Exposición de José Marín, geólogo de reservorios y especialista en Geomodelación ; fue transmitida en VIVO para la comunidad del Portal de Ingeniería. Para poder ver la charla, ingresa al siguiente enlace: https://www.youtube.com/watch?v=3YJYPQWfuBM
The document discusses geomechanics applications throughout the lifecycle of oil and gas fields. It covers determining stress states, wellbore stