TANK
ZONE-4
NATURAL GAS COMPRESSORS
ZONE-5
FIN-FAN DISCHARGE COOLER
Date:
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MAT AND SQUARE FOOTING CONCRETE BLOCK RESTING ON A MAT FOUNDATION PAD FOUNDATION
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) The zones indicated in table in table 4.1.1 are illustrated in figure 4.1.1. It’s important to note that zone 1 has very loose to loose sands considering the first 2 to3 m.
Figure 4.1.1 Zones representing different foundation systems.
Zone 1: Interconnection Station The Interconnection Station structures will be supported by a concrete block resting on a mat foundation placed on a 2.0 m thick compacted fill in layers of 20cm with 95% compaction of the maximum dry density. The fill material will be required to have a minimum internal friction angle of 32̊. For relatively lighter structures, only a mat foundation laying on the compacted subgrade may be used. The above mentioned thickness is referenced with respect to ground surface. Square footings will be employed as another alternative. The square footings with depth of 1m and 2m will rest on compacted fill (with 95% compaction) with thickness of 2m and 1m respectively. The footings with depths of 3m will rest on natural grade. Date:
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Where compacted fill will be employed to receive foundation structures, an internal angle of friction of 33̊ has been estimated and will be employed to calculate the soil bearing capacity. Some of the design parameters that were employed in this analysis were obtained through correlations basing on the corrected standard penetration test blow counts. The resultant values are presented in table 4.1.2. Table 4.1.2 Parameter employed to design the Interconnection Station foundation system. DEPTH (m) FROM
TO
0.0
0.6
0.6
1.8
1.8
3.0
STRATUM DESCRIPTION
TYPE OF SOIL
COHESION SIMPLE CORRECTED VOLUMETRIC FRICTION "Cu" WEIGHT "γ " ANGLOE "φ" COMPRESION N BLOW 2 2 (°) (t/m3) COUNTS (t/m ) "q" (t/m )
TOP LAYER-DARK BROWN FINE GRANULAR SAND DARK BROWN LOOSE TO MEDIUM GRANULAR DENSE SAND WITH CLAY REDDISH BROWN LOOSE TO GRANULAR MEDIUM DENSE SAND WITH CLAY
ELASTICITY MODULUS 2
"E" (T/m )
POISSON'S COEF. "μ"
MODULUS OF SUBGRADE REACTION "Kv"
12
1.70
28
--
--
2500
0.3
2747
8
1.70
28
--
--
2000
0.3
2198
5
1.70
28
--
--
1500
0.3
1648
Zone 2A: Emergence Generator The above mentioned element will be supported by a mat foundation resting on dense whitish brown sand with silt after completely removing the top layer. Some of the design parameters that were employed in this analysis were obtained through correlations basing on the corrected standard penetration test blow counts. The resultant values are presented in table 4.1.3. Table 4.1.3 Parameter employed to design the emergence generator pad. DEPTH (m) FROM
TO
0.0
0.6
0.6
4.8
STRATUM DESCRIPTION
TOP LAYER-LIGHT BROWN FINE SAND WHITISH BROWN DENSE SAND WITH SILT
TYPE OF SOIL
COHESION SIMPLE CORRECTED VOLUMETRIC FRICTION "Cu" WEIGHT "γ " ANGLOE "φ" COMPRESION N BLOW 2 2 (°) (t/m3) COUNTS (t/m ) "q" (t/m )
ELASTICITY MODULUS 2
"E" (T/m )
POISSON'S COEF. "μ"
MODULUS OF SUBGRADE REACTION "Kv"
GRANULAR
22
1.75
33
--
--
3660
0.3
4022
GRANULAR
35
1.90
36
--
--
5640
0.3
6198
Zone 2B: Maintenance shop and control room The above mentioned buildings will be constructed on square foundation systems. The minimum depth for the foundation system will be 1.0 m with respect to the ground level. The square footings will be designed to rest on natural grade at different depths of 1m, 2m and 3m. The design parameters that were employed in this analysis were obtained through correlations basing on the corrected standard penetration test blow counts. The resultant values are illustrated in the previously presented table 4.1.3. Date:
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Zone 3 and 4: Raw water storage tank and natural gas compressors The air and natural gas compressors will be supported by concrete blocks resting on mat foundations placed on controlled compacted fill as shown in figure 4.1.2 below. The raw water tank could also be rested on a concrete slab resting on compacted fill. The compacted fill will have a minimum thickness of 1.8m with respect to the ground level (surface level) and will be compacted up to 95% of its maximum dry density. Some of the design parameters employed are illustrated in table 4.1.4. The compacted fill will have a minimum angle of internal friction of 33̊, which will be considered where necessary in the design process. Square footings will be employed as another alternative. The square footings with depth of 1m will rest on compacted fill (with 95% compaction) with minimum thickness of 1m, and the rest of the footings (Df = 2 and 3m) will rest on natural grade. Table 4.1.4 Parameter employed to design raw water storage tank and natural gas compressors foundations DEPTH (m)
STRATUM DESCRIPTION
FROM
TO
0.0
0.6
0.6
1.8
1.8
TYPE OF SOIL
5.4
TOP LAYER-REDDISH BROWN FINE GRANULAR SAND VERY LOOSE SAND WITH SILT AND GRANULAR LITTLE GRAVEL DENSE SAND WITH SILT AND LITTLE GRAVEL
GRANULAR
COHESION SIMPLE CORRECTED VOLUMETRIC FRICTION "Cu" WEIGHT "γ " ANGLOE "φ" COMPRESION N BLOW 2 2 (°) (t/m3) COUNTS (t/m ) "q" (t/m )
ELASTICITY MODULUS 2
"E" (T/m )
POISSON'S COEF. "μ"
MODULUS OF SUBGRADE REACTION "Kv"
20
1.70
30
--
--
3000
0.3
3297
3
1.65
26
--
--
1500
0.3
1648
32
1.90
35
--
--
5640
0.3
6198
Figure 4.1.2 Foundation solution for natural gas compressors Date:
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Zone 5 Fin-fan discharge cooler The control room will be constructed on square footings to a minimum depth of 1.8 m. The design parameters employed are illustrated in the previously presented table 4.1.4.
4.2.- SHALLOW FOUNDATION ANALYSIS Static ultimate load bearing capacity The ultimate load bearing capacity analysis for shallow foundations was determined according to Terzaghi’s theory, by employing the following expressions. =
+
= 1.3
+ +
Strip footing + 0.4
Square footing
Where: qc
Ultimate load bearing capacity in t/m2
Nq
Load bearing capacity factor
Nγ
Load bearing capacity factor
Νc
Load bearing capacity factor
γ
unit weight of material in t/m3
Df
Depth of foundation in m
B
Width or the diameter of the foundation in m
C
Cohesion ( t/m2)
The load bearing capacity factors (Nq, and Nc), are in function of the internal angle of friction of the soil and they are obtained by using Terzaghi’s graph of load bearing capacity factors, illustrated below.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Figure 4.2.1 Bearing capacity factors (Terzaghi) The choice of parameters is a critical aspect of design; one should always assess the desirability of considering the properties associated with the most appropriate scenario, by either considering the soil as cohesion-less or cohesive, as indicated by the local regulations. 4.3.- ANALYSIS OF SETTLEMENTS Immediate settlements According to the type of soils (granular material) that has been detected, the type of settlements that are expected will take place during the construction period; that is to say, the structure will suffer elastic or immediate settlements. Due to the above mentioned, the elasticity theory was employed to analyze the settlements by applying the expression below. In the analysis the following parameters were considered: • • •
Modulus of elasticity (E) Poisson’s coefficient (μ) Contact pressure (p) which is equal to the admissible load bearing capacity value Δe =
Date:
(1 − μ 2 ) PB E
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Where: ∆e = Elastic settlement in cm p = Contact pressure in kg/cm2 B = Width or diameter of foundation in m E = Modulus of elasticity in kg/cm2 μ = Poisson’s coefficient
4.4 SLOPE STABILITY A slope stability analysis was realized, taking into account the maximum slopes permitted for temporary and permanent cuts and fills. To obtain the critical height of the slope and the review of its stability, we followed a criterion established in reference 9. The critical height that will be employed on the vertical slopes was calculated as follows:
Hc =
4c
γ
Nφ
φ
Nφ = tan2 (45° + ) 2 Where: Hc = Critical height c = Cohesion φ = Angle of internal friction γ = soil volumetric weight This height is similarly affected by a safety factor involved in the following formula:
Hc ' =
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1
1 4c Nφ FS γ
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) The slope stability was carried out following the calculation procedures using the Swedish method. The Swedish method assumes a circular failure as a sliding surface; the method is used with segments where the acting forces are found. A 1.5 minimum safety factor will be employed, and therefore the following condition must be met for the selected hypothetical surface: SF ≥ 1.5
4.5.- RESULTS OBTAINED Considering the analysis procedures contained in the previous subchapters, the corresponding resistance parameters of the subsoil were taken into account to determine the admissible load bearing capacity values plus their corresponding settlements. Zone 1: Interconnection Station Mat foundation Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity value of 25t/m2 for the mat foundation was obtained considering a unit width value. Maximum immediate settlements of 2.5cm will be experienced during the construction stage. Square footing The bearing capacity values obtained for the square footings at different depth are presented in the tables below: Allowable Soil Bearing Capacity with a maximum settlement of 2.5cm. Depth (Df): 1m Square footing 2
2
φ
c* t/m
Nc
Nq
Nγ
B (m)
1.90
32
0.0
44.04
28.52
26.87
1.0
24.9
0.2
1.90
1.90
32
0.0
44.04
28.52
26.87
2.0
31.7
0.6
1.90
1.90
32
0.0
44.04
28.52
26.87
3.0
38.5
1.1
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
4.0
45.3
1.8
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
5.0
52.1
2.5
Df
γ *t/m3
σ t/m2
1.0
1.90
1.0 1.0
Date:
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1
Qa t/m Δe (cm)
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Depth (Df): 2m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
1.0
42.9
0.3
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
2.0
49.7
0.7
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
3.0
56.5
1.2
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
4.0
63.3
1.8
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
5.0
70.2
2.5
Qa t/m Δe (cm)
Depth (Df): 3m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
1.0
69.3
0.3
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
2.0
77.4
0.8
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
3.0
85.5
1.3
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
4.0
93.6
1.9
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
5.0
101.7
2.5
Qa t/m Δe (cm)
Zone 2A: Emergence Generator Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity value of 31t/m2 for the mat foundation was obtained. Maximum immediate settlements of 2cm will be experienced during the construction stage. Zone 2B: Maintenance shop and control room Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity values for the square footing are presented in the tables below: Allowable Soil Bearing Capacity with a maximum settlement of 2.5cm. Depth (Df): 1m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
1.0
37.7
0.2
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
2.0
49.3
0.6
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
3.0
60.8
1.1
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
4.0
72.3
1.7
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
5.0
83.8
2.5
Date:
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Qa t/m Δe (cm)
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Depth (Df): 2m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
1.0
64.0
0.3
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
2.0
75.5
0.7
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
3.0
87.0
1.2
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
4.0
98.5
1.8
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
5.0
110.0
2.5
Qa t/m Δe (cm)
Depth (Df): 3m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
1.0
90.2
0.3
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
2.0
101.7
0.7
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
3.0
113.2
1.2
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
4.0
124.8
1.8
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
5.0
136.3
2.5
Qa t/m Δe (cm)
Zone 3 and 4: Air and natural gas compressors Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity value of 29t/m2 for the mat foundation was obtained. Maximum immediate settlements of 2.5cm will be experienced during the construction stage. Allowable Soil Bearing Capacity with a maximum settlement of 2.5cm. Depth (Df): 1m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
1.0
28.5
0.1
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
2.0
36.6
0.3
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
3.0
44.7
0.6
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
4.0
52.8
1.0
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
5.0
60.9
1.4
Date:
Rev.: MARZO 2013
1
Qa t/m Δe (cm)
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Depth (Df): 2m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
1.0
64.0
0.3
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
2.0
75.5
0.7
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
3.0
87.0
1.2
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
4.0
98.5
1.8
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
5.0
110.0
2.5
Qa t/m Δe (cm)
Depth (Df): 3m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
1.0
90.2
0.3
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
2.0
101.7
0.7
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
3.0
113.2
1.2
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
4.0
124.8
1.8
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
5.0
136.3
2.5
Qa t/m Δe (cm)
Zone 5 Fin-fan discharge cooler Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity values for the square footings are presented in the tables below. Allowable Soil Bearing Capacity with a maximum settlement of 2.5cm. Depth (Df): 1m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
1.0
24.9
0.2
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
2.0
31.7
0.6
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
3.0
38.5
1.1
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
4.0
45.3
1.8
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
5.0
52.1
2.5
Date:
Rev.: MARZO 2013
1
Qa t/m Δe (cm)
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Depth (Df): 2m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
1.0
42.9
0.3
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
2.0
49.7
0.7
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
3.0
56.5
1.1
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
4.0
63.3
1.7
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
5.0
70.2
2.4
Qa t/m Δe (cm)
Depth (Df): 3m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
1.0
61.0
0.3
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
2.0
67.8
0.8
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
3.0
74.6
1.3
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
4.0
81.4
1.8
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
5.0
88.2
2.5
Qa t/m Δe (cm)
Slope stability For permanent slopes, we carried out an analysis by considering the subsoil as purely cohesion-less. Employing the above mentioned parameters, and assuming a slope height of 2m with a gradient ratio of 0.75: 1 (Horizontal: Vertical), a resultant security factor of 1.99 was obtained, which confirms the stability of the slope, considering the above mentioned height. The analysis is illustrated in the figure 4.6.1 and table 4.6.1 below:
Date:
Rev.: MARZO 2013
1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Figure 4.5.1 Results from the slope stability analysis
Table 4.5.1: Results from slope stability analysis showing a security factor of 1.99. FACTOR =
ϕ=
Cu =
γ=
0.0 PARA "S" PRESION DE PORO RESULTANTE DE LAS PRUEBAS TRIAXIALES 35 ° 2 0.0 t/m 3 2 kg/m
SLICE
WIDTH
No.
SLICE
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
OTHER
AREA m2.
Wi
Ni
Ti
ton.
ton.
ton.
Ni Li
0.16 0.40 0.81 1.73 2.16 1.74 1.08 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
S=
0.01
0.31 0.15 0.00 -0.15 -0.31 -0.48 -0.67 -0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 SF =
Date:
Rev.: MARZO 2013
22.50 23.50
1
0.01 0.00
16.12 16.12
Si
16.12 16.12
Si*Li
ton/m2
ton
0.00 0.00
0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
= 1.99
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) A critical height of 1.6 m was obtained, considering the parameters mentioned in the table below. This implies that excavations can be carried out with vertical walls up to a maximum depth of 1.6 m. For any excavations beyond 1.6 m of depth, a slope ratio of 0.25:1 (Horizontal: Vertical) will be employed.
Parameters Values 35 φ c 1.09 1.80 γ FS
Units degrees t/m² t/m 3
Critical depth Hc' (m) 1.6
3.00
Critical depth
φ
Nφ = tan2 (45° + ) 2
Hc =
J. Badillo II
Date:
Rev.: MARZO 2013
1
4c
γ
Nφ
Hc '=
1 4c FS γ
Nφ
Nφ
Hc
Hc'
3.69
4.65
1.55
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Chapter 5 CONCLUSION AND RECOMENDATIONS
Based on the results from site exploration, laboratory tests and the desk work interpretations and analysis, the following conclusions and recommendations of geotechnical nature are presented as follows. •
According to visual inspection, the site has a flat topography with minor gradients.
•
Sixteen (6) Standard Penetration Borings (SPT) were executed at a depth of 20m and their corresponding logs are presented in Annex A and their process of execution is included in the Photographic Report (Annex E).
•
Two (2) test pits (TP) and four other pits for top soil sampling (TSS) were executed at different depths and their corresponding logs are presented in Annex A and their process of execution is included in the Photographic Report (Annex E).
•
Two (2) Electrical Resistivity tests were executed and the results obtained are presented in Annex C.
•
Two plate loading tests were executed with the aim of obtaining the soil modulus of subgrade reaction; the results obtained are presented in Annex D.
•
It’s important to note that the plate loading test PLT-2 presents very high values of initial strain; this is due to the presence of sands with relative density characterized as very loose to loose in the first 2 to 3m (see boring logs SPT-12 and 13).
•
The site stratigraphy is generally dominated by silty sands with traces of sandy silts. According to the soil profiles obtained, the site subsoil is homogeneous, as this can be evidenced by the boring logs presented in Annex A and in the site cross section profile presented below (see attached drawing 1992-ME-CE-001.DWG).
Date:
Rev.: MARZO 2013
1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
•
According to the exploration works; Zone 1 (Interconnection Station) presents very loose to loose sands (frail sands), and for that reason, its recommended to execute replacement of soil (at minimum depth of 2.0m) with compacted fill, as described previously in chapter 4.1.
•
Soil replacement will be executed at a minimum depth of 1.8m for zone 3 and 4, where concrete blocks resting on mat foundations will be employed to receive compressor static and transient loads, observing the compaction conditions described previously in chapter 4.1.
•
The ground water level was measured periodically (save for SPT-8) and the resultant average values obtained are presented in the following table: PERIODIC MEASURING OF GROUND WATER LEVELS IN THE EXECUTED BOREHOLES (DEPTH IN METERS)
STANDARD PENETRATION TEST BOREHOLES SPT-13
JANUARY, 2013 24 25
21
22
23
26
28
29
30
9.34
9.38
9.47
9.48
9.47
9.35
9.41
9.30
9.41
17:00
09:00
09:00
10:00
09:00
08:00
09:00
08:00
09:00
10.97
10.80
10.80
10.73
10.72
10.73
10.79
09:00
10:00
09:00
08:00
09:00
08:00
09:00
7.46
7.47
7.41
7.52
7.43
7.43
16:20
09:00
08:00
10:00
08:00
09:00
7.89
7.82
7.89
7.82
08:00
10:00
08:00
09:00
7.85
7.87
08:00
09:00
AVERAGE LEVEL (METERS)
9.40
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
SPT-12
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
SPT-11
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
SPT-10
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
SPT-9
-
-
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
-
-
SPT-8
-
-
-
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
-
-
-
10.79
7.45
7.86
7.86
7.7 7.70 09:00
SHALLOWEST LEVEL DETECTED DEEPEST LEVEL DETECTED
Date:
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1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) •
According to the subsoil encountered, foundation systems can be constructed on the natural grade after removing the top layer, save for the special cases where fill material has to be employed (Zones 1, 3, 4).
•
Soil chemical analysis was conducted in order to identify the potential presence of chlorides and sulfates, the results are shown in subchapter 2.2.3. Based to the ACI standards, normal concrete can be employed as the amount of sulfate concentrations encountered fall within the acceptable range and their harm to concrete is insignificant.
•
Prior to the construction process of building platforms, surface cleaning must be carried out to eliminate the compost layer which oscillates between 0.05 m to 0.2m.
•
Considering the characteristic of the project, the site stratigraphy and the resistance parameters obtained; footings and mat foundations are recommended. The resultant allowable bearing capacity values and the settlements obtained are presented in subchapter 4.5.
•
Only elastic or immediate settlements will be experienced and these will take place during the construction period, yielding a maximum value of 2cm.
•
All the mechanical parameters were obtained through empirical procedures employing corrected N blow counts from the standard penetration tests, as it was quite cumbersome to extract undisturbed samples due to the granular nature of the soil encountered.
•
It is important to note that the parameters for the analysis of the foundation systems is up to the depth indicated and we recommend that during the construction process, an engineer should be hired to make sure that the procedures stipulated in this report are strictly followed.
•
Taking into account the levels of present project, it is assumed that there will be cuts; therefore excavations can be made using vertical slopes up to 1.6m, and at a depth beyond the above mentioned height (1.6m), a slope ratio of 0.25:1.0 (Horizontal : Vertical) should be employed.
Date:
Rev.: MARZO 2013
1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) •
For permanent slopes in cuts and embankments, a ratio of 0.50:1 (horizontal: vertical) and 0.75:1(horizontal: vertical) will be used respectively.
•
During construction, temporary slopes should be regularly evaluated for signs of movement or unsafe conditions. Soil slopes should be covered for protection from rain, and surface runoff should be diverted away from the slopes. For erosion protection, a protective cover of grass or other vegetation should be established on permanent soil slopes as soon as possible.
•
The selected fill material will be compacted up to 95% of its maximum dry density in layers of 20cm.
•
Before constructing the fill embankments, a stepped surface should be created to avoid fault planes that can cause lines of weakness in the embankment. This stepped surface can be built with a super elevation of 0.3m and a horizontal width of 2.5 m.
•
Ground floor slabs may be designed as a slab-on-grade supported by undisturbed residual soils or newly placed controlled fill.
•
After the strip off process, areas intended to support foundations, floor slabs, and new fill should be carefully evaluated by a geotechnical engineer or someone with sufficient experience in similar construction projects.
•
The proof rolling observation is an opportunity for the geotechnical engineer to locate inconsistencies intermediate of our boring locations in the existing subgrade. Any unsuitable materials observed during the evaluation and proof rolling operations should be undercut and replaced with compacted fill or stabilized in-place. The possible need for, and extent of, undercutting and/or inplace stabilization required could best be determined by the geotechnical engineer at the time of construction. Once the site has been properly prepared, at-grade construction may proceed.
•
For shallow foundations that will be constructed on compacted fill obtained from site, corresponding quality tests will have to be carried to verify compliance with the construction process and the compaction requirements indicated in this report.
Date:
Rev.: MARZO 2013
1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) •
Once the excavations to accommodate the foundations have been completed, the bottom of the excavation will be protected in all cases with a thin layer of poor concrete f'c = 100 kg/cm2, with a thickness of at least 5 cm before proceeding to place concrete for the foundation.
•
The width of the excavation shall be such that the work of placing and removing formwork is made less complicated.
•
The excavations to accommodate foundations, can be refilled up to the required levels using onsite material, in layers no greater than 20.0 cm, compacted up to 95% of its maximum dry density, removing all the boulders with diameters larger than 5 ".
•
Based on the type of subsoil (granular) encountered, a sliding friction coefficient of 0.45 is recommended at the proposed foundation levels.
•
At rest pressure (Ko) of 2.3t/m2 for structures that will be constructed underground was obtained, considering the depth of 3m as shown in the graph below. At rest pressure (t/m2) 0.00 0.00
0.50
1.00
1.50
2.00
2.5
0.00
0.50
Depth (m)
1.00
1.50
2.00
2.50
3.00 0.00
2.30
3.50
Date:
Rev.: MARZO 2013
1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) •
Using the above graphic information lateral at rest pressure can be calculated at different depth up to a maximum depth of 3m.
•
The site under study doesn’t experience frost and as a result, no frost line or depth has been recommended.
Date:
Rev.: MARZO 2013
1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
REFERENCES 1.- Comisión Federal de Electricidad (CFE), 2008 “Manual de Diseño de Obras Civiles. Estructuras, Diseño por Sismo”, México. 2.- Terzaghi, K, Peck, B.R., y Mesri, G. (1996), Soil Mechanics in Engineering Practice, 3er Ed. 3.- AASHTO LRFD (2004), Bridge Design Specifications. Foundations Design. USA. 4.- Hoek, E., P. K. Kaiser & Bawdeb (1995): Support of underground excavations in hard rock. 5.- J. E. Bowles, “Foundation Analysis and Design”, McGraw Hill, Fifth edition, 1996, USA.
6.- Principio de ingeniería de cimentaciones, Braja M. Das., International Thomson Editores, 2001 7.- Comisión Federal de Electricidad, Manual de Diseño de Obras Civiles, B.2.4. Cimentaciones en suelo, 1981. 8. American Concrete Institute ACI, Norma ACI 318-02 (vigente) 9. Mecánica de Suelos, Tomo I y II (1992).Tercera edición, Juárez Badillo y Rico Rodríguez, Editorial Noriega.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
ANNEX A BORING AND TEST PIT LOGS
Date:
Rev.: FEBRUARY 2013
0
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SPT BORING LOGS
Date:
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0
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Boriing log for S SPT-8 Date:
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0
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Boriing log for S SPT-9 Date:
Rev.: FEBRU UARY 2013
0
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Borin ng log for SP PT-10
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0
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Borin ng log for SP PT-11 Date:
Rev.: FEBRU UARY 2013
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Borin ng log for SP PT-12 Date:
Rev.: FEBRU UARY 2013
0
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Borin ng log for SP PT-13
Date:
Rev.: FEBRU UARY 2013
0
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
TEST PIT LOGS
Date:
Rev.: FEBRUARY 2013
0
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PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Testt pit log for TP-8
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
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Testt pit log for TP-9
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
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Test pit log for T TSS-1
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Rev.: FEBRU UARY 2013
0
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Test pit log for T TSS-2
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Rev.: FEBRU UARY 2013
0
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Test pit log for T TSS-3
Date:
Rev.: FEBRU UARY 2013
0
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Test pit log for T TSS-4
Date:
Rev.: FEBRU UARY 2013
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GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
ANNEX B LABORATORY RESULTS
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 1
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
SPECIFIC GRAVITY OF SOILS
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 2
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 3
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 4
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 5
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
INDEX PROPERTIES
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 6
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-8
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
5.4%
M-2
0.60
1.20
1.8%
M-3
1.20
1.80
3.8%
M-4
1.80
2.40
7.5%
M-5
2.40
3.00
4.0%
M-6
3.00
3.60
5.3%
M-7
3.60
4.20
4.8%
M-8
4.20
4.80
8.5%
G
M-9
4.80
5.40
11.5%
5.40
6.00
10.9%
M-11
6.00
6.60
18.2%
M-12
6.60
7.20
25.0%
M-13
7.20
7.80
20.1%
M-14
7.80
8.40
25.1%
M-15
8.40
9.00
15.9%
M-16
9.00
9.60
M-17
9.60
10.20 10.8%
M-18
10.20
10.80
M-19
10.80
11.40 14.1%
M-20
11.40
12.00
M-21
12.00
12.60 15.2%
M-22
12.60
13.20 11.7%
M-23
13.20
13.80 17.0%
M-24
13.80
14.40 14.1%
M-25
14.40
15.00 19.0%
PI
USCS
F
0.0%
72.0%
28.0%
SM
0.0%
73.0%
27.0%
SM
5.0%
48.0%
47.0% 21.0% 18.0%
0.0%
67.0%
33.0%
SM
0.0%
73.0%
27.0%
SM
0.0%
75.0%
25.0%
SM
1.0%
54.0%
45.0%
SM
0.0%
64.0%
36.0%
SM
0.0%
70.0%
20.0%
SM
SM
3.0%
9.2%
M-26
15.00
15.60 20.8%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
20.8% 13.2% 16.0% 16.4% 9.6% 17.1% 18.6% 14.9%
Rev.: FEBRUARY 2013
A
PL
-
M-10
Date:
LL
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 7
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-9
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
3.1%
M-2
0.60
1.20
10.3%
M-3
1.20
1.80
9.8%
M-4
1.80
2.40
3.7%
M-5
2.40
3.00
3.4%
M-6
3.00
3.60
4.4%
M-7
3.60
4.20
3.7%
M-8
4.20
4.80
9.4%
M-9
4.80
5.40
11.0%
M-10
5.40
6.00
17.4%
M-11
6.00
6.60
22.9%
M-12
6.60
7.20
19.8%
M-13
7.20
7.80
M-14
7.80
8.40
M-15
8.40
9.00
10.1%
M-16
9.00
9.60
M-17
9.60
10.20 12.8%
M-18
10.20
10.80
M-19
10.80
11.40 12.4%
M-20
11.40
12.00
M-21
12.00
12.60 10.4%
M-22
12.60
13.20 11.3%
M-23
13.20
13.80 14.3%
M-24
13.80
14.40 14.4%
M-25
14.40
15.00 16.4%
M-26
15.00
15.60 16.8%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
Date:
G
A
PL
PI
USCS
F -
SM
7.0%
62.0%
31.0%
0.0%
17.0%
83.0%
0.0%
51.0%
49.0% 33.0% 26.0%
21.5%
0.0%
83.0%
17.0%
SM
9.7%
9.0%
71.0%
20.0%
SM
11.0%
64.0%
25.0%
SM
5.0%
66.0%
29.0%
SM
0.0%
53.0%
47.0%
SM
2.0%
71.0%
27.0%
SM
0.0%
68.0%
32.0%
SM
9.1%
SM
7.0%
9.9%
16.7% 15.4% 18.0% 18.1% 18.2% 16.5% 18.2% 11.5%
Rev.: FEBRUARY 2013
LL
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 8
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-10
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
7.0%
M-2
0.60
1.20
11.3%
M-3
1.20
1.80
14.7%
M-4
1.80
2.40
8.1%
M-5
2.40
3.00
9.6%
M-6
3.00
3.60
2.2%
M-7
3.60
4.20
2.9%
M-8
4.20
4.80
7.3%
M-9
4.80
5.40
18.6%
M-10
5.40
6.00
19.3%
M-11
6.00
6.60
24.3%
M-12
6.60
7.20
18.8%
M-13
7.20
7.80
22.0%
M-14
7.80
8.40
20.3%
M-15
8.40
9.00
10.3%
M-16
9.00
9.60
13.9%
G
9.60
10.20 12.1%
M-18
10.20
10.80 12.1%
M-19
10.80
11.40
6.8% 8.1%
M-20
11.40
12.00
M-21
12.00
12.60 14.8%
M-22
12.60
13.20 18.4%
M-23
13.20
13.80 13.8%
M-24
13.80
14.40 21.8%
M-25
14.40
15.00 19.4%
M-26
15.00
15.60 13.7%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
16.0% 16.3% 15.3% 16.7% 17.0% 12.3% 20.9% 13.4%
Rev.: FEBRUARY 2013
A
PL
PI
USCS
F -
M-17
Date:
LL
0
6.0%
71.0%
23.0%
SM
5.0%
68.0%
27.0%
SM
0.0%
16.0%
84.0% 53.0% 35.0% 18.0%
MH
0.0%
86.0%
14.0%
SM
4.0%
67.0%
29.0%
SM
10.0%
64.0%
26.0%
SM
2.0%
73.0%
25.0%
SM
1.0%
79.0%
20.0%
SM
1.0%
85.0%
14.0%
SM
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 9
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-11
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
9.3%
M-2
0.60
1.20
12.7%
M-3
1.20
1.80
10.9%
M-4
1.80
2.40
5.2%
M-5
2.40
3.00
3.1%
M-6
3.00
3.60
3.5%
M-7
3.60
4.20
4.2%
M-8
4.20
4.80
17.2%
M-9
4.80
5.40
12.2%
M-10
5.40
6.00
34.5%
M-11
6.00
6.60
28.8%
M-12
6.60
7.20
31.8%
M-13
7.20
7.80
14.1%
M-14
7.80
8.40
16.1%
M-15
8.40
9.00
19.6%
M-16
9.00
9.60
12.8%
M-17
9.60
10.20 14.1%
M-18
10.20
10.80 10.7%
M-19
10.80
11.40 10.4%
M-20
11.40
12.00
M-21
12.00
12.60 15.4%
M-22
12.60
13.20 11.1%
M-23
13.20
13.80 15.5%
M-24
13.80
14.40 10.3%
M-25
14.40
15.00 21.1%
M-26
15.00
15.60 16.4%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
Date:
G
A
PL
PI
USCS
F -
8.4%
17.7% 16.3% 17.0% 17.2% 15.9% 18.2% 8.4% 21.3%
Rev.: FEBRUARY 2013
LL
0
1.0%
79.0%
20.0%
SM
7.0%
71.0%
22.0%
SM
2.0%
40.0%
58.0%
ML
0.0%
11.0%
89.0% 70.0% 41.0% 29.0%
MH
10.0%
66.0%
24.0%
SM
2.0%
78.0%
20.0%
SM
15.0%
62.0%
23.0%
SM
0.0%
64.0%
36.0%
SM
0.0%
83.0%
17.0%
SM
2.0%
84.0%
14.0%
SM
0.0%
59.0%
41.0%
SM
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 10
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-12
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
7.6%
M-2
0.60
1.20
7.5%
M-3
1.20
1.80
5.9%
M-4
1.80
2.40
8.7%
M-5
2.40
3.00
8.4%
M-6
3.00
3.60
4.4%
M-7
3.60
4.20
5.4%
M-8
4.20
4.80
4.8%
G
M-9
4.80
5.40
3.6%
5.40
6.00
8.9%
M-11
6.00
6.60
9.3%
M-12
6.60
7.20
7.3%
M-13
7.20
7.80
5.3%
M-14
7.80
8.40
3.3%
M-15
8.40
9.00
8.4%
M-16
9.00
9.60
9.5%
M-17
9.60
10.20
9.4%
M-18
10.20
10.80 17.0%
M-19
10.80
11.40 11.5%
M-20
11.40
12.00 14.1%
M-21
12.00
12.60 12.2%
M-22
12.60
13.20 14.3%
M-23
13.20
13.80 17.8%
M-24
13.80
14.40 19.6%
M-25
14.40
15.00 14.6%
M-26
15.00
15.60 15.4%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
21.0% 23.6% 11.9% 19.6% 17.1% 19.1% 18.9% 10.5%
Rev.: FEBRUARY 2013
A
PL
PI
USCS
F -
M-10
Date:
LL
0
0.0%
84.0%
16.0%
SC
0.0%
84.0%
16.0%
SC
0.0%
69.0%
31.0%
SM
24%
43.0%
33.0%
SM
0.0%
70.0%
30.0%
SM
0.0%
58.0%
42.0%
SM
0.0%
67.0%
33.0%
SM
0.0%
66.0%
34.0% 25.0% 22.0%
0.0% 0.0%
82.0% 38.0%
18.0% 62.0% 24.0% 20.0%
0.0%
88.0%
12.0%
SP-SM
0.0%
52.0%
48.0%
SM
3.0%
SM
4.0%
SM ML
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 11
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-13
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
6.3%
M-2
0.60
1.20
10.3%
M-3
1.20
1.80
16.0%
M-4
1.80
2.40
4.7%
M-5
2.40
3.00
9.9%
M-6
3.00
3.60
3.8%
M-7
3.60
4.20
5.4%
M-8
4.20
4.80
5.2%
G
M-9
4.80
5.40
4.2%
5.40
6.00
3.3%
M-11
6.00
6.60
11.3%
M-12
6.60
7.20
4.0%
M-13
7.20
7.80
6.7%
M-14
7.80
8.40
6.9%
M-15
8.40
9.00
13.8%
M-16
9.00
9.60
17.3%
M-17
9.60
10.20 13.4%
M-18
10.20
10.80 14.3%
M-19-1
10.80
10.98 16.1%
M-19-2
10.98
11.40 18.7%
M-20
11.40
12.00 19.2%
M-21
12.00
12.60 22.8%
M-22
12.60
13.20 24.0%
M-23
13.20
13.80 16.7%
M-24
13.80
14.40 19.2%
M-25
14.40
15.00 13.2%
M-26 M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.00 15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
22.6% 19.6% 22.3% 19.0% 18.6% 17.2% 18.7% 15.2% 12.2%
Rev.: FEBRUARY 2013
A
PL
PI
USCS
F -
M-10
Date:
LL
0
25.0%
57.0%
18.0%
SM
9.0%
60.0%
31.0%
SM
0.0%
60.0%
40.0%
SM
0.0%
55.0%
45.0%
SM
0.0%
29.0%
71.0% 43.0%
34%
9.0%
ML
0.0% 0.0%
25.0% 73.0%
75.0% 27.0% 24.0% 27.0%
3.0%
ML
0.0%
85.0%
15.0%
SM
0.0%
77.0%
23.0%
SM
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
SM
Page: 12
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
TEST PIT
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-1
0.20
0.30
4.8%
0.0%
80.0%
20.0%
SC
M-2
0.60
0.80
7.7%
0.0%
82.0%
18.0%
SC
M-3
1.40
1.60
10.9%
8.0%
69.0%
23.0%
SC
(T-S-S-1)
M-1
0.50
0.70
6.8%
0.0%
84.0%
16.0%
SM
(T-S-S-2)
M-1
0.50
0.70
9.7%
0.0%
79.0%
21.0%
SM
(T-S-S-3)
M-1
0.50
0.70
11.7%
0.0%
80.0%
20.0%
SM
(T-S-S-4)
M-1
0.35
0.55
10.6%
0.0%
78.0%
22.0%
SM
M-1
0.50
0.70
4.0%
0.0%
63.0%
37.0%
SM
M-2
0.90
0.95
9.6%
0.0%
82.0%
18.0%
SM
M-3
1.20
1.30
9.9%
0.0%
80.0%
20.0%
SM
No.
(TP-08)
(TP-09)
Date:
G
F -
Rev.: FEBRUARY 2013
A
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 13
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
SOIL QUALITY TESTS
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 14
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 15
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 16
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 17
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 18
Of: 18
Geophysical Survey
DIC 02-13
Project: Intergen Altamira compression station (ACS)
Control sheet FO-7.5.3-04.1
GEOPHYSICAL SURVEY (ANNEX C)
INTERGEN ALTAMIRA COMPRESSION STATION (ACS) ALTAMIRA, TAMAULIPAS
SAMSUNG ENGINEERING CO. TITLE:
GEOPHYSICAL SURVEY MEASUREMENT OF ELECTRICAL RESISTIVITY REFERENCE No.:
PROJECT:
1992 GMS PREPARED BY:
INTERGEN ALTAMIRA COMPRESSION STATION (ACS) LOCATION:
Eng. Ignacio Ávila Carreón Cédula: 1899346 REVIEWED BY:
Eng. Pedro Ramírez Molina Cédula 3018470 APPROVED BY:
Eng. Gerardo Gallo Aguilar Cédula: 1072743
ALTAMIRA, TAMAULIPAS. . RECEIVED BY:
DATE:
ENG. OSCAR MENDOZA MUÑOZ CONTROL No:
REVISIÓN No. :
DIC-2/13
FEB. 13 PAGES:
0
29 REVISIÓN 02
Geophysical survey
DIC 002/13
Project: Intergen Altamira Compression Station
GEOPHYSICAL SURVEY SAMSUNG ENGINEERING CO. ALTAMIRA, TAMAULIPAS. DETERMINATION OF SOIL RESISTIVITY FOR DESIGNING EARTHLING SYSTEMS.
Fecha: Feb. 2013
Rev.: 0
No. Doc.: DIC-02-13 Intergen Altamira compression station
Hoja: 2
De: 29
Geophysical Survey
DIC 02-13
Project: Intergen Altamira compression station (ACS)
GEOPHYSICAL STUDY CONDUCTED FOR SAMSUNG ENGINEERING CO. INTERGEN ALTAMIRA COMPRESSION STATION (ACS) LOCATED IN THE INDUSTRIAL CORRIDOR OF ALTAMIRA, TAMAULIPAS
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CONTENTS CHAPTER
1.0
GENERALITIES Y OBJECTIVES ANTECEDENTS OBJECTIVE OF THE SURVEY
CHAPTER
1.1
ACCESS AND LOCATION
1.2
METHOD OF WORK
2.0
GEOLOGY
2.1
PHYSIOGRAPHY
2.2
HIDROLOGY
2.3
GEOLOGY
CHAPTER 3.0
GEOPHYSICAL EXPLORATION
3.1
SURVEY METHOD
3.2
EQUIPMENT EMPLOYED
CHAPTER 4.0 4.1 CHAPTER 5.0
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RESULTS INTERPRETATION OF RESULTS CONCLUSIONS
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Chapter 1 GENERALITIES AND OBJECTIVES ANTECEDENTS Given the need to ascertain the electrical resistivity properties of the subsoil corresponding to the site where amplification works for the ``Intergen Altamira Compression Station project´´ will be carried out; Geo Grupo del Centro, S. A. de C.V. was requested to realize a geophysical survey on the site located in Circuito Mar de Kara, near Boulevard de los Rios, industrial corridor in Altamira, Tamaulipas.
It is very essential for the electrical substations to have an earthling system installed, as this helps in downloading generated residue electrical currents to the subsoil. The same system also helps in downloading the telluric electrical currents generated by atmospheric phenomena like the thunder storms and rains, thus providing protection for the stuff plus the installed equipment at the station.
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OBJECTIVE OF THE SURVEY The objective of this survey is to determine the electrical resistivity characteristics of the subsoil, with the aim of discovering the type of material the latter is made of, in order to determine the corresponding Ohmic resistance in 2 proposed points, through vertical electrical soundings, marked as RES 05 and RES 06, employing the Wenner electrodic arrangement, as this is suitable for the construction of the earthling system.
1.1
ACCESS AND LOCATION
The access to the site is done departing from the city of Tampico, through the Altamira Industrial Corridor until you reach the entrance to the building of the company known as Posco Mexico, turn left down the street Circuito Mar de Kara, and walk about 170 m until you reach the site under study, on the left.
The site has the following geographic coordinate approximately (WGS84)
X= 14’612,551 E Y= 2’486,921 N See map "Location of Electrical Resistivity Surveys” Pág. 23
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The location of the Electrical Resistivity Surveys is in the following geographical coordinates.
VERTICAL ELECTRIC SOUNDING GAS NATURAL STATION (RES 05)
RHUMB
SEV 01 LINE 1
NW85⁰SE
SEV 01 LÍNE 2
COORDINATES
(WGS 84)
X
Y
14 612 525
2 486 855
NE05⁰SW VERTICAL ELECTRIC SOUNDING
GAS NATURAL STATION (RES 06)
RHUMB
SEV 02 LINE 1
E-W
SEV 02 LÍNE 2
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COORDINATES X
(WGS 84) Y
14 612 270
2 486 931
N-S
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LOCATION OF THE AREA UNDER STUDY FIGURENo. 01
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AREAL VIEWOF THE AREA UNDER THE STUDY FIGURE No. 2.
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1.2
METHOD OF WORK
1.2.1 Field activities With the information obtained from the field trip and the corresponding plans available, the site where the vertical electrical soundings (SEV) were to be carried out was identified. It was necessary to position the grid points known as RES 05 and RES 06, on the site under study. The direction of the grid points was aligned in two directions, with a common center, seeking not to damage the sparse vegetation of the area. The lines for the vertical electrical soundings have the following electrodic distances, AB/3: Minimal distances from; 0.50, 1.0, 2.0, 3.0, 4.0 m. Additional distances from; 5.0, 7.0, 10.0, 12.0, 15.0, 20.0, 24.0 y 30.0 m. The soundings have been set up in a geometric configuration known as the tetraelectrodic Wenner arrangement, as can be seen in the following illustration (figure 3).
FIGURE 3 ELCTRODIC WENNER ARREY
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Chapter 2 GEOLOGY 2.1
PHYSIOGRAPHY
Gulf coastal plain
This province extends from Florida to Yucatan and is bounded on the coastal side of the Gulf of Mexico by a number of lagoons. In the north and south of Veracruz, the coastal plain is separated respectively by the volcanic axis and the Macizo de los Tuxtlas, and finally limited on the western side by the Sierra Madre Occidental. The plain portion is relatively a narrow belt in some parts.
In different parts along the coast, the following materials of Quaternary age are found: Dunes (sands and silty sands), beach deposits (sand and silty sand), and alluvial deposits (sands and clays). Inland away from the coast, there are formations of Tertiary and occasionally outcrops of Cretaceous age close to the limits with this province and Sierra Madre Oriental.
In the north central province (area of Ciudad Victoria, Tampico and Veracruz Upstate), the rocks that can be observed from the western border to the east of the plain of the Gulf are composed of sediments ranging from Jurassic to Recent , and with relatively simple geological structure compared with that of the Sierra Madre Oriental.
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2.2
REGIONAL GEOLOGY
The rocks are represented by limestone, shale, siltstone, sandstone and gypsum from Jurassic Formations (Formations like La Joya, Novillo, Olvido and La Casita); limestone, marl, shale, siltstones and dolomites of Cretaceous Formations (formations like San Felipe, El Abra, Tamabra , Tamaulipas, Mendez, Cardenas, etc..) sandstones, shale, limestone, sands, clays and conglomerates of the Tertiary Formations (Vicksburg, Catahoula, Sorrel Chapopote, Aragon, Midway, Tuxpan, etc..) and conglomerates, gravels, sands and clays Quaternary caliche (Reynosa Formations, Lissie, Goliad, Acatlapa, etc.).
Tertiary sediments in this province include conglomerates, sands, clays, shale, siltstones and sandstones ranging in age from Eocene to Pliocene, and these are roughly oriented parallel to the Gulf of Mexico, such that their ages are lower as they approach the coast, they also have characteristic regional inclination in the direction towards the coast, with noticeable thickening of the formations in the same direction.
Tectonically, the region shows little deformation (folding). The most notable ones are occurring on the western side and they appear in the exposed Eocene sediments, whose structural axes are shown substantially parallel to the folds of the Sierra Madre Oriental. The faulting has a general direction NS and is of the normal type with its fallen Eastern Bloc. These features were apparently formed in the late Eocene and early Oligocene.
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2.3
LOCAL GEOLOGY
There is a flat topography with very gentle slope towards the Gulf of Mexico, with small undulations defining poorly drained low-lying areas that remain flooded most of the year. Near the coast there are also many marshes and estuaries subject to tidal variation.
Outside the study area, a materials bank can be viewed, which exposes a massive sandstone outcrop of medium compactness to the surface with a thickness of 2.20 m.
A 1.40 m thickness unit with lenses of 2 to 10 cm follows the less consolidated sand towards the base of the excavation cut; a layer of 1.9 m thick formed by intercalation of massive consolidated sandstone with medium compactness of sandstone is detected. This materials bank has a cross-bedding stratigraphy.
2.4
STRUCTURAL GEOLOGY
The buried structures of this area have characteristic of salt domes which resemble isolated salt columns or intrusive masses of great extension. "Due to salt dissolution or the exploitation of the same can originate cavities, which can cause subsidence rate recorded in a large area. The Laguna de Tabasco appears to be a good example of dissolution subsidence. “These domes are usually associated with the existence of sulfur and oil.
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Three major crustal faults that cross the territory of the State of Veracruz and end into the Gulf of Mexico just north of Coatzacoalcos, are considered major structures in the region known as Zacamboxo and Clarion faults, which run approximately parallel to each other in the direction West-East and the probable fault of the Istmo de Tehuantepec, which crosses the former in the direction South-North. This fault has been associated with the epicenters which have generated the greatest consequential earthquakes in the region.
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Chapter3 GEOPHYSICAL EXPLORATION 3.1 SURVEY METHOD The DC electrical resistivity methods consist of inducing current in the ground by employing electrodes (known as A and B), nailed in the soil; the generated electric field is obtained by measuring the potential difference V between the two other electrodes known as M and N. To obtain the experimental parameter known as the apparent resistivity (measured in ohmm), the potential difference V is divided by the induced current quotient (I), and then multiplied by K which is a constant that takes into account the type of arrangement employed. The apparent resistivity is practically a parameter that demonstrates the amount of difficulty for the induced electric current to go through a given material measured in ohm-m.
The geometry of the soundings is illustrated in figure A, where the electrodes A and B are symmetrically fixed after the M and N, positioned in a collinear manner with spacing equal to AB. Each position of the current and potential electrodes implies different values in the measurement of; electric current I, potential difference o voltage V and the geometric constant K, parameters that are need to determine the apparent resistivity. With the arranged pairs of AB/3 and the apparent resistivity, a curve of a is drawn, which is afterwards compared with the theoretical models until a satisfactory adjustment has been reached, the latter is correlated with the geological data to obtain a physical model of the subsoil.
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a
a
a
I
a = a = AB/3
FIGURE 3 ELCTRODIC WENNER ARREY The collected geophysical field data was analyzed using the following procedures:
The field results were adjusted due to lateral variations, in a unique way for each position of measurement, and the interpretations were carried out using, graphical and analytical techniques plus specialized computer programs, with the aim of obtaining representative geo-electrical models of the prevailing geological conditions of the subsoil.
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In the resistivity calculation, the A/B relation (spacing vs electrode depth) was taken into account. If the A/B ratio is less than 20, then the following formula is employed to calculate the resistivity of the soil.
If the length of “B” is very small compared to that of “A”, that is to say; the A/B ration is greater or equal to 20, it is assumed that B=0 and the formula to be employed reduces to:
3.2
EQUIPMENT EMPLOYED
To carry out the survey, a French made SYSCAL R1 switch 48 transmitter-receiver resistivimeter was employed.
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Chapter 4 RESULTS
With the use of the geometrical Wenner array with the Syscal equipment, the established inter electrode spacings and the employment of electrodes at indicated depths, it was possible to obtain the resistivity curves and models in each position (SEV), thereby indicating the resistivity characteristics of the subsoil plus the prevailing geological-geophysical corresponces.
According to the established inter electrode spacings, a summary of the results obtained in each position (SEV) is shown in the following tables, with the aim of illustrating the ohmic resistance values obtained in the field.
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SITE UNDER STUDY “ INTERGEN ALTAMIRA COMPRESSION STATION (ACS)” RES 05 GENERAL AVERAGE
RES 05
SPACING BETWEEN ELECTRODES (A) (m)
SUNK ELECTRODES (B) (m)
RELATION A/B -
RESISTANCE VALUE (Ω)
CALCULATED RESISTIVITY (Ω m)
0.5 1.0 2.0 3.0 4.0 5.0 7.0 10.0 12.0 15.0 20.0 24.0 30.0
0.16 0.16 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27
3.13 6.25 7.41 11.11 14.81 18.52 25.93 37.04 44.44 46.30 59.26 88.89 111.11
27.89 21.37 13.14 6.21 3.56 2.37 1.46 0.68 0.59 0.44 0.31 0.30 0.17 6.04
101.2 140.0 170.2 118.8 90.1 74.7 64.1 42.9 44.3 41.4 39.5 45.0 32.1 77.26
GENERAL AVERAGE
Observations
FORMAT 1- Resistivity measurement of soil for earthing systems for plants and electrical substations. REFERENCE STANDARD NRF-011-CFE
RES 06 GENERAL AVERAGE.
RES 06
SPACING BETWEEN ELECTRODES (A) (m)
SUNK ELECTRODES (B) (m)
RELATION A/B -
RESISTANCE VALUE (Ω)
CALCULATED RESISTIVITY (Ω m)
0.5 1.0 2.0 3.0 4.0 5.0 7.0 10.0 12.0 15.0 20.0 24.0 30.0
0.16 0.16 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27
3.13 6.25 7.41 11.11 14.81 18.52 25.93 37.04 44.44 46.30 59.26 88.89 111.11
35.28 25.34 13.51 9.44 7.04 5.91 4.01 2.17 1.51 0.89 0.45 0.27 0.15 8.15
128.0 166.1 175.1 180.5 178.5 186.7 176.2 136.5 114.0 83.8 56.0 40.0 27.5 126.84
PROMEDIO GENERAL
FORMAT 1- Resistivity measurement of soil for earthing systems for plants and electrical substations. REFERENCE STANDARD NRF-011-CFE
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4.1
INTERPRETATION OF RESULTS
The regitered resistivities using the IX1D package can be seen on page 27, in each figure, the resistivity curves and spacings (resistivity destrubution model), as well as the real resisivity variations in the subsoil layers of the site under study. According to the values of resistivity plus the generated curves, the following results are shown in the table below. RES 05 VERTICAL ELECTRIC SOUNDING POSSIBLE GEOLOGICAL - GEOPHYSICAL CORRESPONDENCE
AVERAGE VALUES THICKNESS (m)
DEPTH (m)
RESISTIVITY ( Ω-m)
0.6
0.6
95.9
1.0
1.6
322.3
22.4
24.0
38.3
GAS NATURAL STATION RES 05
α
α
23.4
U1 Surface layer: Sandstone medium compactness and Arenas with little silt, presence of clams and roots in the dry state. U1' Average compactness Sandstone Arenas dense with little silt, with presence of clams. U2
Sandstone half dense compactness
U3 Average compactness sandstone and coquina dense, moist
In general, one can say four resistivity units were detected, and they are similar to each other; the first unit of resistivity are termed as U1 constituted by a superficial layer of medium compactness Sandstones and sand with little silt, coquina and presence of roots, in a dry state, with values of 95.9 Ω-m. This stratum is followed by unit U1' constituted by Sandstone of medium to dense compactness and sand with little silt, and presence of coquina, with values less than 322.3 Ω-m, followed by the unit U2 formed by Sandstones of medium to dense compactness, with lower values in the order of 38.3 Ω-m and finally unit U3 which is associated with wet Sandstone of medium to dense compactness with coquinas, with values of 4.23 Ω-m.
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RES 06 VERTICAL ELECTRIC SOUNDING POSSIBLE GEOLOGICAL - GEOPHYSICAL CORRESPONDENCE
AVERAGE VALUES THICKNESS (m)
GAS NATURAL STATION RES 06
DEPTH (m)
RESISTIVITY ( Ω-m)
0.5
0.5
132.0
8.6
9.1
193.4
α
α
15.4
U1 Surface layer: Sandstone medium compactness and Arenas with little silt, presence of clams and roots in the dry state. U1' Average compactness Sandstone Arenas dense with little silt, with presence of clams. U3 Average compactness sandstone and coquina dense, moist
In general, one can say four resistivity units were detected, and they are similar to each other; the first unit of resistivity are termed as U1 constituted by a superficial layer of medium compactness Sandstones and sand with little silt, coquina and presence of roots, in a dry state, with values of 132.0 Ω-m. This stratum is followed by unit U1' constituted by Sandstone of medium to dense compactness and sand with little silt, and presence of coquina, with values less than 193.4 Ω-m, followed by the unit U2 formed by Sandstones of medium to dense compactness, with lower values in the order of 38.3 Ω-m and finally unit U3 which is associated with wet Sandstone of medium to dense compactness with coquinas, with values of 15.4 Ω-m.
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Chapter5 CONCLUSIONS
The type of material, the ohmic resistance and the resistivity values of the soils corresponding to the zone under investigation, will allow us to attend to the technical specifications for the designing of earthling systems, for soils with aparent resistivities less than 100 Ω-m m on the ground (resistivity unit U2, as second stratum, except for RES 06 as a third layer, at a greater depth)
Below is a table summarizing the actual resistivity average values as well as the corresponding thicknesses and geologicalgeophysical correspondences. GEOPHYSICS RESISTIVITY (ΩTHICKNESS (m) UNIT m)
POSSIBLE GEOLOGICAL - GEOPHYSICAL CORRESPONDENCE
U1
95.9 a 132.0
0.5 a 0.6
U1 TOP LAYER: MEDIUM DENSITY SANDSTONE WITH LITTLE SILT, PRESENCE OF COQUINAS AND ROOTS, IN A DRY STATE.
U1'
193.4 a 322.3
1.0 a 8.6
U1' MEDIUM DENSITY SANDSTONE AND SAND WITH LITTLE SILT, AND PRESENCE OF COQUINAS
U2
38.3
22.4
U3
15.4 a 23.4
α
U2
MEDIUM TO DENSE SANDSTONE.
U3 MOIST MEDIUM TO DENSE SANDSTONE WITH COQUINAS, IN WET A SATURED STATE.
It can be concluded that the resistive layers with low resistivity values found (<100 Ω-m), correspond to the resistivity units "U2" (with 38.3 Ω-m) found in the RES 05, and in the VES termed as RES 06, unit "U3" has resistivity values of 15.4 Ω-m, but at a depth of 9.1 m as the layer that overlies correponds to the values of around around 190 Ω-m.
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VERTICAL ELECTRICAL SOUNDING RES 05 Y 06
LOCATION OF VERTICAL ELETRICAL SOUNDINGS (RES 05 Y 06) PLAN No. 01
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SYMBOLOGIES COUSE LINE L1 LINE ONE L2 LINE TWO
VERTICAL ELECTRICAL SOUNDING RES 05 Y 06
LOCATION PLAN FOR THE VERTICAL ELECTRICAL SOUNDINGS GRID LINES PLAN No. 2
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GEOLOGICAL MAP PLAN No. 3
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ANNEX 1 RESISTIVITY CURVES AND MODELS
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RESISTIVITY CURVES AND MODELS (RES 05 Y 06)
RES 05
RES 06
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ANNEX
FIELD DATA. RES 05
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RES 06
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GEOTECHNICAL REPORT
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
ANNEX D PLATE LOADING TEST RESULTS
Date:
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GEOTECHNICAL REPORT
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
PLATE LOADING TEST 1 JANUARY 01, 2013
REPORT : DATE : PLATE DIAMETER :
30.00 cm .
kc1=
3 2.33 kg/cm
STRAIN CONASTANT
0.01 m m
kc2=
3 176.84 kg/cm
kc3=
3 261.98 kg/cm
LOCATION :
INTERGEN COMPRESSION STATION ALTAMIRA (ACS) PLT 2 (TP-08) VERTICAL
TYPE :
706.86 No.
STRAIN
LOAD READING kg
PRESSURE kg/cm2
LOADING
UNLOADING
LOADING
UNLOADING
LOADING
UNLOADING
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000
0.0 1.4 2.8 4.2 5.7 7.1 8.5 9.9 11.3 12.7 14.1
0.00 0.51 4.77 9.06 12.90 24.79 30.30 34.66 39.27 41.90 43.67
43.32 43.32 43.47 43.53 43.59 43.63 43.67 43.69 43.70 43.69 43.67
43.32 43.30 43.33 43.39 43.45 43.54 43.61 43.67 43.79 44.08 44.45
44.11 44.11 44.26 44.32 44.39 44.44 44.45 44.48 44.49 44.48 44.45
44.11 44.15 44.22 44.26 44.30 44.34 44.41 44.46 44.53 44.66 45.06
44.74 44.74 44.85 44.95 45.01 45.03 45.06 45.09 45.08 45.08 45.06
1 2 3 4 5 6 7 8 9 10 11
1 st CYCLE
2 nd CYCLE
3 rd CYCLE
STRESS-STRAIN GRAPH 16
Stress kg/cm2
14 12 10 8 6 4 2 0 0
5
10
15
20 Strain
25
30
35
40
45
50
mm
Figure 1 Plate loading test for PLT-1
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GEOTECHNICAL REPORT
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
PLATE LOADING TEST DATE :
1 JANUARY 26, 2013
REPORT :
PLATE DIAMETER :
30.00 cm .
kc1=
3 202.10 kg/cm
STRAIN CONASTANT
0.01 m m
kc2=
3 707.36 kg/cm
kc3=
3 428.70 kg/cm
LOCATION :
INTERGEN COMPRESSION STATION ALTAMIRA (ACS) PLT 1 (TP-09) VERTICAL
TYPE :
706.86 No.
STRAIN
LOAD READING kg
PRESSURE kg/cm2
LOADING
UNLOADING
LOADING
UNLOADING
LOADING
UNLOADING
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000
0.0 1.4 2.8 4.2 5.7 7.1 8.5 9.9 11.3 12.7 14.1
0.00 0.02 0.04 0.13 0.23 0.30 0.36 0.46 0.52 0.59 0.64
0.10 0.10 0.14 0.17 0.20 0.22 0.26 0.27 0.43 0.54 0.64
0.10 0.12 0.17 0.17 0.20 0.20 0.21 0.24 0.27 0.30 0.33
0.07 0.07 0.10 0.15 0.18 0.23 0.24 0.28 0.27 0.30 0.33
0.07 0.08 0.12 0.16 0.19 0.23 0.25 0.29 0.33 0.36 0.39
0.01 0.01 0.12 0.17 0.18 0.18 0.20 0.21 0.22 0.37 0.39
1 2 3 4 5 6 7 8 9 10 11
1 st CYCLE
2 nd CYCLE
3 rd CYCLE
STRESS-STRAIN GRAPH 16
Stress kg/cm2
14 12 10 8 6 4 2 0 0
Strain
mm
1
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GEOTECHNICAL INVESTIGATION REPORT
2586-0-CV-RP-001
Revision No
0
Revision Date
Mar. 12, 2013
Page
DISTRIBUTION CLIENT Seoul Site
GEOTECHNICAL
SAMSUNG Project system
INVESTIGATION REPORT
Piping Machinery Stationary Electrical I&C Civil Architecture Procurement Construction QA / QC HSE ISSUE PURPOSE
Gas Compression Station Project
REVIEW APPROVAL CONST.
3 2 1 0
Mar. 12. 2013
Issued for Information
Geo Grupo
W.S.SUH
J.W.JUN
S. J. CHOI
Rev.
Date
Description
Made by
Checked by
Reviewed by
PM
Department :
Civil
Project No. :
SP2586
Document No.:
2586-0-CV-RP-001
Rev. No.
0
This document, including any patented or patentable features, embodies confidential information of Samsung Engineering Co., Ltd. and its use is conditioned upon the user’s agreement not to reproduce the document in whole or in part. Nor the material described thereon nor to use the document for any purpose other than specifically permitted in writing by Samsung Engineering Co., Ltd.
Doc. No
GEOTECHNICAL INVESTIGATION REPORT
2586-0-CV-RP-001
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Revision Date
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Page
REVISION HISTORY Notes : This page records all revisions on the report.
REV. NO.
DATE
MADE BY
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All
DESCRIPTION Originally Issued
This document, including any patented or patentable features, embodies confidential information of Samsung Engineering Co., Ltd. and its use is conditioned upon the user’s agreement not to reproduce the document in whole or in part. Nor the material described thereon nor to use the document for any purpose other than specifically permitted in writing by Samsung Engineering Co., Ltd.
Control Sheet FO-7.5.3-04.1
GEOTECHNICAL INVESTIGATION REPORT
INTERGEN ALTAMIRA COMPRESSION STATION (ACS) ALTAMIRA , TAMAULIPAS
SAMSUNG ENGINEERING CO. TITLE:
GEOTECHNICAL INVESTIGATION REPORT REFERENCE No:
PREPARED BY:
PROJECT:
1992 GMS
Eng. Samuel Musobozi Rwakijuma Prof. Lic. No.: 43694
REVIEWED BY :
Eng. Pedro Ramírez Molina Prof. Lic. No.: 3018470 APPROVED BY: Eng. Gerardo Gallo Aguilar Prof. Lic. No.: 1072743
INTERGEN ALTAMIRA COMPRESSION STATION (ACS) LOCATION:
ALTAMIRA, TAMAULIPAS RECEIVED BY:
DATE:
ENG. OSCAR MENDOZA MUÑOZ CONTROL No.:
DIC-02/2013
REVISION No :
1
MAR.-2013 PAGES:
52 REVISION 02
GEOTECHNICAL REPORT
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
CONTENTS CHAPTER 1. INTRODUCTION 1.1 ANTECEDENTS 1.2 PURPOSE AND SCOPE OF WORK 1.3 PROJECT LOCATION 1.4 PROJECT CHARACTERISTICS 1.5 IMPORTANT FACTS ABOUT STATE OF TAMAULIPAS 1.5.1 LOCATION AND SIZE 1.5.2 CLIMATE 1.5.3 PLANTS AND ANIMALS 1.5.4 ENVIRONMENTAL PROTECTION 1.6 GEOLOGY 1.6.1 PHYSIOGRAPHY 1.6.2 REGIONAL GEOLOGY 1.6.3 LOCAL GEOLOGY 1.6.4 STRUCTURAL GEOLOGY
CHAPTER 2. FIELD AND LABORATORY WORK 2.1 FIELD WORK 2.1.1. STANDAR PENETRATION TESTS 2.1.2. TEST PITS 2.1.3. PLATE LOADING TEST 2.1.4. ELECTRICAL RESISTIVITY TEST 2.2 LABORATORY TESTS 2.2.1 SOIL INDEX TESTS 2.2.2 QUALITY CONTROL STUDIES FOR SITE SUBGRADE SOILS 2.2.3 SUBSOIL CHEMICAL ANALYSIS
CHAPTER 3. STRATIGRAPHY 3.1 SPT BOREHOLE LOGS 3.2 TEST PIT LOGS 3.3 PERIODIC MEASURING OF THE GROUND WATER LEVEL 3.4 CORRECTIING SPT BLOW COUNTS N60 VALUES CHAPTER 4. - GEOTECHNICAL ANALYSIS 4.1 FOUNDATION ANALYSIS 4.2 SHALLOW FOUNDATION ANALYSIS 4.3 ANALYSIS OF SETTLEMENTS 4.4 SLOPE STABILITY 4.5 RESULTS OBTAINED
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CHAPTER 5. - CONCLUSIONS AND RECOMMENDATIONS REFERENCES ANNEX A – BORING AND TEST PIT LOGS ANNEX B – LABORATORY RESULTS ANNEX C – GEOPHYSICAL REPORT ANNEX D – PLATE LOADING TEST ANNEX E - PHOTOGRAPHIC RESPORTS
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List of figure Figure 1.1.1 Location of the site under study Figure 1.4.1 Plant architectural layout plan. Figure 2.1.1 Location of exploration points (See plan 1992-ME-US-001) Figure 4.1.1 Zones representing different foundation systems. Figure 4.1.2 Foundation solution for natural gas compressors Figure 4.2.1 Bearing capacity factors (Terzaghi) Figure 4.5.1 Results from the slope stability analysis
List of tables Table 2.1.1 Exploration tests with their corresponding depth and coordinates Table 2.1.1.1- Relative consistency, N and qu correlations for cohesive soils Table 2.1.1.2.- Relative density and N correlations for sands. Table 2.2.1.1 - Reference standards for laboratory tests Table 2.2.1.2 Results from laboratory index tests (SPT-8) Table 2.2.1.3 Results from laboratory index tests (SPT-9) Table 2.2.1.4 Results from laboratory index tests (SPT-10) Table 2.2.1.5 Results from laboratory index tests (SPT-11) Table 2.2.1.6 Results from laboratory index tests (SPT-12) Table 2.2.1.7 Results from laboratory index tests (SPT-13) Table 2.2.1.8 Results from laboratory index tests for all the test pits executed. Table 2.2.2.1 Results from quality control tests of the site subgrade soils Table 2.2.3.1 Chemical test results from test pits (TP-08, TP-09 and TSS-1) Table 2.2.3.2 Requirements for concrete exposed to sulfate-containing solutions Table 3.3.1Periodic measuring of ground water level Table 3.4.1 Borehole, sampler, and rod correction factors Table 4.1.1 Zones representing different foundation systems Table 4.1.2 Parameter employed to design the Interconnection Station foundation system. Table 4.1.3 Parameter employed to design the emergence generator pad. Table 4.1.4 Parameter employed to design raw water storage tank and natural gas compressors foundations Table 4.5.1: Results from slope stability analysis showing a security factor of 1.99.
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Chapter 1 INTRODUCTION
1.1. - ANTECEDENTS GRUPO SAMSUNG INGENIERIA MÉXICO S.A. DE C.V. contacted GEOGRUPO DEL CENTRO S.A. de C.V to carry out geotechnical verification works on a site located in Altamira; enclosed within Circuito Mar de Cara and Blvd. de los Rios (as illustrated in figure 1.1.1), in the state of Tamaulipas, Mexico, under INTERGEN ALTAMIRA COMPRESSION STATION (ACS) project. Our company has been tasked to carry out a geotechnical verification works at the mentioned site with the aim of providing necessary recommendations for foundation designs for the proposed Gas Compression Station.
INTERGEN ALTAMIRA COMPRESSION STATTION
Figure 1.1.1 Location of the site under study Date:
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1.2. - PURPOSE AND SCOPE OF WORK The purpose of this subsurface exploration was to evaluate the subsurface soil conditions in order to define the stratigraphic characteristics at the requested locations explored; primarily with respect to general subsurface characterization. As requested, we performed laboratory testing on samples (disturbed) taken from the site with the aim of using the resulting information to determine the site general stratigraphy, and later determine the most appropriate foundation system from the geotechnical point of view. In this report, general recommendations of the site under study will be provided. In order to accomplish the exploration objectives, we undertook the following scope of work:
Geo Grupo identified the test positions based on the location plan provided by the client (Samsung). Reviewed readily available geological and subsurface information related to the project site. Execution of subsurface exploration program consisting of six Standard Penetration Test borings (SPT), two Tests Pits (TP), four Top Soil Samples (TSS) and Plate Loading Tests (PLT). The test borings were executed up to the planned termination depth of 20m while the test pits presented varying exploration depth depending on existing soil conditions. Collected soil samples (disturbed) were taken to the laboratory for execution of corresponding tests. Evaluation of the results from field and laboratory tests to determine general subsurface characterization. Geotechnical Report summarizing our work on the project, providing general descriptions of the subsurface conditions encountered plus the corresponding foundation design systems.
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1.3.- PROJECT LOCATION The Intergen Altamira Compression Station (ACS) project is located in Altamira, in the state of Tamaulipas. The project site is surrounded by Circuito Mar de Cara and Blvd. de los Rios as indicated in the previous figure 1.1.1. The proposed natural gas station will be constructed adjacent to the existing Contretero Moctezuma. The site can also be found by using the following coordinates; Latitude 22˚29’05.59”N and Longitude 97˚54’19.43’’O.
1.4.- PROJECT CHARACTERISTICS The proposed Natural Gas Compression Station will contain multiple compressor units with corresponding pipelines. This plant will have an aim of boosting the pressure in the natural gas pipeline and move the natural gas further on. After compression, the natural gas is directed to the cooling facilities. As the natural gas is compressed, the heat that is generated must be vented and the natural gas stream cooled before reentering the mainline system. The heat generated by the operation of the individual compressor units is dissipated via a sealed jacket (coolant) water system and through the circulating lubrication fluid system, the heat level of which is lowered via an atmospheric cooler unit. From the geotechnical aspect; the compressors will have a static and transient loading of and their corresponding foundation system will be a combination of a mat foundation and a concrete block, and this effect will be taken into account in the geotechnical designs in chapter 4. In figure 1.4.1 the architectural arrangement of the Gas Compression Station is illustrated.
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Figure 1.4.1.- Plant architectural layout plan.
1.5.- IMPORTANT FACTS ABOUT STATE OF TAMAULIPAS 1.5.1 LOCATION AND SIZE Tamaulipas covers an area of 79,829 square kilometers (30,822 square miles). It lies in the northeast corner of Mexico in the region known as the Independent North. It is bordered in the north by the US state of Texas, on the south by the Mexican states of San Luis Potosí and Veracruz, on the east by the Gulf of Mexico, and on the west by the Mexican state of Nuevo León. Tamaulipas has forty-three municipalities. Its capital is Ciudad Victoria. Tamaulipas has hills and plains in the northern, central, eastern, and southeastern regions. There are large mountain ranges (sierras) in the western and southwestern regions. These include the Sierra Madre Oriental, where the highest mountains in the state are located, and the San Carlos, Tamaulipas, Maratines, Pamoranes, and San José de las Rucias sierras.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) The most important rivers are the Bravo (or Grande), Conchos, Soto la Marina, Guayalejo, and Pánuco. All of these rivers rise in the mountains and run into the Gulf of Mexico. There are also lagoons, which are separated from the ocean by sand banks, all along the coast. The largest lagoon in Tamaulipas is the Laguna Madre. 1.5.2 CLIMATE The warm waters of the Gulf of Mexico contribute to the climate, which is generally warm and humid. The average temperatures range from 24°c to 28°c (76°f to 82°f). The highest monthly average rainfall occurs in August and September. In Ciudad Victoria, the average year-round temperature is 24°c (75°f). The average rainfall in this city is 70 centimeters (28 inches) per year. 1.5.3 PLANTS AND ANIMALS Trees found in the state include mesquite, pine, and oak forests. Cacti, orchids, and bromeliads are found in some areas. Large mammals found in the state include white-tailed deer, wildcats, jaguars, and bears. Smaller mammals include hares, moles, and armadillos. Birds found in the state include turkeys, roadrunners, cockatoos, and pelicans. Tarantulas, chameleons, and several species of snakes and lizards are also found. 1.5.4 ENVIRONMENTAL PROTECTION Environmental issues such as hazardous waste disposal and safe water supplies are concerns within the state. In 2003, the state government was considering setting up a system that would require industries to monitor their environmental pollutants. The El Cielo Biosphere Reserve is a protected cloud forest, which is a tropical rain forest in the mountains that has nearly constant cloud cover. Playa Tortuguera Rancho Nuevo is a wildlife reserve that has been designated as a Wetland of International Importance by the international conservation group known as the Ramsar Convention. 1.6.- GEOLOGY 1.6.1 PHYSIOGRAPHY Gulf coastal plain This province extends from Florida to Yucatan and is bounded on the coastal side of the Gulf of Mexico by a number of lagoons. In the north and south of Veracruz, the coastal plain is separated respectively by the volcanic axis and the Macizo de los Tuxtlas, and finally limited on the western side by the Sierra Madre Occidental. The plain portion is relatively a narrow belt in some parts.
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In different parts along the coast, the following materials of Quaternary age are found: Dunes (sands and silty sands), beach deposits (sand and silty sand), and alluvial deposits (sands and clays). Inland away from the coast, there are formations of Tertiary and occasionally outcrops of Cretaceous age close to the limits with this province and Sierra Madre Oriental. In the north central province (area of Ciudad Victoria, Tampico and Veracruz Upstate), the rocks that can be observed from the western border to the east of the plain of the Gulf are composed of sediments ranging from Jurassic to Recent , and with relatively simple geological structure compared with that of the Sierra Madre Oriental. 1.6.2 REGIONAL GEOLOGY The rocks are represented by limestone, shale, siltstone, sandstone and gypsum from Jurassic Formations (Formations like La Joya, Novillo, Olvido and La Casita); limestone, marl, shale, siltstones and dolomites of Cretaceous Formations (formations like San Felipe, El Abra, Tamabra , Tamaulipas, Mendez, Cardenas, etc..) sandstones, shale, limestone, sands, clays and conglomerates of the Tertiary Formations (Vicksburg, Catahoula, Sorrel Chapopote, Aragon, Midway, Tuxpan, etc..) and conglomerates, gravels, sands and clays Quaternary caliche (Reynosa Formations, Lissie, Goliad, Acatlapa, etc.). Tertiary sediments in this province include conglomerates, sands, clays, shale, siltstones and sandstones ranging in age from Eocene to Pliocene, and these are roughly oriented parallel to the Gulf of Mexico, such that their ages are lower as they approach the coast, they also have characteristic regional inclination in the direction towards the coast, with noticeable thickening of the formations in the same direction. Tectonically, the region shows little deformation (folding). The most notable ones are occurring on the western side and they appear in the exposed Eocene sediments, whose structural axes are shown substantially parallel to the folds of the Sierra Madre Oriental. The faulting has a general direction NS and is of the normal type with its fallen Eastern Bloc. These features were apparently formed in the late Eocene and early Oligocene. 1.6.3 LOCAL GEOLOGY There is a flat topography with very gentle slope towards the Gulf of Mexico, with small undulations defining poorly drained low-lying areas that remain flooded most of the year. Near the coast there are also many marshes and estuaries subject to tidal variation. Outside the study area, a materials bank can be viewed, which exposes a massive sandstone outcrop of medium compactness to the surface with a thickness of 2.20 m. Date:
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A 1.40 m thickness unit with lenses of 2 to 10 cm follows the less consolidated sand towards the base of the excavation cut; a layer of 1.9 m thick formed by intercalation of massive consolidated sandstone with medium compactness of sandstone is detected. This materials bank has a cross-bedding stratigraphy. 1.6.4 STRUCTURAL GEOLOGY The buried structures of this area have characteristic of salt domes which resemble isolated salt columns or intrusive masses of great extension. "Due to salt dissolution or the exploitation of the same can originate cavities, which can cause subsidence rate recorded in a large area. The Laguna de Tabasco appears to be a good example of dissolution subsidence. “These domes are usually associated with the existence of sulfur and oil. Three major crustal faults that cross the territory of the State of Veracruz and end into the Gulf of Mexico just north of Coatzacoalcos, are considered major structures in the region known as Zacamboxo and Clarion faults, which run approximately parallel to each other in the direction West-East and the probable fault of the Istmo de Tehuantepec, which crosses the former in the direction South-North. This fault has been associated with the epicenters which have generated the greatest consequential earthquakes in the region.
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Chapter 2 FIELD AND LABORATORY WORK
2.1.- FIELD WORK The locations of the exploration points were identified based on a plan provided by the client. During the course of field works, Standard Penetration Tests (SPT), Top Soil Sampling (TSS), Test Pits, Plate Loading Tests (PLT) and Electrical resistivity tests (RES) were executed at different depths presented in table 2.1.1, plus their corresponding location coordinates. The locations of test points are presented in figure 2.1.1 below. During the course of field works, only disturbed samples were obtained as the prevailing site conditions in the subsoil didn’t permit to do otherwise. As can be analyzed in the next chapter (see logs), the soil profiles show great presence of granular soils which usually make it complicated to extract undisturbed soils. Granular materials (type of soil encountered) tend to lose their effective stress when extracted to be tested as intact samples. Special consideration was made to obtain samples for chemical tests at selected depths and positions, bearing in mind the type of structures that will be constructed according to layout plan. Table 2.1.1 Exploration tests with their corresponding depth and coordinates. Test SPT-8 SPT-9 SPT 10 SPT 11 SPT 12 SPT 13 TSS-1 TSS-2 TSS-3 TSS-4 TP-8 TP-9 PLT-1 PLT-2 RES 06 RES 05 Date:
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Exploration Depth (m) 20.00 20.00 20.00 20.00 20.00 20.00 0.73 0.85 0.75 0.55 1.80 1.50 1.50 1.55 30 30
Coordinates X Y 612,549 2,487,002 612,522 2,486,958 612,563 2'486,970 612,535 2'486,860 612,265 2'486,940 612,265 2'487,007 612,280 2,486,923 612,525 2,486,975 612,575 2,486,925 612,525 2,486,875 612,279 2,486,925 612,560 2,486,904 612,560 2,486,904 612,279 2,486,925 612270 2'486,931 612525 2'486,855
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Figure 2.1.1. - Location of exploration points (See plan 1992-ME-US-001) Note: A drawing containing the previous and current positions of SPT, RES and TP locations is attached with code name 1992-ME-US-001-PREVIOUS. 2.1.1. STANDARD PENETRATION TESTS The Standard Penetration Test (SPT) borings were carried out using the drill rig described below, according to the ASTM 1586D standards. These SPT borings were performed up to the planned termination depth of 20m. These tests were executed with a BK-51 rig mounted on a Hino 500 truck. Subsurface water level readings were taken in each of the borings immediately upon completion of the drilling process. Upon completion of drilling, the boreholes were backfilled with auger cuttings (soil). Periodic observation and maintenance of the boreholes were performed due to potential subsidence at the ground surface, as the borehole backfill could settle over time.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Representative portions of the split-spoon soil samples obtained throughout the exploration program were placed in special plastic bags and transported to our laboratory. In the laboratory, the soil samples were evaluated by a member of our professional staff in general accordance with techniques outlined in the visual-manual identification procedure (ASTM D 2488) and the Unified Soil Classification System. The soil descriptions and classifications discussed in this report and shown on the attached boring logs are based on visual observation and laboratory tests. Corresponding boring logs are provided in Annex A. Split-spoon and bulk soil samples recovered on this project will be stored at Geogrupo laboratory for a period of thirty days. After thirty days, the samples will be discarded unless prior notification is provided to us in writing. At the start of Standard Penetration Tests a drilling platform is prepared prior to the commencement of any drilling works. Test procedures Standard Penetration Test (SPT), involves driving a standard thick-walled sample tube into the ground at the bottom of a borehole by blows from a slide hammer with standard weight and falling distance. The sampler is driven by a drop hammer weighing 64 kg falling through a height of 76 cm. The sample tube is driven 150 mm into the ground and then the number of blows needed for the tube to penetrate each 150 mm (6 in) up to a depth of 450 mm (18 in) is recorded. The sum of the number of blows required for the second and third 6 in. of penetration is reported as SPT blow-count value, commonly termed as "standard penetration resistance" or the "N-value". The hammer weight, drop height, spoon diameter, rope diameter etc. are standard dimensions. After the test, the sample remaining inside the split spoon is preserved in an airtight container for inspection and description. The N-value provides an indication of the relative density of the subsurface soil, and it is used in empirical geotechnical correlation to estimate the approximate shear strength properties of the soils in conjunction with other relevant tests. The boring logs for each standard penetration test are shown in Annex A and the execution process is shown in the photographic report in Annex E.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.1.1.1- Relative consistency, N and qu correlations for cohesive soils COHESIVE SOILS Number of blows
Consistency
qu kg/cm2
Angle of Internal friction
Modulus of elasticity kg/cm2
<2 2-4 5-8 9 - 15 16 - 30 > 30
Very soft soft Medium stiff Very stiff Hard
< 0.25 0.25 - 0.5 0.5 – 1.0 1.0 – 2.0 2.0 – 4.0 >4.0
0° 0 – 2° 2 – 4° 4 – 6° 6 – 12° > 14°
3 30 45 - 90 90 -200 >200
Table 2.1.1.2.- Relative density and N correlations for sands. COHESIONLESS SOILS Number of blows
Description
Relative density
Angle of Internal friction
Modulus of elasticity kg/cm2
0-4 5 - 10 11 - 30 31 - 50 > 50
Very loose Loose Medium Dense Dense Very dense
0 – 15 % 16 – 35 % 36 – 65 % 66 – 85 % 86 – 100%
28° 28 – 30° 30 – 36° 36 – 41° > 41°
100 100 - 250 250 - 500 500 - 1000 >1000
2.1.2. TEST PITS (TP) Test pits permit a direct inspection of the soil strata in place plus the extraction of disturbed and undisturbed soil samples; however the later was not performed due to the existing subsoil conditions as mentioned in section 2.1 above. Test pits are the most satisfactory method of disclosing the soil strata conditions. The execution of test pits was carried out using an excavator. The excavation dimensions of the test pits were approximately 1.5m width and 2.5m length, with varying depths, as shown in the previous subsections. Test pit logs are presented in Annex A and the field execution process is illustrated in the photographic report (Annex E).
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2.1.3 PLATE BEARING TEST The execution of the plate loading tests consisted in initially preparing the bottom horizontal surface of the test pit in question. To start with the loading stage, a pre-load of 0.2 t was applied in order to harden the reaction elements, and subsequently 1.0 t increments were applied measuring deformation for each increment until a total load of 10.0 t. This procedure was performed in three cycles of loading and unloading. The location of the test positions was defined by the client, and the execution process is illustrated in the photographic report (Annex E). We determined stress and strain for each loading and unloading cycles applied to the soil, thereby obtaining the stress-strain graphs shown in Annex D. According to the results and following the analysis procedure contained in Book 06/01/01 (Carreteras y Aeropistas de la SCT), we determined the vertical reaction modulus of the tested subgrade (k), and the results are presented in Annex D. 2.1.3 ELECTRICAL RESISTIVITY TESTS This exploration was executed with the aim of determining the electrical resistivity characteristics of the subsoil, with the aim of discovering the type of material the latter is made of, in order to determine the corresponding Ohmic resistance in 2 proposed points, through vertical electrical soundings, marked as RES05 and RES06, employing the Wenner electrodic arrangement, as this is suitable for the construction of the earthling system. The results obtained are presented in Annex C. 2.2.- LABORATORY TESTS 2.2.1. SOIL INDEX TESTS Soil index properties are used extensively to distinguish between the different kinds of soil within a broad category. Classification tests to determine index properties provided us with valuable information on the soil characteristics. Samples from the exploration works were labeled, protected and taken to the laboratory with the aim of carrying out the following tests referenced in the table below, according the characteristics of each sample.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.2.1.1 - Reference standards for laboratory tests EMPLOYED STANDARDS NMX ASTM NMX-C416-ONNCCE-2003 D 2488-00 NMX-C416-ONNCCE-2003 D 22216-98 NMX-C416-ONNCCE-2003 D 4318-00 NMX-C416-ONNCCE-2003 D 422-63
TEST
Visual and tactile identification of soils Water content in earth materials Liquid limit, plastic and index plasticity Sieve analysis
The results obtained from the laboratory index tests are presented in the tables below in a summarized manner and the details are presented in Annex B. Table 2.2.1.2 Results from laboratory index tests (SPT-8) % OF PARTICLES
DEPTH
BORING
No.
SPT-8
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-4
1.80
2.40
7.5%
0.0%
72.0%
28.0%
SM
M-7
3.60
4.20
4.8%
0.0%
73.0%
27.0%
SM
M-11
6.00
6.60
18.2%
5.0%
48.0%
47.0% 21.0% 18.0%
M-13
7.20
7.80
20.1%
0.0%
67.0%
33.0%
SM
M-17
9.60
10.20 10.8%
0.0%
73.0%
27.0%
SM
M-22
12.60
13.20 11.7%
0.0%
75.0%
25.0%
SM
M-24
13.80
14.40 14.1%
M-28 M-32
16.20 16.80 13.2% 18.60 19.20 17.1%
1.0% 0.0% 0.0%
54.0% 64.0% 71.0%
45.0% 36.0% 29.0%
SM SM
G
A
F -
SM
3.0%
SM
Table 2.2.1.3 Results from laboratory index tests (SPT-9) % OF PARTICLES
DEPTH
BORING
No.
SPT-9
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-4
1.80
2.40
3.7%
7.0%
62.0%
31.0%
M-8
4.20
4.80
9.4%
0.0%
17.0%
83.0%
M-11
6.00
6.60
22.9%
0.0%
51.0%
49.0% 33.0% 26.0%
M-13
7.20
7.80
21.5%
0.0%
83.0%
17.0%
SM
M-14
7.80
8.40
9.7%
9.0%
71.0%
20.0%
SM
M-18
10.20
10.80
9.1%
11.0%
64.0%
25.0%
SM
M-21
12.00
12.60 10.4%
5.0%
66.0%
29.0%
SM
M-24
13.80
14.40 14.4%
M-32
18.60 19.20 16.5%
0.0% 0.0%
53.0% 68.0%
47.0% 32.0%
SM
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SM SM
7.0%
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.2.1.4 Results from laboratory index tests (SPT-10) % OF PARTICLES
DEPTH
BORING
No.
SAMPLE
No.
SPT-10
w FROM
TO
m
m
LL G
A
PL
PI
USCS
F -
M-4
1.80
2.40
8.1%
6.0%
71.0%
23.0%
SM
M-7
3.60
4.20
2.9%
5.0%
68.0%
27.0%
SM
M-11
6.00
6.60
24.3%
0.0%
16.0%
84.0% 53.0% 35.0% 18.0%
MH
M-14
7.80
8.40
20.3%
0.0%
86.0%
14.0%
SM
M-17
9.60
10.20 12.1%
4.0%
67.0%
29.0%
SM
M-20
11.40
12.00
8.1%
10.0%
64.0%
26.0%
SM
M-23
13.20
13.80 13.8%
15.60 16.20 16.0% 18.00 18.60 17.0%
73.0% 79.0% 85.0%
25.0% 20.0% 14.0%
SM
M-27 M-31
2.0% 1.0% 1.0%
SM SM
Table 2.2.1.5 Results from laboratory index tests (SPT-11) % OF PARTICLES
DEPTH
BORING
No.
SPT-11
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-3
1.20
1.80
10.9%
1.0%
79.0%
20.0%
SM
M-7
3.60
4.20
4.2%
7.0%
71.0%
22.0%
SM
M-9
4.80
5.40
12.2%
2.0%
40.0%
58.0%
ML
G
A
F -
M-11
6.00
6.60
28.8%
0.0%
11.0%
89.0% 70.0% 41.0% 29.0%
MH
M-14
7.80
8.40
16.1%
10.0%
66.0%
24.0%
SM
M-17
9.60
10.20 14.1%
2.0%
78.0%
20.0%
SM
M-20
11.40
12.00
8.4%
15.0%
62.0%
23.0%
SM
M-23
13.20
13.80 15.5%
0.0%
64.0%
36.0%
SM
M-26
15.00
15.60 16.4%
M-30 M-34
17.40 18.00 17.2% 19.80 20.40 21.3%
0.0% 2.0% 0.0%
83.0% 84.0% 59.0%
17.0% 14.0% 41.0%
SM SM
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Table 2.2.1.6 Results from laboratory index tests (SPT-12) % OF PARTICLES
DEPTH
BORING
No.
SPT-12
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-2
0.60
1.20
7.5%
0.0%
84.0%
16.0%
SC
M-5
2.40
3.00
8.4%
0.0%
84.0%
16.0%
SC
M-7
3.60
4.20
5.4%
0.0%
69.0%
31.0%
SM
M-11
6.00
6.60
9.3%
24.0%
43.0%
33.0%
SM
M-15
8.40
9.00
8.4%
0.0%
70.0%
30.0%
SM
M-19
10.80
11.40 11.5%
0.0%
58.0%
42.0%
SM
M-22
12.60
13.20 14.3%
0.0%
67.0%
33.0%
SM
M-25
14.40
15.00 14.6%
M-28 M-29 M-31 M-34
16.20 16.80 18.00 19.80
16.80 17.40 18.60 20.40
0.0% 0.0% 0.0% 0.0% 0.0%
66.0% 82.0% 38.0% 88.0% 52.0%
34.0% 25.0% 22.0% 18.0% 62.0% 24.0% 20.0% 12.0% 48.0%
G
A
F -
23.6% 11.9% 17.1% 10.5%
SM
3.0% 4.0%
SM ML SP-SM SM
Table 2.2.1.7 Results from laboratory index tests (SPT-13) % OF PARTICLES
DEPTH
BORING
No.
SPT-13
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-4
1.80
2.40
4.7%
25.0%
57.0%
18.0%
SM
M-9
4.80
5.40
4.2%
9.0%
60.0%
31.0%
SM
M-14
7.80
8.40
6.9%
0.0%
60.0%
40.0%
SM
M-17
9.60
10.20 13.4%
0.0%
55.0%
45.0%
SM
M-20
11.40
12.00 19.2%
0.0%
29.0%
71.0% 43.0%
34%
9.0%
M-25
14.40
15.00 13.2%
15.00 15.60 22.6% 17.40 18.00 18.6% 19.80 20.40 12.2%
0.0% 0.0% 0.0% 0.0%
25.0% 73.0% 85.0% 77.0%
75.0% 27.0% 24.0% 27.0% 15.0% 23.0%
3.0%
M-26 M-30 M-34
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SM SM SM
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.2.1.8 Results from laboratory index tests for all the test pits executed. % OF PARTICLES
DEPTH
TEST PIT
SAMPLE
w FROM
TO
m
m
LL G
A
PL
PI
USCS
F
No.
No.
M-1
0.20
0.30
4.8%
0.0%
80.0%
20.0%
SC
(TP-08)
M-2
0.60
0.80
7.7%
0.0%
82.0%
18.0%
SC
M-3
1.40
1.60
10.9%
8.0%
69.0%
23.0%
SC
(T-S-S-1)
M-1
0.50
0.70
6.8%
0.0%
84.0%
16.0%
SM
(T-S-S-2)
M-1
0.50
0.70
9.7%
0.0%
79.0%
21.0%
SM
(T-S-S-3)
M-1
0.50
0.70
11.7%
0.0%
80.0%
20.0%
SM
(T-S-S-4)
M-1
0.35
0.55
10.6%
0.0%
78.0%
22.0%
SM
M-1
0.50
0.70
4.0%
0.0%
63.0%
37.0%
SM
M-2
0.90
0.95
9.6%
0.0%
82.0%
18.0%
SM
M-3
1.20
1.30
9.9%
0.0%
80.0%
20.0%
SM
(TP-09)
-
2.2.2. - QUALITY CONTROL STUDIES FOR SITE SUBGRADE SOILS The disturbed samples obtained from the test pits were taken to the laboratory for quality control tests. The aim of doing these tests on the subgrade soils is to assess the quality of the materials and later recommend their application in the construction process. The following principal parameters were tested; moisture content, sieve analysis, Atterberg limits, maximum dry density, and CBR. It is important to mention that according to the results obtained, the existing subsoil is not suitable for use in the construction of bases and subbases. The material can be used for earthworks and underlying layers as can be reviewed in Annex B. Table 2.2.2.1 below presents a summary of some of the most important parameters. Table 2.2.2.1 Results from quality control tests of the site subgrade soils TEST
DEPTH (m)
TSS-1 TSS-2 TSS-4 TP-08
0.50 TO 0.70 0.50 TO 0.70 0.35 TO 0.55 1.40 TO 1.60
Date:
LIQUID LIMIT 17% 19% 19% 26%
Rev.: MARZO 2013
1
PLASTIC INDEX -5% 5% --
SAND EQUIVALENT 21% 17% 15% 15%
SOAKED CBR 10.1% 4.0% 15.0% 12.3%
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2.2.3.- SUBSOIL CHEMICAL ANALYSIS In order to determine the subsoil concentration levels of sulfates and chlorides that could affect the foundation concrete, soil chemical tests were performed. In addition, the pH values were obtained in order to quantify the state of subsoil alkalinity and acidity. None of the soil samples had a concentration value of chlorides and sulphates greater than 0.1%. According to table 4.2.1 of ACI 318S, the tested samples present a slight or remote danger to the foundation concrete, as far as sulphate substances are concerned. The studies were conducted on representative samples from points that were selectively chosen with the objective of covering the whole project site. The results obtained are presented in tables 2.2.3.1 below: Table 2.2.3.1 Chemical test results from test pits (TP-08, TP-09 and TSS-1) SAMPLE CODE:
B-13-81 ( SOIL " TP-09; M-3 DEPTH 1.20-1.30 m") B-13-82 ( SOIL " TP-08; M-3 DEPTH 1.40-1.60 m") B-13-83 ( SOIL " TSS-1; M-1 DEPTH 0.50-0.70 m")
SAMPLING
EXECUTED BY GEOGRUPO
TEST REPORT DATE:
FEBRUARY 22, 2013
METHOD
RESULT
TEST
VALUE
EMPLOYED
OBSERVATIONS
STANDARD
UNIT
TP-09 (M-3) pH CHLORIDES SULPHATES TP-08 (M-3) pH CHLORIDES SULPHATES TSS-1 (M-1) pH CHLORIDES SULPHATES
7,86 5,03 37,99 8,04 2,51 27,69 8,05 1,18 11,77
NOM-021-RECNAT-2000
mg/Kg mg/Kg
POTENTIOMETER VOLUMETRIC SPECTROFOTOMETRIC
NOM-021-RECNAT-2000
mg/Kg mg/Kg
POTENTIOMETER VOLUMETRIC SPECTROFOTOMETRIC
NOM-021-RECNAT-2000
mg/Kg mg/Kg
POTENTIOMETER VOLUMETRIC SPECTROFOTOMETRIC
Quant. = Limit of Quantitation N.A.**= NOT APPLICABLE THE DECIMAL SIGN MUST BE A COMA (,) NOM-008-SCFI-2000.
NOM-021-RECNAT-2000 NOM-021-RECNAT-2000
NOM-021-RECNAT-2000 NOM-021-RECNAT-2000
NOM-021-RECNAT-2000 NOM-021-RECNAT-2000 N.D.***= UNDETECTEDO
**Standard reference NOM-021-RECNAT-2000, Specifications details for fertility, salinity and soil clasification. Studies, sampling and analysis..
The results were compared with the sulfate concentration ranges established by the American Concrete Institute (ACI) as shown in Table 2.2.3.2 below for concrete exposed to sulfates (Reference 8).
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Table 2.2.3.2 Requirements for concrete exposed to sulfate-containing solutions
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Chapter 3 STRATIGRAPHY
The subsurface stratigraphy was characterized based on the SPT borings and the executed Test Pits (TP) as can be reviewed in the boring logs presented in Annex-A. 3.1. - SPT BOREHOLE LOGS The borehole logs contain all the information obtained based on the field and laboratory studies plus all corresponding interpretations. It is important to mention that during the course of field works; the water table level was measured periodically in each and every borehole save for SPT-8 where the ground water level was measured only once. In general terms, the subsoil is composed of cohesion-less soils, as can be verified in the following stratigraphic description of the site. Boring log SPT-08 From 0.0 to 0.6 m: Top layer composed of light brown fine sand From 0.6 to 4.8 m: Whitish brown dense sand with silt. This stratum presents an average standard penetration resistance of 48 blow counts and an average moisture content of 5%, plus a sieve test analysis composition of 0% gravel, 72% sand and 28% of fine material, with a U.S.C.S. classification corresponding to SM. From 4.8 to 9.0 m: Light brown, medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 18%, plus a sieve test analysis composition of 5% gravel, 48% sand and 47% of fine material, with a U.S.C.S. classification corresponding to SM. Note: Ground water table was detected at 7.70 m. From 9.0 to 13.2 m: Light brown medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 12%, plus a sieve test analysis composition of 0% gravel, 73% sand and 27% of fine material, with a U.S.C.S. classification corresponding to SM. From 13.2 to 20.4 m: Light brown, medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 0% gravel, 64% sand and 36% of fine material, with a U.S.C.S. classification corresponding to SM. Date:
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Boring log SPT-09 From 0.0 to 0.6 m: Top layer composed of reddish brown fine sand. From 0.6 to 3.6 m: Light brown, very loose to very dense, fine to medium silty sand with little gravel. This stratum presents an average standard penetration resistance of 39 blow counts and an average moisture content of 6%, plus a sieve test analysis composition of 7% gravel, 62% sand and 31% of fine material, with a U.S.C.S. classification corresponding to SM. From 3.6 to 4.8 m: Light brown, hard silt with sand. This stratum presents an average standard penetration resistance of 50 blow counts and an average moisture content of 7%, plus a sieve test analysis composition of 0% gravel, 17% sand and 83% of fine material. From 4.8 to 6.6 m: Light brown, very loose to very dense, fine to medium silty sand with little gravel. This stratum presents an average standard penetration resistance of 34 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 0% gravel, 51% sand and 49% of fine material, with a U.S.C.S. classification corresponding to SM. From 6.6 to 12.6 m: Yellowish brown medium dense to dense sand with silt and little gravel. This stratum presents an average standard penetration resistance of 42 blow counts and an average moisture content of 13%, plus a sieve test analysis composition of 11% gravel, 64% sand and 25% of fine material, with a U.S.C.S. classification corresponding to SM. Note: Ground water table was detected at 7.86 m. From 12.6 to 14.6 m: Yellowish brown medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 43 blow counts and an average moisture content of 13%, plus a sieve test analysis composition of 0% gravel, 53% sand and 47% of fine material, with a U.S.C.S. classification corresponding to SM. From 14.6 to 18.6 m: Light brown, medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 2% gravel, 71% sand and 27% of fine material, with a U.S.C.S. classification corresponding to SM. From 18.6 to 20.4 m: Light brown dense silty sand. This stratum presents an average standard penetration resistance of 47 blow counts and an average moisture content of 15%, plus a sieve test analysis composition of 0% gravel, 68% sand and 32% of fine material, with a U.S.C.S. classification corresponding to SM. Boring log SPT-10 From 0.0 to 0.6 m: Top layer composed of reddish brown fine sand
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) From 0.6 to 5.4 m: Light and reddish brown very loose to dense sand with silt and little gravel. This stratum presents an average standard penetration resistance of 34 blow counts and an average moisture content of 9%, plus a sieve test analysis composition of 5% gravel, 68% sand and 27% of fine material, with a U.S.C.S. classification corresponding to SM. From 5.4 to 7.2 m: Light brown hard silt with sand. This stratum presents an average standard penetration resistance of 36 blow counts and an average moisture content of 19%, liquid and plastic limits of 53% and 35% respectively, plus a sieve test analysis composition of 0% gravel, 16% sand and 84% of fine material, with a U.S.C.S. classification corresponding to MH. From 7.2 to 12.0 m: Yellowish brown medium dense to very dense sand with some silt. This stratum presents an average standard penetration resistance of 44 blow counts and an average moisture content of 13%, plus a sieve test analysis composition of 4% gravel, 67% sand and 29% of fine material, with a U.S.C.S. classification corresponding to SM. Note: Ground water table was detected at 7.86 m. From 12.0 to 15.6 m: Light brown loose to medium dense, fine to course sand with silt and little gravel. This stratum presents an average standard penetration resistance of 24 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 2% gravel, 73% sand and 25% of fine material, with a U.S.C.S. classification corresponding to SM. From 15.6 to 20.4 m: Brown medium dense to dense fine sand with some silt. This stratum presents an average standard penetration resistance of 38 blow counts and an average moisture content of 16%, plus a sieve test analysis composition of 1% gravel, 79% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. Boring log SPT-11 From 0.0 to 0.6 m: Top layer composed of dark brown fine sand From 0.6 to 4.8 m: Light brown, very loose to dense sand with silt. This stratum presents an average standard penetration resistance of 25 blow counts and an average moisture content of 8%, plus a sieve test analysis composition of 1% gravel, 79% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. From 4.8 to 7.2 m: Greenish gray, stiff to very stiff silt with sand. This stratum presents an average standard penetration resistance of 24 blow counts, liquid and plastic limits of 70% and 41% respectively, and an average moisture content of 26%, plus a sieve test analysis composition of 0% gravel, 11% sand and 89% of fine material, with a U.S.C.S. classification corresponding to MH.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) From 7.2 to 12.6 m: Grayish brown, medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 32 blow counts and an average moisture content of 14%, plus a sieve test analysis composition of 2% gravel, 78% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. Note: Ground water table was detected at 7.45 m. From 12.6 to 15.0 m: Grayish brown, medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 35blow counts and an average moisture content of 15%, plus a sieve test analysis composition of 0% gravel, 64% sand and 36% of fine material, with a U.S.C.S. classification corresponding to SM. From 15.0 to 19.2 m: Light brown, medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 40 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 2% gravel, 83% sand and 14% of fine material, with a U.S.C.S. classification corresponding to SM. From 19.2 to 20.4 m: Light brown, dense silty sand. This stratum presents an average standard penetration resistance of 46 blow counts and an average moisture content of 17%, plus a sieve test analysis composition of 0% gravel, 58% sand and 41% of fine material, with a U.S.C.S. classification corresponding to SM. Boring log SPT-12 From 0.0 to 0.6 m: Top layer composed of dark brown fine sand with silt. From 0.6 to 1.8 m: Dark brown, loose to medium dense sand with clay. This stratum presents an average standard penetration resistance of 11 blow counts and an average moisture content of 7%, plus a sieve test analysis composition of 0% gravel, 84% sand and 16% of fine material, with a U.S.C.S. classification corresponding to SC. From 1.8 to 3.0 m: Reddish brown, loose to medium dense sand with clay. This stratum presents an average standard penetration resistance of 7 blow counts and an average moisture content of 8%, plus a sieve test analysis composition of 0% gravel, 84% sand and 16% of fine material, with a U.S.C.S. classification corresponding to SC. From 3.0 to 5.4 m: Yellowish brown, dense silty sand. This stratum presents an average standard penetration resistance of 50 blow counts and an average moisture content of 5%, plus a sieve test analysis composition of 0% gravel, 66% sand and 34% of fine material, with a U.S.C.S. classification corresponding to SM. From 5.4 to 13.4 m: Light brown, medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 50 blow counts and an average moisture content of 11%, plus a sieve test analysis composition of 0% gravel, 70% sand and 30% of fine material, with a U.S.C.S. classification corresponding to SM. Date:
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Note: Ground water table was detected at 10.79 m. From 13.4 to 15.6 m: Whitish brown medium dense to dense silty sand. This stratum presents an average standard penetration resistance of 31 blow counts, liquid and plastic limits of 25% and 22% respectively and an average moisture content of 17%, plus a sieve test analysis composition of 0% gravel, 66% sand and 34% of fine material, with a U.S.C.S. classification corresponding to SM. From 15.6 to 16.8 m: Grayish brown, dense sand with silt. This stratum presents an average standard penetration resistance of 44 blow counts and an average moisture content of 22%, plus a sieve test analysis composition of 0% gravel, 82% sand and 18% of fine material, with a U.S.C.S. classification corresponding to SM. From 16.8 to 17.4 m: Greenish gray lens of sandy silt, with a sieve test analysis composition of 0% gravel, 38% sand and 62% of fine material, with a U.S.C.S. classification corresponding to ML. From 17.4 to 19.2 m: Grayish brown, dense sand with little silt. This stratum presents an average standard penetration resistance of 32 blow counts and an average moisture content of 19%, plus a sieve test analysis composition of 0% gravel, 88% sand and 12% of fine material, with a U.S.C.S. classification corresponding to SP-SM. From 19.2 to 20.4 m: Brown dense silty sand. This stratum presents an average standard penetration resistance of 43 blow counts and an average moisture content of 15%, plus a sieve test analysis composition of 0% gravel, 52% sand and 48% of fine material, with a U.S.C.S. classification corresponding to SM. Boring log SPT-13 From 0.0 to 0.6 m: Top layer composed of brown fine sand. From 0.6 to 3.0 m: Reddish brown, loose to medium dense sand with gravel and silt. This stratum presents an average standard penetration resistance of 22 blow counts and an average moisture content of 10%, plus a sieve test analysis composition of 25% gravel, 57% sand and 18% of fine material, with a U.S.C.S. classification corresponding to SM. From 3.0 to 10.80 m: Yellowish brown, medium dense to dense silty sand with very little gravel. This stratum presents an average standard penetration resistance of 43 blow counts and an average moisture content of 9%, plus a sieve test analysis composition of 0% gravel, 60% sand and 40% of fine material, with a U.S.C.S. classification corresponding to SM.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Note: Ground water table was detected at 9.40 m. From 10.80 to 15.00 m: Greenish gray, stiff to hard silt with sand. This stratum presents an average standard penetration resistance of 34 blow counts and an average moisture content of 19%, plus a sieve test analysis composition of 0% gravel, 29% sand and 71% of fine material, with a U.S.C.S. classification corresponding to ML. From 15.00 to 20.40 m: Whitish light brown, medium dense to dense sand with silt. This stratum presents an average standard penetration resistance of 38 blow counts and an average moisture content of 18%, plus a sieve test analysis composition of 0% gravel, 85% sand and 15% of fine material, with a U.S.C.S. classification corresponding to SM. 3.2. – TEST PIT LOGS TEST PIT (TP)-8 From 0.00 to 0.10 m: Top layer composed of brown fine sand. From 0.10 to 1.80 m: Reddish brown fine sand with silt. This stratum has a water content value of 8%, with a sieve test analysis composition of 0% gravel, 82% sand and 18% of fine material, with a U.S.C.S. classification corresponding to SM. TEST PIT (TP)-9 From 0.00 to 0.10 m: Top layer composed of brown fine sand. From 0.10 to 0.85 m: Brown silty sand. This stratum has a water content value of 4%, with a sieve test analysis composition of 0% gravel, 63% sand and 37% of fine material, with a U.S.C.S. classification corresponding to SM. From 0. 85 to 1.50 m: Dark brown sand with silt. This stratum has a water content value of 10%, with a sieve test analysis composition of 0% gravel, 80% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. TEST PIT (TSS)-1 From 0.00 to 0.10 m: Top layer composed of brown fine sand. From 0.10 to 0.75 m: Dark brown sand with some silt. This stratum has a water content value of 7%, with a sieve test analysis composition of 0% gravel, 84% sand and 16% of fine material, with a U.S.C.S. classification corresponding to SM.
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
TEST PIT (TSS)-2 From 0.00 to 0.10 m: Top layer composed of brown fine sand. From 0.10 to 0.85 m: Brown fine sand with silt. This stratum has a water content value of 10%, with a sieve test analysis composition of 0% gravel, 79% sand and 21% of fine material, with a U.S.C.S. classification corresponding to SM. TEST PIT (TSS)-3 From 0.00 to 0.10 m: Top layer composed of light brown fine sand. From 0.10 to 0.85 m: Brown fine sand with silt. This stratum has a water content value of 10%, with a sieve test analysis composition of 0% gravel, 80% sand and 20% of fine material, with a U.S.C.S. classification corresponding to SM. TEST PIT (TSS)-4 From 0.00 to 0.10 m: Top layer composed of light brown fine sand. From 0.10 to 0.55 m: Brown fine sand with silt. This stratum has a water content value of 11%, with a sieve test analysis composition of 0% gravel, 78% sand and 22% of fine material, with a U.S.C.S. classification corresponding to SM.
3.3 PERIODIC MEASURING OF THE GROUND WATER LEVEL. With the aim of determining the variation frequencies of the ground water levels, a periodic pattern of taking measurements was carried out (as shown in table 3.3.1 below) on different days (save for SPT 8). An average value was obtained from the periodic readings taken as shown below.
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Table 3.3.1Periodic measuring of ground water level PERIODIC MEASURING OF GROUND WATER LEVELS IN THE EXECUTED BOREHOLES (DEPTH IN METERS)
STANDARD PENETRATION TEST BOREHOLES SPT-13
JANUARY, 2013 24 25
21
22
23
26
28
29
30
9.34
9.38
9.47
9.48
9.47
9.35
9.41
9.30
9.41
17:00
09:00
09:00
10:00
09:00
08:00
09:00
08:00
09:00
10.97
10.80
10.80
10.73
10.72
10.73
10.79
09:00
10:00
09:00
08:00
09:00
08:00
09:00
7.46
7.47
7.41
7.52
7.43
7.43
16:20
09:00
08:00
10:00
08:00
09:00
7.89
7.82
7.89
7.82
08:00
10:00
08:00
09:00
7.85
7.87
08:00
09:00
AVERAGE LEVEL (METERS)
9.40
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
SPT-12
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
SPT-11
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
SPT-10
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
SPT-9
-
-
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
-
-
SPT-8
-
-
-
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
-
-
-
10.79
7.45
7.86
7.86
7.7 7.70 09:00
SHALLOWEST LEVEL DETECTED DEEPEST LEVEL DETECTED
3.4. - CORRECTING SPT BLOW COUNTS TO N60 VALUES We carried out corrections on the SPT blow counts to N60 values to obtain necessary parameters for design purposes. The effect of the impact energy was considered and the dissipation around the penetrometer, plus the machinery or tools used in the testing process. The equation used is shown below: =
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Where: N60 = SPT N value corrected for field procedures N = measures SPT N value Em = Efficiency of the hammer CB = borehole diameter correction CS = sampler correction CR = rod length correction The Em, CB, CS, and CR variations were determined according to Skempton (1986). Table 3.4.1 Borehole, sampler, and rod correction factors
Typical hummer efficiencies • • •
Theoretical Energy = 4200ft-lbs Donut = 0.45 Safety = 0.6
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Chapter 4 GEOTECHNICAL ANALYSIS 4.1.- FOUNDATION ANALYSIS The following foundation analysis will be carried out basing on the standard penetration test N values as it wasn’t possible to extract undisturbed sample due to the granular nature of the subsoil encountered. Bearing in mind the above mentioned, no mechanical tests were executed. In this analysis, results from the physical tests were employed to determine the nature and type of soils. The appropriate foundation system for the anticipated structures is dependent on the planned structural loads, soil conditions, and construction constraints, etc. The subsurface exploration helps in determining the soil stratum appropriate for structural support. This determination includes considerations with regard to both allowable bearing capacity and compressibility of the soil strata. In addition, since the method of construction greatly affects the soils intended for structural support, consideration must be given to the implementation of suitable methods of site preparation, fill compaction, and other aspects of construction. Based on the soil stratigraphy and structural information, we envision that the proposed structures can be supported on a shallow foundation system placed on undisturbed sandy soils or controlled compacted fill. For relatively light structures mat and/or footing foundation would be the best option. As for the compressor structures; these will be supported by a block resting on a mat foundation. To simplify the design process, the plant layout plan has been divided into zones based on the type of foundation system, anticipated structures and the existing subsoil characteristics. Table 4.1.1 Zones representing different foundation systems ZONE PRINCIPAL STRUCTURES FOUNDATION SOLUTION ZONE-1 INTERCONNECTION STATION MAT FOUNDATION ZONE-2A EMERGENCE GENERATOR MAT FOUNDATION ZONE-2B MAINTENANCE SHOP AND CONTROL ROOM PAD OR STRIP FOUNDATION ZONE-3
RAW WATER STORAGE TANK
ZONE-4
NATURAL GAS COMPRESSORS
ZONE-5
FIN-FAN DISCHARGE COOLER
Date:
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MAT AND SQUARE FOOTING CONCRETE BLOCK RESTING ON A MAT FOUNDATION PAD FOUNDATION
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) The zones indicated in table in table 4.1.1 are illustrated in figure 4.1.1. It’s important to note that zone 1 has very loose to loose sands considering the first 2 to3 m.
Figure 4.1.1 Zones representing different foundation systems.
Zone 1: Interconnection Station The Interconnection Station structures will be supported by a concrete block resting on a mat foundation placed on a 2.0 m thick compacted fill in layers of 20cm with 95% compaction of the maximum dry density. The fill material will be required to have a minimum internal friction angle of 32̊. For relatively lighter structures, only a mat foundation laying on the compacted subgrade may be used. The above mentioned thickness is referenced with respect to ground surface. Square footings will be employed as another alternative. The square footings with depth of 1m and 2m will rest on compacted fill (with 95% compaction) with thickness of 2m and 1m respectively. The footings with depths of 3m will rest on natural grade. Date:
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Where compacted fill will be employed to receive foundation structures, an internal angle of friction of 33̊ has been estimated and will be employed to calculate the soil bearing capacity. Some of the design parameters that were employed in this analysis were obtained through correlations basing on the corrected standard penetration test blow counts. The resultant values are presented in table 4.1.2. Table 4.1.2 Parameter employed to design the Interconnection Station foundation system. DEPTH (m) FROM
TO
0.0
0.6
0.6
1.8
1.8
3.0
STRATUM DESCRIPTION
TYPE OF SOIL
COHESION SIMPLE CORRECTED VOLUMETRIC FRICTION "Cu" WEIGHT "γ " ANGLOE "φ" COMPRESION N BLOW 2 2 (°) (t/m3) COUNTS (t/m ) "q" (t/m )
TOP LAYER-DARK BROWN FINE GRANULAR SAND DARK BROWN LOOSE TO MEDIUM GRANULAR DENSE SAND WITH CLAY REDDISH BROWN LOOSE TO GRANULAR MEDIUM DENSE SAND WITH CLAY
ELASTICITY MODULUS 2
"E" (T/m )
POISSON'S COEF. "μ"
MODULUS OF SUBGRADE REACTION "Kv"
12
1.70
28
--
--
2500
0.3
2747
8
1.70
28
--
--
2000
0.3
2198
5
1.70
28
--
--
1500
0.3
1648
Zone 2A: Emergence Generator The above mentioned element will be supported by a mat foundation resting on dense whitish brown sand with silt after completely removing the top layer. Some of the design parameters that were employed in this analysis were obtained through correlations basing on the corrected standard penetration test blow counts. The resultant values are presented in table 4.1.3. Table 4.1.3 Parameter employed to design the emergence generator pad. DEPTH (m) FROM
TO
0.0
0.6
0.6
4.8
STRATUM DESCRIPTION
TOP LAYER-LIGHT BROWN FINE SAND WHITISH BROWN DENSE SAND WITH SILT
TYPE OF SOIL
COHESION SIMPLE CORRECTED VOLUMETRIC FRICTION "Cu" WEIGHT "γ " ANGLOE "φ" COMPRESION N BLOW 2 2 (°) (t/m3) COUNTS (t/m ) "q" (t/m )
ELASTICITY MODULUS 2
"E" (T/m )
POISSON'S COEF. "μ"
MODULUS OF SUBGRADE REACTION "Kv"
GRANULAR
22
1.75
33
--
--
3660
0.3
4022
GRANULAR
35
1.90
36
--
--
5640
0.3
6198
Zone 2B: Maintenance shop and control room The above mentioned buildings will be constructed on square foundation systems. The minimum depth for the foundation system will be 1.0 m with respect to the ground level. The square footings will be designed to rest on natural grade at different depths of 1m, 2m and 3m. The design parameters that were employed in this analysis were obtained through correlations basing on the corrected standard penetration test blow counts. The resultant values are illustrated in the previously presented table 4.1.3. Date:
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Zone 3 and 4: Raw water storage tank and natural gas compressors The air and natural gas compressors will be supported by concrete blocks resting on mat foundations placed on controlled compacted fill as shown in figure 4.1.2 below. The raw water tank could also be rested on a concrete slab resting on compacted fill. The compacted fill will have a minimum thickness of 1.8m with respect to the ground level (surface level) and will be compacted up to 95% of its maximum dry density. Some of the design parameters employed are illustrated in table 4.1.4. The compacted fill will have a minimum angle of internal friction of 33̊, which will be considered where necessary in the design process. Square footings will be employed as another alternative. The square footings with depth of 1m will rest on compacted fill (with 95% compaction) with minimum thickness of 1m, and the rest of the footings (Df = 2 and 3m) will rest on natural grade. Table 4.1.4 Parameter employed to design raw water storage tank and natural gas compressors foundations DEPTH (m)
STRATUM DESCRIPTION
FROM
TO
0.0
0.6
0.6
1.8
1.8
TYPE OF SOIL
5.4
TOP LAYER-REDDISH BROWN FINE GRANULAR SAND VERY LOOSE SAND WITH SILT AND GRANULAR LITTLE GRAVEL DENSE SAND WITH SILT AND LITTLE GRAVEL
GRANULAR
COHESION SIMPLE CORRECTED VOLUMETRIC FRICTION "Cu" WEIGHT "γ " ANGLOE "φ" COMPRESION N BLOW 2 2 (°) (t/m3) COUNTS (t/m ) "q" (t/m )
ELASTICITY MODULUS 2
"E" (T/m )
POISSON'S COEF. "μ"
MODULUS OF SUBGRADE REACTION "Kv"
20
1.70
30
--
--
3000
0.3
3297
3
1.65
26
--
--
1500
0.3
1648
32
1.90
35
--
--
5640
0.3
6198
Figure 4.1.2 Foundation solution for natural gas compressors Date:
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Zone 5 Fin-fan discharge cooler The control room will be constructed on square footings to a minimum depth of 1.8 m. The design parameters employed are illustrated in the previously presented table 4.1.4.
4.2.- SHALLOW FOUNDATION ANALYSIS Static ultimate load bearing capacity The ultimate load bearing capacity analysis for shallow foundations was determined according to Terzaghi’s theory, by employing the following expressions. =
+
= 1.3
+ +
Strip footing + 0.4
Square footing
Where: qc
Ultimate load bearing capacity in t/m2
Nq
Load bearing capacity factor
Nγ
Load bearing capacity factor
Νc
Load bearing capacity factor
γ
unit weight of material in t/m3
Df
Depth of foundation in m
B
Width or the diameter of the foundation in m
C
Cohesion ( t/m2)
The load bearing capacity factors (Nq, and Nc), are in function of the internal angle of friction of the soil and they are obtained by using Terzaghi’s graph of load bearing capacity factors, illustrated below.
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Figure 4.2.1 Bearing capacity factors (Terzaghi) The choice of parameters is a critical aspect of design; one should always assess the desirability of considering the properties associated with the most appropriate scenario, by either considering the soil as cohesion-less or cohesive, as indicated by the local regulations. 4.3.- ANALYSIS OF SETTLEMENTS Immediate settlements According to the type of soils (granular material) that has been detected, the type of settlements that are expected will take place during the construction period; that is to say, the structure will suffer elastic or immediate settlements. Due to the above mentioned, the elasticity theory was employed to analyze the settlements by applying the expression below. In the analysis the following parameters were considered: • • •
Modulus of elasticity (E) Poisson’s coefficient (μ) Contact pressure (p) which is equal to the admissible load bearing capacity value Δe =
Date:
(1 − μ 2 ) PB E
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) Where: ∆e = Elastic settlement in cm p = Contact pressure in kg/cm2 B = Width or diameter of foundation in m E = Modulus of elasticity in kg/cm2 μ = Poisson’s coefficient
4.4 SLOPE STABILITY A slope stability analysis was realized, taking into account the maximum slopes permitted for temporary and permanent cuts and fills. To obtain the critical height of the slope and the review of its stability, we followed a criterion established in reference 9. The critical height that will be employed on the vertical slopes was calculated as follows:
Hc =
4c
γ
Nφ
φ
Nφ = tan2 (45° + ) 2 Where: Hc = Critical height c = Cohesion φ = Angle of internal friction γ = soil volumetric weight This height is similarly affected by a safety factor involved in the following formula:
Hc ' =
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1 4c Nφ FS γ
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) The slope stability was carried out following the calculation procedures using the Swedish method. The Swedish method assumes a circular failure as a sliding surface; the method is used with segments where the acting forces are found. A 1.5 minimum safety factor will be employed, and therefore the following condition must be met for the selected hypothetical surface: SF ≥ 1.5
4.5.- RESULTS OBTAINED Considering the analysis procedures contained in the previous subchapters, the corresponding resistance parameters of the subsoil were taken into account to determine the admissible load bearing capacity values plus their corresponding settlements. Zone 1: Interconnection Station Mat foundation Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity value of 25t/m2 for the mat foundation was obtained considering a unit width value. Maximum immediate settlements of 2.5cm will be experienced during the construction stage. Square footing The bearing capacity values obtained for the square footings at different depth are presented in the tables below: Allowable Soil Bearing Capacity with a maximum settlement of 2.5cm. Depth (Df): 1m Square footing 2
2
φ
c* t/m
Nc
Nq
Nγ
B (m)
1.90
32
0.0
44.04
28.52
26.87
1.0
24.9
0.2
1.90
1.90
32
0.0
44.04
28.52
26.87
2.0
31.7
0.6
1.90
1.90
32
0.0
44.04
28.52
26.87
3.0
38.5
1.1
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
4.0
45.3
1.8
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
5.0
52.1
2.5
Df
γ *t/m3
σ t/m2
1.0
1.90
1.0 1.0
Date:
Rev.: MARZO 2013
1
Qa t/m Δe (cm)
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
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DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Depth (Df): 2m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
1.0
42.9
0.3
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
2.0
49.7
0.7
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
3.0
56.5
1.2
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
4.0
63.3
1.8
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
5.0
70.2
2.5
Qa t/m Δe (cm)
Depth (Df): 3m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
1.0
69.3
0.3
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
2.0
77.4
0.8
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
3.0
85.5
1.3
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
4.0
93.6
1.9
3.0
1.90
5.70
33
0.0
48.09
32.23
31.94
5.0
101.7
2.5
Qa t/m Δe (cm)
Zone 2A: Emergence Generator Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity value of 31t/m2 for the mat foundation was obtained. Maximum immediate settlements of 2cm will be experienced during the construction stage. Zone 2B: Maintenance shop and control room Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity values for the square footing are presented in the tables below: Allowable Soil Bearing Capacity with a maximum settlement of 2.5cm. Depth (Df): 1m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
1.0
37.7
0.2
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
2.0
49.3
0.6
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
3.0
60.8
1.1
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
4.0
72.3
1.7
1.0
1.90
1.90
35
0.0
57.75
41.44
45.41
5.0
83.8
2.5
Date:
Rev.: MARZO 2013
1
Qa t/m Δe (cm)
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
Page: 40
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Depth (Df): 2m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
1.0
64.0
0.3
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
2.0
75.5
0.7
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
3.0
87.0
1.2
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
4.0
98.5
1.8
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
5.0
110.0
2.5
Qa t/m Δe (cm)
Depth (Df): 3m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
1.0
90.2
0.3
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
2.0
101.7
0.7
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
3.0
113.2
1.2
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
4.0
124.8
1.8
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
5.0
136.3
2.5
Qa t/m Δe (cm)
Zone 3 and 4: Air and natural gas compressors Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity value of 29t/m2 for the mat foundation was obtained. Maximum immediate settlements of 2.5cm will be experienced during the construction stage. Allowable Soil Bearing Capacity with a maximum settlement of 2.5cm. Depth (Df): 1m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
1.0
28.5
0.1
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
2.0
36.6
0.3
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
3.0
44.7
0.6
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
4.0
52.8
1.0
1.0
1.90
1.90
33
0.0
48.09
32.23
31.94
5.0
60.9
1.4
Date:
Rev.: MARZO 2013
1
Qa t/m Δe (cm)
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
Page: 41
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GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Depth (Df): 2m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
1.0
64.0
0.3
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
2.0
75.5
0.7
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
3.0
87.0
1.2
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
4.0
98.5
1.8
2.0
1.90
3.80
35
0.0
57.75
41.44
45.41
5.0
110.0
2.5
Qa t/m Δe (cm)
Depth (Df): 3m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
1.0
90.2
0.3
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
2.0
101.7
0.7
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
3.0
113.2
1.2
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
4.0
124.8
1.8
3.0
1.90
5.70
35
0.0
57.75
41.44
45.41
5.0
136.3
2.5
Qa t/m Δe (cm)
Zone 5 Fin-fan discharge cooler Substituting the corresponding values and employing a security factor of 3, the admissible load bearing capacity values for the square footings are presented in the tables below. Allowable Soil Bearing Capacity with a maximum settlement of 2.5cm. Depth (Df): 1m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
1.0
24.9
0.2
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
2.0
31.7
0.6
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
3.0
38.5
1.1
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
4.0
45.3
1.8
1.0
1.90
1.90
32
0.0
44.04
28.52
26.87
5.0
52.1
2.5
Date:
Rev.: MARZO 2013
1
Qa t/m Δe (cm)
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
Page: 42
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GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Depth (Df): 2m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
1.0
42.9
0.3
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
2.0
49.7
0.7
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
3.0
56.5
1.1
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
4.0
63.3
1.7
2.0
1.90
3.80
32
0.0
44.04
28.52
26.87
5.0
70.2
2.4
Qa t/m Δe (cm)
Depth (Df): 3m Square footing 2
2
Df
γ *t/m3
σ t/m2
φ
c* t/m
Nc
Nq
Nγ
B (m)
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
1.0
61.0
0.3
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
2.0
67.8
0.8
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
3.0
74.6
1.3
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
4.0
81.4
1.8
3.0
1.90
5.70
32
0.0
44.04
28.52
26.87
5.0
88.2
2.5
Qa t/m Δe (cm)
Slope stability For permanent slopes, we carried out an analysis by considering the subsoil as purely cohesion-less. Employing the above mentioned parameters, and assuming a slope height of 2m with a gradient ratio of 0.75: 1 (Horizontal: Vertical), a resultant security factor of 1.99 was obtained, which confirms the stability of the slope, considering the above mentioned height. The analysis is illustrated in the figure 4.6.1 and table 4.6.1 below:
Date:
Rev.: MARZO 2013
1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Figure 4.5.1 Results from the slope stability analysis
Table 4.5.1: Results from slope stability analysis showing a security factor of 1.99. FACTOR =
ϕ=
Cu =
γ=
0.0 PARA "S" PRESION DE PORO RESULTANTE DE LAS PRUEBAS TRIAXIALES 35 ° 2 0.0 t/m 3 2 kg/m
SLICE
WIDTH
No.
SLICE
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
OTHER
AREA m2.
Wi
Ni
Ti
ton.
ton.
ton.
Ni Li
0.16 0.40 0.81 1.73 2.16 1.74 1.08 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
S=
0.01
0.31 0.15 0.00 -0.15 -0.31 -0.48 -0.67 -0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 SF =
Date:
Rev.: MARZO 2013
22.50 23.50
1
0.01 0.00
16.12 16.12
Si
16.12 16.12
Si*Li
ton/m2
ton
0.00 0.00
0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
= 1.99
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
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GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) A critical height of 1.6 m was obtained, considering the parameters mentioned in the table below. This implies that excavations can be carried out with vertical walls up to a maximum depth of 1.6 m. For any excavations beyond 1.6 m of depth, a slope ratio of 0.25:1 (Horizontal: Vertical) will be employed.
Parameters Values 35 φ c 1.09 1.80 γ FS
Units degrees t/m² t/m 3
Critical depth Hc' (m) 1.6
3.00
Critical depth
φ
Nφ = tan2 (45° + ) 2
Hc =
J. Badillo II
Date:
Rev.: MARZO 2013
1
4c
γ
Nφ
Hc '=
1 4c FS γ
Nφ
Nφ
Hc
Hc'
3.69
4.65
1.55
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
Chapter 5 CONCLUSION AND RECOMENDATIONS
Based on the results from site exploration, laboratory tests and the desk work interpretations and analysis, the following conclusions and recommendations of geotechnical nature are presented as follows. •
According to visual inspection, the site has a flat topography with minor gradients.
•
Sixteen (6) Standard Penetration Borings (SPT) were executed at a depth of 20m and their corresponding logs are presented in Annex A and their process of execution is included in the Photographic Report (Annex E).
•
Two (2) test pits (TP) and four other pits for top soil sampling (TSS) were executed at different depths and their corresponding logs are presented in Annex A and their process of execution is included in the Photographic Report (Annex E).
•
Two (2) Electrical Resistivity tests were executed and the results obtained are presented in Annex C.
•
Two plate loading tests were executed with the aim of obtaining the soil modulus of subgrade reaction; the results obtained are presented in Annex D.
•
It’s important to note that the plate loading test PLT-2 presents very high values of initial strain; this is due to the presence of sands with relative density characterized as very loose to loose in the first 2 to 3m (see boring logs SPT-12 and 13).
•
The site stratigraphy is generally dominated by silty sands with traces of sandy silts. According to the soil profiles obtained, the site subsoil is homogeneous, as this can be evidenced by the boring logs presented in Annex A and in the site cross section profile presented below (see attached drawing 1992-ME-CE-001.DWG).
Date:
Rev.: MARZO 2013
1
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
•
According to the exploration works; Zone 1 (Interconnection Station) presents very loose to loose sands (frail sands), and for that reason, its recommended to execute replacement of soil (at minimum depth of 2.0m) with compacted fill, as described previously in chapter 4.1.
•
Soil replacement will be executed at a minimum depth of 1.8m for zone 3 and 4, where concrete blocks resting on mat foundations will be employed to receive compressor static and transient loads, observing the compaction conditions described previously in chapter 4.1.
•
The ground water level was measured periodically (save for SPT-8) and the resultant average values obtained are presented in the following table: PERIODIC MEASURING OF GROUND WATER LEVELS IN THE EXECUTED BOREHOLES (DEPTH IN METERS)
STANDARD PENETRATION TEST BOREHOLES SPT-13
JANUARY, 2013 24 25
21
22
23
26
28
29
30
9.34
9.38
9.47
9.48
9.47
9.35
9.41
9.30
9.41
17:00
09:00
09:00
10:00
09:00
08:00
09:00
08:00
09:00
10.97
10.80
10.80
10.73
10.72
10.73
10.79
09:00
10:00
09:00
08:00
09:00
08:00
09:00
7.46
7.47
7.41
7.52
7.43
7.43
16:20
09:00
08:00
10:00
08:00
09:00
7.89
7.82
7.89
7.82
08:00
10:00
08:00
09:00
7.85
7.87
08:00
09:00
AVERAGE LEVEL (METERS)
9.40
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
SPT-12
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
SPT-11
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
SPT-10
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
SPT-9
-
-
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
-
-
SPT-8
-
-
-
-
-
-
-
-
ESTIMATED TIME OF MEASURING GROUND WATER LEVEL
-
-
-
-
-
-
-
-
10.79
7.45
7.86
7.86
7.7 7.70 09:00
SHALLOWEST LEVEL DETECTED DEEPEST LEVEL DETECTED
Date:
Rev.: MARZO 2013
1
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GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) •
According to the subsoil encountered, foundation systems can be constructed on the natural grade after removing the top layer, save for the special cases where fill material has to be employed (Zones 1, 3, 4).
•
Soil chemical analysis was conducted in order to identify the potential presence of chlorides and sulfates, the results are shown in subchapter 2.2.3. Based to the ACI standards, normal concrete can be employed as the amount of sulfate concentrations encountered fall within the acceptable range and their harm to concrete is insignificant.
•
Prior to the construction process of building platforms, surface cleaning must be carried out to eliminate the compost layer which oscillates between 0.05 m to 0.2m.
•
Considering the characteristic of the project, the site stratigraphy and the resistance parameters obtained; footings and mat foundations are recommended. The resultant allowable bearing capacity values and the settlements obtained are presented in subchapter 4.5.
•
Only elastic or immediate settlements will be experienced and these will take place during the construction period, yielding a maximum value of 2cm.
•
All the mechanical parameters were obtained through empirical procedures employing corrected N blow counts from the standard penetration tests, as it was quite cumbersome to extract undisturbed samples due to the granular nature of the soil encountered.
•
It is important to note that the parameters for the analysis of the foundation systems is up to the depth indicated and we recommend that during the construction process, an engineer should be hired to make sure that the procedures stipulated in this report are strictly followed.
•
Taking into account the levels of present project, it is assumed that there will be cuts; therefore excavations can be made using vertical slopes up to 1.6m, and at a depth beyond the above mentioned height (1.6m), a slope ratio of 0.25:1.0 (Horizontal : Vertical) should be employed.
Date:
Rev.: MARZO 2013
1
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
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DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) •
For permanent slopes in cuts and embankments, a ratio of 0.50:1 (horizontal: vertical) and 0.75:1(horizontal: vertical) will be used respectively.
•
During construction, temporary slopes should be regularly evaluated for signs of movement or unsafe conditions. Soil slopes should be covered for protection from rain, and surface runoff should be diverted away from the slopes. For erosion protection, a protective cover of grass or other vegetation should be established on permanent soil slopes as soon as possible.
•
The selected fill material will be compacted up to 95% of its maximum dry density in layers of 20cm.
•
Before constructing the fill embankments, a stepped surface should be created to avoid fault planes that can cause lines of weakness in the embankment. This stepped surface can be built with a super elevation of 0.3m and a horizontal width of 2.5 m.
•
Ground floor slabs may be designed as a slab-on-grade supported by undisturbed residual soils or newly placed controlled fill.
•
After the strip off process, areas intended to support foundations, floor slabs, and new fill should be carefully evaluated by a geotechnical engineer or someone with sufficient experience in similar construction projects.
•
The proof rolling observation is an opportunity for the geotechnical engineer to locate inconsistencies intermediate of our boring locations in the existing subgrade. Any unsuitable materials observed during the evaluation and proof rolling operations should be undercut and replaced with compacted fill or stabilized in-place. The possible need for, and extent of, undercutting and/or inplace stabilization required could best be determined by the geotechnical engineer at the time of construction. Once the site has been properly prepared, at-grade construction may proceed.
•
For shallow foundations that will be constructed on compacted fill obtained from site, corresponding quality tests will have to be carried to verify compliance with the construction process and the compaction requirements indicated in this report.
Date:
Rev.: MARZO 2013
1
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DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) •
Once the excavations to accommodate the foundations have been completed, the bottom of the excavation will be protected in all cases with a thin layer of poor concrete f'c = 100 kg/cm2, with a thickness of at least 5 cm before proceeding to place concrete for the foundation.
•
The width of the excavation shall be such that the work of placing and removing formwork is made less complicated.
•
The excavations to accommodate foundations, can be refilled up to the required levels using onsite material, in layers no greater than 20.0 cm, compacted up to 95% of its maximum dry density, removing all the boulders with diameters larger than 5 ".
•
Based on the type of subsoil (granular) encountered, a sliding friction coefficient of 0.45 is recommended at the proposed foundation levels.
•
At rest pressure (Ko) of 2.3t/m2 for structures that will be constructed underground was obtained, considering the depth of 3m as shown in the graph below. At rest pressure (t/m2) 0.00 0.00
0.50
1.00
1.50
2.00
2.5
0.00
0.50
Depth (m)
1.00
1.50
2.00
2.50
3.00 0.00
2.30
3.50
Date:
Rev.: MARZO 2013
1
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
Page: 50
Of: 52
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS) •
Using the above graphic information lateral at rest pressure can be calculated at different depth up to a maximum depth of 3m.
•
The site under study doesn’t experience frost and as a result, no frost line or depth has been recommended.
Date:
Rev.: MARZO 2013
1
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
Page: 51
Of: 52
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION (ACS)
REFERENCES 1.- Comisión Federal de Electricidad (CFE), 2008 “Manual de Diseño de Obras Civiles. Estructuras, Diseño por Sismo”, México. 2.- Terzaghi, K, Peck, B.R., y Mesri, G. (1996), Soil Mechanics in Engineering Practice, 3er Ed. 3.- AASHTO LRFD (2004), Bridge Design Specifications. Foundations Design. USA. 4.- Hoek, E., P. K. Kaiser & Bawdeb (1995): Support of underground excavations in hard rock. 5.- J. E. Bowles, “Foundation Analysis and Design”, McGraw Hill, Fifth edition, 1996, USA.
6.- Principio de ingeniería de cimentaciones, Braja M. Das., International Thomson Editores, 2001 7.- Comisión Federal de Electricidad, Manual de Diseño de Obras Civiles, B.2.4. Cimentaciones en suelo, 1981. 8. American Concrete Institute ACI, Norma ACI 318-02 (vigente) 9. Mecánica de Suelos, Tomo I y II (1992).Tercera edición, Juárez Badillo y Rico Rodríguez, Editorial Noriega.
Date:
Rev.: MARZO 2013
1
Doc. No.: DIC_02_13 Intergen Altamira Compression Station (ACS)
Page: 52
Of: 52
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
ANNEX A BORING AND TEST PIT LOGS
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 1
Of: 15
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
SPT BORING LOGS
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 2
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Boriing log for S SPT-8 Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 3
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Boriing log for S SPT-9 Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 4
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Borin ng log for SP PT-10
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 5
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Borin ng log for SP PT-11 Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 6
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Borin ng log for SP PT-12 Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 7
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Borin ng log for SP PT-13
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 8
Of: 15
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
TEST PIT LOGS
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 9
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Testt pit log for TP-8
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 10
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Testt pit log for TP-9
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 11
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Test pit log for T TSS-1
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 12
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Test pit log for T TSS-2
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 13
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Test pit log for T TSS-3
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 14
Of: 15
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Test pit log for T TSS-4
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 15
Of: 15
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
ANNEX B LABORATORY RESULTS
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 1
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
SPECIFIC GRAVITY OF SOILS
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 2
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 3
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 4
Of: 18
GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
Rev.: FEBRU UARY 2013
0
Doc. D No.: DIC_02_13 Intergen Altamiraa Compression Staation
Page: 5
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
INDEX PROPERTIES
Date:
Rev.: FEBRUARY 2013
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 6
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-8
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
5.4%
M-2
0.60
1.20
1.8%
M-3
1.20
1.80
3.8%
M-4
1.80
2.40
7.5%
M-5
2.40
3.00
4.0%
M-6
3.00
3.60
5.3%
M-7
3.60
4.20
4.8%
M-8
4.20
4.80
8.5%
G
M-9
4.80
5.40
11.5%
5.40
6.00
10.9%
M-11
6.00
6.60
18.2%
M-12
6.60
7.20
25.0%
M-13
7.20
7.80
20.1%
M-14
7.80
8.40
25.1%
M-15
8.40
9.00
15.9%
M-16
9.00
9.60
M-17
9.60
10.20 10.8%
M-18
10.20
10.80
M-19
10.80
11.40 14.1%
M-20
11.40
12.00
M-21
12.00
12.60 15.2%
M-22
12.60
13.20 11.7%
M-23
13.20
13.80 17.0%
M-24
13.80
14.40 14.1%
M-25
14.40
15.00 19.0%
PI
USCS
F
0.0%
72.0%
28.0%
SM
0.0%
73.0%
27.0%
SM
5.0%
48.0%
47.0% 21.0% 18.0%
0.0%
67.0%
33.0%
SM
0.0%
73.0%
27.0%
SM
0.0%
75.0%
25.0%
SM
1.0%
54.0%
45.0%
SM
0.0%
64.0%
36.0%
SM
0.0%
70.0%
20.0%
SM
SM
3.0%
9.2%
M-26
15.00
15.60 20.8%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
20.8% 13.2% 16.0% 16.4% 9.6% 17.1% 18.6% 14.9%
Rev.: FEBRUARY 2013
A
PL
-
M-10
Date:
LL
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 7
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-9
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
3.1%
M-2
0.60
1.20
10.3%
M-3
1.20
1.80
9.8%
M-4
1.80
2.40
3.7%
M-5
2.40
3.00
3.4%
M-6
3.00
3.60
4.4%
M-7
3.60
4.20
3.7%
M-8
4.20
4.80
9.4%
M-9
4.80
5.40
11.0%
M-10
5.40
6.00
17.4%
M-11
6.00
6.60
22.9%
M-12
6.60
7.20
19.8%
M-13
7.20
7.80
M-14
7.80
8.40
M-15
8.40
9.00
10.1%
M-16
9.00
9.60
M-17
9.60
10.20 12.8%
M-18
10.20
10.80
M-19
10.80
11.40 12.4%
M-20
11.40
12.00
M-21
12.00
12.60 10.4%
M-22
12.60
13.20 11.3%
M-23
13.20
13.80 14.3%
M-24
13.80
14.40 14.4%
M-25
14.40
15.00 16.4%
M-26
15.00
15.60 16.8%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
Date:
G
A
PL
PI
USCS
F -
SM
7.0%
62.0%
31.0%
0.0%
17.0%
83.0%
0.0%
51.0%
49.0% 33.0% 26.0%
21.5%
0.0%
83.0%
17.0%
SM
9.7%
9.0%
71.0%
20.0%
SM
11.0%
64.0%
25.0%
SM
5.0%
66.0%
29.0%
SM
0.0%
53.0%
47.0%
SM
2.0%
71.0%
27.0%
SM
0.0%
68.0%
32.0%
SM
9.1%
SM
7.0%
9.9%
16.7% 15.4% 18.0% 18.1% 18.2% 16.5% 18.2% 11.5%
Rev.: FEBRUARY 2013
LL
0
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 8
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-10
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
7.0%
M-2
0.60
1.20
11.3%
M-3
1.20
1.80
14.7%
M-4
1.80
2.40
8.1%
M-5
2.40
3.00
9.6%
M-6
3.00
3.60
2.2%
M-7
3.60
4.20
2.9%
M-8
4.20
4.80
7.3%
M-9
4.80
5.40
18.6%
M-10
5.40
6.00
19.3%
M-11
6.00
6.60
24.3%
M-12
6.60
7.20
18.8%
M-13
7.20
7.80
22.0%
M-14
7.80
8.40
20.3%
M-15
8.40
9.00
10.3%
M-16
9.00
9.60
13.9%
G
9.60
10.20 12.1%
M-18
10.20
10.80 12.1%
M-19
10.80
11.40
6.8% 8.1%
M-20
11.40
12.00
M-21
12.00
12.60 14.8%
M-22
12.60
13.20 18.4%
M-23
13.20
13.80 13.8%
M-24
13.80
14.40 21.8%
M-25
14.40
15.00 19.4%
M-26
15.00
15.60 13.7%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
16.0% 16.3% 15.3% 16.7% 17.0% 12.3% 20.9% 13.4%
Rev.: FEBRUARY 2013
A
PL
PI
USCS
F -
M-17
Date:
LL
0
6.0%
71.0%
23.0%
SM
5.0%
68.0%
27.0%
SM
0.0%
16.0%
84.0% 53.0% 35.0% 18.0%
MH
0.0%
86.0%
14.0%
SM
4.0%
67.0%
29.0%
SM
10.0%
64.0%
26.0%
SM
2.0%
73.0%
25.0%
SM
1.0%
79.0%
20.0%
SM
1.0%
85.0%
14.0%
SM
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 9
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-11
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
9.3%
M-2
0.60
1.20
12.7%
M-3
1.20
1.80
10.9%
M-4
1.80
2.40
5.2%
M-5
2.40
3.00
3.1%
M-6
3.00
3.60
3.5%
M-7
3.60
4.20
4.2%
M-8
4.20
4.80
17.2%
M-9
4.80
5.40
12.2%
M-10
5.40
6.00
34.5%
M-11
6.00
6.60
28.8%
M-12
6.60
7.20
31.8%
M-13
7.20
7.80
14.1%
M-14
7.80
8.40
16.1%
M-15
8.40
9.00
19.6%
M-16
9.00
9.60
12.8%
M-17
9.60
10.20 14.1%
M-18
10.20
10.80 10.7%
M-19
10.80
11.40 10.4%
M-20
11.40
12.00
M-21
12.00
12.60 15.4%
M-22
12.60
13.20 11.1%
M-23
13.20
13.80 15.5%
M-24
13.80
14.40 10.3%
M-25
14.40
15.00 21.1%
M-26
15.00
15.60 16.4%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
Date:
G
A
PL
PI
USCS
F -
8.4%
17.7% 16.3% 17.0% 17.2% 15.9% 18.2% 8.4% 21.3%
Rev.: FEBRUARY 2013
LL
0
1.0%
79.0%
20.0%
SM
7.0%
71.0%
22.0%
SM
2.0%
40.0%
58.0%
ML
0.0%
11.0%
89.0% 70.0% 41.0% 29.0%
MH
10.0%
66.0%
24.0%
SM
2.0%
78.0%
20.0%
SM
15.0%
62.0%
23.0%
SM
0.0%
64.0%
36.0%
SM
0.0%
83.0%
17.0%
SM
2.0%
84.0%
14.0%
SM
0.0%
59.0%
41.0%
SM
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 10
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-12
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
7.6%
M-2
0.60
1.20
7.5%
M-3
1.20
1.80
5.9%
M-4
1.80
2.40
8.7%
M-5
2.40
3.00
8.4%
M-6
3.00
3.60
4.4%
M-7
3.60
4.20
5.4%
M-8
4.20
4.80
4.8%
G
M-9
4.80
5.40
3.6%
5.40
6.00
8.9%
M-11
6.00
6.60
9.3%
M-12
6.60
7.20
7.3%
M-13
7.20
7.80
5.3%
M-14
7.80
8.40
3.3%
M-15
8.40
9.00
8.4%
M-16
9.00
9.60
9.5%
M-17
9.60
10.20
9.4%
M-18
10.20
10.80 17.0%
M-19
10.80
11.40 11.5%
M-20
11.40
12.00 14.1%
M-21
12.00
12.60 12.2%
M-22
12.60
13.20 14.3%
M-23
13.20
13.80 17.8%
M-24
13.80
14.40 19.6%
M-25
14.40
15.00 14.6%
M-26
15.00
15.60 15.4%
M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
21.0% 23.6% 11.9% 19.6% 17.1% 19.1% 18.9% 10.5%
Rev.: FEBRUARY 2013
A
PL
PI
USCS
F -
M-10
Date:
LL
0
0.0%
84.0%
16.0%
SC
0.0%
84.0%
16.0%
SC
0.0%
69.0%
31.0%
SM
24%
43.0%
33.0%
SM
0.0%
70.0%
30.0%
SM
0.0%
58.0%
42.0%
SM
0.0%
67.0%
33.0%
SM
0.0%
66.0%
34.0% 25.0% 22.0%
0.0% 0.0%
82.0% 38.0%
18.0% 62.0% 24.0% 20.0%
0.0%
88.0%
12.0%
SP-SM
0.0%
52.0%
48.0%
SM
3.0%
SM
4.0%
SM ML
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
Page: 11
Of: 18
GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
BORING
No.
SPT-13
SAMPLE
w FROM
TO
No.
m
m
M-1
0.00
0.60
6.3%
M-2
0.60
1.20
10.3%
M-3
1.20
1.80
16.0%
M-4
1.80
2.40
4.7%
M-5
2.40
3.00
9.9%
M-6
3.00
3.60
3.8%
M-7
3.60
4.20
5.4%
M-8
4.20
4.80
5.2%
G
M-9
4.80
5.40
4.2%
5.40
6.00
3.3%
M-11
6.00
6.60
11.3%
M-12
6.60
7.20
4.0%
M-13
7.20
7.80
6.7%
M-14
7.80
8.40
6.9%
M-15
8.40
9.00
13.8%
M-16
9.00
9.60
17.3%
M-17
9.60
10.20 13.4%
M-18
10.20
10.80 14.3%
M-19-1
10.80
10.98 16.1%
M-19-2
10.98
11.40 18.7%
M-20
11.40
12.00 19.2%
M-21
12.00
12.60 22.8%
M-22
12.60
13.20 24.0%
M-23
13.20
13.80 16.7%
M-24
13.80
14.40 19.2%
M-25
14.40
15.00 13.2%
M-26 M-27 M-28 M-29 M-30 M-31 M-32 M-33 M-34
15.00 15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80
15.60 16.20 16.80 17.40 18.00 18.60 19.20 19.80 20.40
22.6% 19.6% 22.3% 19.0% 18.6% 17.2% 18.7% 15.2% 12.2%
Rev.: FEBRUARY 2013
A
PL
PI
USCS
F -
M-10
Date:
LL
0
25.0%
57.0%
18.0%
SM
9.0%
60.0%
31.0%
SM
0.0%
60.0%
40.0%
SM
0.0%
55.0%
45.0%
SM
0.0%
29.0%
71.0% 43.0%
34%
9.0%
ML
0.0% 0.0%
25.0% 73.0%
75.0% 27.0% 24.0% 27.0%
3.0%
ML
0.0%
85.0%
15.0%
SM
0.0%
77.0%
23.0%
SM
Doc. No.: DIC_02_13 Intergen Altamira Compression Station
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
% OF PARTICLES
DEPTH
TEST PIT
SAMPLE
w
LL
PL
PI
USCS
FROM
TO
No.
m
m
M-1
0.20
0.30
4.8%
0.0%
80.0%
20.0%
SC
M-2
0.60
0.80
7.7%
0.0%
82.0%
18.0%
SC
M-3
1.40
1.60
10.9%
8.0%
69.0%
23.0%
SC
(T-S-S-1)
M-1
0.50
0.70
6.8%
0.0%
84.0%
16.0%
SM
(T-S-S-2)
M-1
0.50
0.70
9.7%
0.0%
79.0%
21.0%
SM
(T-S-S-3)
M-1
0.50
0.70
11.7%
0.0%
80.0%
20.0%
SM
(T-S-S-4)
M-1
0.35
0.55
10.6%
0.0%
78.0%
22.0%
SM
M-1
0.50
0.70
4.0%
0.0%
63.0%
37.0%
SM
M-2
0.90
0.95
9.6%
0.0%
82.0%
18.0%
SM
M-3
1.20
1.30
9.9%
0.0%
80.0%
20.0%
SM
No.
(TP-08)
(TP-09)
Date:
G
F -
Rev.: FEBRUARY 2013
A
0
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
SOIL QUALITY TESTS
Date:
Rev.: FEBRUARY 2013
0
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GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
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0
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Date:
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0
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Geophysical Survey
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Control sheet FO-7.5.3-04.1
GEOPHYSICAL SURVEY (ANNEX C)
INTERGEN ALTAMIRA COMPRESSION STATION (ACS) ALTAMIRA, TAMAULIPAS
SAMSUNG ENGINEERING CO. TITLE:
GEOPHYSICAL SURVEY MEASUREMENT OF ELECTRICAL RESISTIVITY REFERENCE No.:
PROJECT:
1992 GMS PREPARED BY:
INTERGEN ALTAMIRA COMPRESSION STATION (ACS) LOCATION:
Eng. Ignacio Ávila Carreón Cédula: 1899346 REVIEWED BY:
Eng. Pedro Ramírez Molina Cédula 3018470 APPROVED BY:
Eng. Gerardo Gallo Aguilar Cédula: 1072743
ALTAMIRA, TAMAULIPAS. . RECEIVED BY:
DATE:
ENG. OSCAR MENDOZA MUÑOZ CONTROL No:
REVISIÓN No. :
DIC-2/13
FEB. 13 PAGES:
0
29 REVISIÓN 02
Geophysical survey
DIC 002/13
Project: Intergen Altamira Compression Station
GEOPHYSICAL SURVEY SAMSUNG ENGINEERING CO. ALTAMIRA, TAMAULIPAS. DETERMINATION OF SOIL RESISTIVITY FOR DESIGNING EARTHLING SYSTEMS.
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GEOPHYSICAL STUDY CONDUCTED FOR SAMSUNG ENGINEERING CO. INTERGEN ALTAMIRA COMPRESSION STATION (ACS) LOCATED IN THE INDUSTRIAL CORRIDOR OF ALTAMIRA, TAMAULIPAS
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CONTENTS CHAPTER
1.0
GENERALITIES Y OBJECTIVES ANTECEDENTS OBJECTIVE OF THE SURVEY
CHAPTER
1.1
ACCESS AND LOCATION
1.2
METHOD OF WORK
2.0
GEOLOGY
2.1
PHYSIOGRAPHY
2.2
HIDROLOGY
2.3
GEOLOGY
CHAPTER 3.0
GEOPHYSICAL EXPLORATION
3.1
SURVEY METHOD
3.2
EQUIPMENT EMPLOYED
CHAPTER 4.0 4.1 CHAPTER 5.0
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RESULTS INTERPRETATION OF RESULTS CONCLUSIONS
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Chapter 1 GENERALITIES AND OBJECTIVES ANTECEDENTS Given the need to ascertain the electrical resistivity properties of the subsoil corresponding to the site where amplification works for the ``Intergen Altamira Compression Station project´´ will be carried out; Geo Grupo del Centro, S. A. de C.V. was requested to realize a geophysical survey on the site located in Circuito Mar de Kara, near Boulevard de los Rios, industrial corridor in Altamira, Tamaulipas.
It is very essential for the electrical substations to have an earthling system installed, as this helps in downloading generated residue electrical currents to the subsoil. The same system also helps in downloading the telluric electrical currents generated by atmospheric phenomena like the thunder storms and rains, thus providing protection for the stuff plus the installed equipment at the station.
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OBJECTIVE OF THE SURVEY The objective of this survey is to determine the electrical resistivity characteristics of the subsoil, with the aim of discovering the type of material the latter is made of, in order to determine the corresponding Ohmic resistance in 2 proposed points, through vertical electrical soundings, marked as RES 05 and RES 06, employing the Wenner electrodic arrangement, as this is suitable for the construction of the earthling system.
1.1
ACCESS AND LOCATION
The access to the site is done departing from the city of Tampico, through the Altamira Industrial Corridor until you reach the entrance to the building of the company known as Posco Mexico, turn left down the street Circuito Mar de Kara, and walk about 170 m until you reach the site under study, on the left.
The site has the following geographic coordinate approximately (WGS84)
X= 14’612,551 E Y= 2’486,921 N See map "Location of Electrical Resistivity Surveys” Pág. 23
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The location of the Electrical Resistivity Surveys is in the following geographical coordinates.
VERTICAL ELECTRIC SOUNDING GAS NATURAL STATION (RES 05)
RHUMB
SEV 01 LINE 1
NW85⁰SE
SEV 01 LÍNE 2
COORDINATES
(WGS 84)
X
Y
14 612 525
2 486 855
NE05⁰SW VERTICAL ELECTRIC SOUNDING
GAS NATURAL STATION (RES 06)
RHUMB
SEV 02 LINE 1
E-W
SEV 02 LÍNE 2
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COORDINATES X
(WGS 84) Y
14 612 270
2 486 931
N-S
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LOCATION OF THE AREA UNDER STUDY FIGURENo. 01
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AREAL VIEWOF THE AREA UNDER THE STUDY FIGURE No. 2.
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1.2
METHOD OF WORK
1.2.1 Field activities With the information obtained from the field trip and the corresponding plans available, the site where the vertical electrical soundings (SEV) were to be carried out was identified. It was necessary to position the grid points known as RES 05 and RES 06, on the site under study. The direction of the grid points was aligned in two directions, with a common center, seeking not to damage the sparse vegetation of the area. The lines for the vertical electrical soundings have the following electrodic distances, AB/3: Minimal distances from; 0.50, 1.0, 2.0, 3.0, 4.0 m. Additional distances from; 5.0, 7.0, 10.0, 12.0, 15.0, 20.0, 24.0 y 30.0 m. The soundings have been set up in a geometric configuration known as the tetraelectrodic Wenner arrangement, as can be seen in the following illustration (figure 3).
FIGURE 3 ELCTRODIC WENNER ARREY
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Chapter 2 GEOLOGY 2.1
PHYSIOGRAPHY
Gulf coastal plain
This province extends from Florida to Yucatan and is bounded on the coastal side of the Gulf of Mexico by a number of lagoons. In the north and south of Veracruz, the coastal plain is separated respectively by the volcanic axis and the Macizo de los Tuxtlas, and finally limited on the western side by the Sierra Madre Occidental. The plain portion is relatively a narrow belt in some parts.
In different parts along the coast, the following materials of Quaternary age are found: Dunes (sands and silty sands), beach deposits (sand and silty sand), and alluvial deposits (sands and clays). Inland away from the coast, there are formations of Tertiary and occasionally outcrops of Cretaceous age close to the limits with this province and Sierra Madre Oriental.
In the north central province (area of Ciudad Victoria, Tampico and Veracruz Upstate), the rocks that can be observed from the western border to the east of the plain of the Gulf are composed of sediments ranging from Jurassic to Recent , and with relatively simple geological structure compared with that of the Sierra Madre Oriental.
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2.2
REGIONAL GEOLOGY
The rocks are represented by limestone, shale, siltstone, sandstone and gypsum from Jurassic Formations (Formations like La Joya, Novillo, Olvido and La Casita); limestone, marl, shale, siltstones and dolomites of Cretaceous Formations (formations like San Felipe, El Abra, Tamabra , Tamaulipas, Mendez, Cardenas, etc..) sandstones, shale, limestone, sands, clays and conglomerates of the Tertiary Formations (Vicksburg, Catahoula, Sorrel Chapopote, Aragon, Midway, Tuxpan, etc..) and conglomerates, gravels, sands and clays Quaternary caliche (Reynosa Formations, Lissie, Goliad, Acatlapa, etc.).
Tertiary sediments in this province include conglomerates, sands, clays, shale, siltstones and sandstones ranging in age from Eocene to Pliocene, and these are roughly oriented parallel to the Gulf of Mexico, such that their ages are lower as they approach the coast, they also have characteristic regional inclination in the direction towards the coast, with noticeable thickening of the formations in the same direction.
Tectonically, the region shows little deformation (folding). The most notable ones are occurring on the western side and they appear in the exposed Eocene sediments, whose structural axes are shown substantially parallel to the folds of the Sierra Madre Oriental. The faulting has a general direction NS and is of the normal type with its fallen Eastern Bloc. These features were apparently formed in the late Eocene and early Oligocene.
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2.3
LOCAL GEOLOGY
There is a flat topography with very gentle slope towards the Gulf of Mexico, with small undulations defining poorly drained low-lying areas that remain flooded most of the year. Near the coast there are also many marshes and estuaries subject to tidal variation.
Outside the study area, a materials bank can be viewed, which exposes a massive sandstone outcrop of medium compactness to the surface with a thickness of 2.20 m.
A 1.40 m thickness unit with lenses of 2 to 10 cm follows the less consolidated sand towards the base of the excavation cut; a layer of 1.9 m thick formed by intercalation of massive consolidated sandstone with medium compactness of sandstone is detected. This materials bank has a cross-bedding stratigraphy.
2.4
STRUCTURAL GEOLOGY
The buried structures of this area have characteristic of salt domes which resemble isolated salt columns or intrusive masses of great extension. "Due to salt dissolution or the exploitation of the same can originate cavities, which can cause subsidence rate recorded in a large area. The Laguna de Tabasco appears to be a good example of dissolution subsidence. “These domes are usually associated with the existence of sulfur and oil.
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Three major crustal faults that cross the territory of the State of Veracruz and end into the Gulf of Mexico just north of Coatzacoalcos, are considered major structures in the region known as Zacamboxo and Clarion faults, which run approximately parallel to each other in the direction West-East and the probable fault of the Istmo de Tehuantepec, which crosses the former in the direction South-North. This fault has been associated with the epicenters which have generated the greatest consequential earthquakes in the region.
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Chapter3 GEOPHYSICAL EXPLORATION 3.1 SURVEY METHOD The DC electrical resistivity methods consist of inducing current in the ground by employing electrodes (known as A and B), nailed in the soil; the generated electric field is obtained by measuring the potential difference V between the two other electrodes known as M and N. To obtain the experimental parameter known as the apparent resistivity (measured in ohmm), the potential difference V is divided by the induced current quotient (I), and then multiplied by K which is a constant that takes into account the type of arrangement employed. The apparent resistivity is practically a parameter that demonstrates the amount of difficulty for the induced electric current to go through a given material measured in ohm-m.
The geometry of the soundings is illustrated in figure A, where the electrodes A and B are symmetrically fixed after the M and N, positioned in a collinear manner with spacing equal to AB. Each position of the current and potential electrodes implies different values in the measurement of; electric current I, potential difference o voltage V and the geometric constant K, parameters that are need to determine the apparent resistivity. With the arranged pairs of AB/3 and the apparent resistivity, a curve of a is drawn, which is afterwards compared with the theoretical models until a satisfactory adjustment has been reached, the latter is correlated with the geological data to obtain a physical model of the subsoil.
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a
a
a
I
a = a = AB/3
FIGURE 3 ELCTRODIC WENNER ARREY The collected geophysical field data was analyzed using the following procedures:
The field results were adjusted due to lateral variations, in a unique way for each position of measurement, and the interpretations were carried out using, graphical and analytical techniques plus specialized computer programs, with the aim of obtaining representative geo-electrical models of the prevailing geological conditions of the subsoil.
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In the resistivity calculation, the A/B relation (spacing vs electrode depth) was taken into account. If the A/B ratio is less than 20, then the following formula is employed to calculate the resistivity of the soil.
If the length of “B” is very small compared to that of “A”, that is to say; the A/B ration is greater or equal to 20, it is assumed that B=0 and the formula to be employed reduces to:
3.2
EQUIPMENT EMPLOYED
To carry out the survey, a French made SYSCAL R1 switch 48 transmitter-receiver resistivimeter was employed.
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Chapter 4 RESULTS
With the use of the geometrical Wenner array with the Syscal equipment, the established inter electrode spacings and the employment of electrodes at indicated depths, it was possible to obtain the resistivity curves and models in each position (SEV), thereby indicating the resistivity characteristics of the subsoil plus the prevailing geological-geophysical corresponces.
According to the established inter electrode spacings, a summary of the results obtained in each position (SEV) is shown in the following tables, with the aim of illustrating the ohmic resistance values obtained in the field.
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SITE UNDER STUDY “ INTERGEN ALTAMIRA COMPRESSION STATION (ACS)” RES 05 GENERAL AVERAGE
RES 05
SPACING BETWEEN ELECTRODES (A) (m)
SUNK ELECTRODES (B) (m)
RELATION A/B -
RESISTANCE VALUE (Ω)
CALCULATED RESISTIVITY (Ω m)
0.5 1.0 2.0 3.0 4.0 5.0 7.0 10.0 12.0 15.0 20.0 24.0 30.0
0.16 0.16 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27
3.13 6.25 7.41 11.11 14.81 18.52 25.93 37.04 44.44 46.30 59.26 88.89 111.11
27.89 21.37 13.14 6.21 3.56 2.37 1.46 0.68 0.59 0.44 0.31 0.30 0.17 6.04
101.2 140.0 170.2 118.8 90.1 74.7 64.1 42.9 44.3 41.4 39.5 45.0 32.1 77.26
GENERAL AVERAGE
Observations
FORMAT 1- Resistivity measurement of soil for earthing systems for plants and electrical substations. REFERENCE STANDARD NRF-011-CFE
RES 06 GENERAL AVERAGE.
RES 06
SPACING BETWEEN ELECTRODES (A) (m)
SUNK ELECTRODES (B) (m)
RELATION A/B -
RESISTANCE VALUE (Ω)
CALCULATED RESISTIVITY (Ω m)
0.5 1.0 2.0 3.0 4.0 5.0 7.0 10.0 12.0 15.0 20.0 24.0 30.0
0.16 0.16 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27 0.27
3.13 6.25 7.41 11.11 14.81 18.52 25.93 37.04 44.44 46.30 59.26 88.89 111.11
35.28 25.34 13.51 9.44 7.04 5.91 4.01 2.17 1.51 0.89 0.45 0.27 0.15 8.15
128.0 166.1 175.1 180.5 178.5 186.7 176.2 136.5 114.0 83.8 56.0 40.0 27.5 126.84
PROMEDIO GENERAL
FORMAT 1- Resistivity measurement of soil for earthing systems for plants and electrical substations. REFERENCE STANDARD NRF-011-CFE
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4.1
INTERPRETATION OF RESULTS
The regitered resistivities using the IX1D package can be seen on page 27, in each figure, the resistivity curves and spacings (resistivity destrubution model), as well as the real resisivity variations in the subsoil layers of the site under study. According to the values of resistivity plus the generated curves, the following results are shown in the table below. RES 05 VERTICAL ELECTRIC SOUNDING POSSIBLE GEOLOGICAL - GEOPHYSICAL CORRESPONDENCE
AVERAGE VALUES THICKNESS (m)
DEPTH (m)
RESISTIVITY ( Ω-m)
0.6
0.6
95.9
1.0
1.6
322.3
22.4
24.0
38.3
GAS NATURAL STATION RES 05
α
α
23.4
U1 Surface layer: Sandstone medium compactness and Arenas with little silt, presence of clams and roots in the dry state. U1' Average compactness Sandstone Arenas dense with little silt, with presence of clams. U2
Sandstone half dense compactness
U3 Average compactness sandstone and coquina dense, moist
In general, one can say four resistivity units were detected, and they are similar to each other; the first unit of resistivity are termed as U1 constituted by a superficial layer of medium compactness Sandstones and sand with little silt, coquina and presence of roots, in a dry state, with values of 95.9 Ω-m. This stratum is followed by unit U1' constituted by Sandstone of medium to dense compactness and sand with little silt, and presence of coquina, with values less than 322.3 Ω-m, followed by the unit U2 formed by Sandstones of medium to dense compactness, with lower values in the order of 38.3 Ω-m and finally unit U3 which is associated with wet Sandstone of medium to dense compactness with coquinas, with values of 4.23 Ω-m.
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RES 06 VERTICAL ELECTRIC SOUNDING POSSIBLE GEOLOGICAL - GEOPHYSICAL CORRESPONDENCE
AVERAGE VALUES THICKNESS (m)
GAS NATURAL STATION RES 06
DEPTH (m)
RESISTIVITY ( Ω-m)
0.5
0.5
132.0
8.6
9.1
193.4
α
α
15.4
U1 Surface layer: Sandstone medium compactness and Arenas with little silt, presence of clams and roots in the dry state. U1' Average compactness Sandstone Arenas dense with little silt, with presence of clams. U3 Average compactness sandstone and coquina dense, moist
In general, one can say four resistivity units were detected, and they are similar to each other; the first unit of resistivity are termed as U1 constituted by a superficial layer of medium compactness Sandstones and sand with little silt, coquina and presence of roots, in a dry state, with values of 132.0 Ω-m. This stratum is followed by unit U1' constituted by Sandstone of medium to dense compactness and sand with little silt, and presence of coquina, with values less than 193.4 Ω-m, followed by the unit U2 formed by Sandstones of medium to dense compactness, with lower values in the order of 38.3 Ω-m and finally unit U3 which is associated with wet Sandstone of medium to dense compactness with coquinas, with values of 15.4 Ω-m.
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Chapter5 CONCLUSIONS
The type of material, the ohmic resistance and the resistivity values of the soils corresponding to the zone under investigation, will allow us to attend to the technical specifications for the designing of earthling systems, for soils with aparent resistivities less than 100 Ω-m m on the ground (resistivity unit U2, as second stratum, except for RES 06 as a third layer, at a greater depth)
Below is a table summarizing the actual resistivity average values as well as the corresponding thicknesses and geologicalgeophysical correspondences. GEOPHYSICS RESISTIVITY (ΩTHICKNESS (m) UNIT m)
POSSIBLE GEOLOGICAL - GEOPHYSICAL CORRESPONDENCE
U1
95.9 a 132.0
0.5 a 0.6
U1 TOP LAYER: MEDIUM DENSITY SANDSTONE WITH LITTLE SILT, PRESENCE OF COQUINAS AND ROOTS, IN A DRY STATE.
U1'
193.4 a 322.3
1.0 a 8.6
U1' MEDIUM DENSITY SANDSTONE AND SAND WITH LITTLE SILT, AND PRESENCE OF COQUINAS
U2
38.3
22.4
U3
15.4 a 23.4
α
U2
MEDIUM TO DENSE SANDSTONE.
U3 MOIST MEDIUM TO DENSE SANDSTONE WITH COQUINAS, IN WET A SATURED STATE.
It can be concluded that the resistive layers with low resistivity values found (<100 Ω-m), correspond to the resistivity units "U2" (with 38.3 Ω-m) found in the RES 05, and in the VES termed as RES 06, unit "U3" has resistivity values of 15.4 Ω-m, but at a depth of 9.1 m as the layer that overlies correponds to the values of around around 190 Ω-m.
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No. Doc.: DIC-02/13 Intergen Altamira compression station
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Geophysical Survey
DIC 02-13
Project: Intergen Altamira compression station (ACS)
VERTICAL ELECTRICAL SOUNDING RES 05 Y 06
LOCATION OF VERTICAL ELETRICAL SOUNDINGS (RES 05 Y 06) PLAN No. 01
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Geophysical Survey
DIC 02-13
Project: Intergen Altamira compression station (ACS)
SYMBOLOGIES COUSE LINE L1 LINE ONE L2 LINE TWO
VERTICAL ELECTRICAL SOUNDING RES 05 Y 06
LOCATION PLAN FOR THE VERTICAL ELECTRICAL SOUNDINGS GRID LINES PLAN No. 2
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DIC 02-13
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GEOLOGICAL MAP PLAN No. 3
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Geophysical Survey
DIC 02-13
Project: Intergen Altamira compression station (ACS)
ANNEX 1 RESISTIVITY CURVES AND MODELS
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Geophysical Survey
DIC 02-13
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RESISTIVITY CURVES AND MODELS (RES 05 Y 06)
RES 05
RES 06
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Geophysical Survey
DIC 02-13
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ANNEX
FIELD DATA. RES 05
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DIC 02-13
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RES 06
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GEOTECHNICAL REPORT
DIC-02/13
PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
ANNEX D PLATE LOADING TEST RESULTS
Date:
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
PLATE LOADING TEST 1 JANUARY 01, 2013
REPORT : DATE : PLATE DIAMETER :
30.00 cm .
kc1=
3 2.33 kg/cm
STRAIN CONASTANT
0.01 m m
kc2=
3 176.84 kg/cm
kc3=
3 261.98 kg/cm
LOCATION :
INTERGEN COMPRESSION STATION ALTAMIRA (ACS) PLT 2 (TP-08) VERTICAL
TYPE :
706.86 No.
STRAIN
LOAD READING kg
PRESSURE kg/cm2
LOADING
UNLOADING
LOADING
UNLOADING
LOADING
UNLOADING
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000
0.0 1.4 2.8 4.2 5.7 7.1 8.5 9.9 11.3 12.7 14.1
0.00 0.51 4.77 9.06 12.90 24.79 30.30 34.66 39.27 41.90 43.67
43.32 43.32 43.47 43.53 43.59 43.63 43.67 43.69 43.70 43.69 43.67
43.32 43.30 43.33 43.39 43.45 43.54 43.61 43.67 43.79 44.08 44.45
44.11 44.11 44.26 44.32 44.39 44.44 44.45 44.48 44.49 44.48 44.45
44.11 44.15 44.22 44.26 44.30 44.34 44.41 44.46 44.53 44.66 45.06
44.74 44.74 44.85 44.95 45.01 45.03 45.06 45.09 45.08 45.08 45.06
1 2 3 4 5 6 7 8 9 10 11
1 st CYCLE
2 nd CYCLE
3 rd CYCLE
STRESS-STRAIN GRAPH 16
Stress kg/cm2
14 12 10 8 6 4 2 0 0
5
10
15
20 Strain
25
30
35
40
45
50
mm
Figure 1 Plate loading test for PLT-1
Date:
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
PLATE LOADING TEST DATE :
1 JANUARY 26, 2013
REPORT :
PLATE DIAMETER :
30.00 cm .
kc1=
3 202.10 kg/cm
STRAIN CONASTANT
0.01 m m
kc2=
3 707.36 kg/cm
kc3=
3 428.70 kg/cm
LOCATION :
INTERGEN COMPRESSION STATION ALTAMIRA (ACS) PLT 1 (TP-09) VERTICAL
TYPE :
706.86 No.
STRAIN
LOAD READING kg
PRESSURE kg/cm2
LOADING
UNLOADING
LOADING
UNLOADING
LOADING
UNLOADING
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000
0.0 1.4 2.8 4.2 5.7 7.1 8.5 9.9 11.3 12.7 14.1
0.00 0.02 0.04 0.13 0.23 0.30 0.36 0.46 0.52 0.59 0.64
0.10 0.10 0.14 0.17 0.20 0.22 0.26 0.27 0.43 0.54 0.64
0.10 0.12 0.17 0.17 0.20 0.20 0.21 0.24 0.27 0.30 0.33
0.07 0.07 0.10 0.15 0.18 0.23 0.24 0.28 0.27 0.30 0.33
0.07 0.08 0.12 0.16 0.19 0.23 0.25 0.29 0.33 0.36 0.39
0.01 0.01 0.12 0.17 0.18 0.18 0.20 0.21 0.22 0.37 0.39
1 2 3 4 5 6 7 8 9 10 11
1 st CYCLE
2 nd CYCLE
3 rd CYCLE
STRESS-STRAIN GRAPH 16
Stress kg/cm2
14 12 10 8 6 4 2 0 0
Strain
mm
1
Figure 1 Plate loading test for PLT-2 Date:
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ANNEX - E PHOTOGRAPHIC REPORT
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
STANDARD PENETRATION TESTS
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GEO OTECHNICAL REPORT R
DIC-02/13
PR ROJECT: INTERGEN IN N ALTAMIIRA COMP PRESSION N STATION N
Date:
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TEST PITS
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DIC-02/13
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
PLATE LOADING TESTS
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DIC-02/13
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Date:
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ELECTRICAL RESISTIVITY
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Date:
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PROJECT: INTERGEN ALTAMIRA COMPRESSION STATION
PERIODIC MEASURING OF GROUND WATER LEVEL
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0
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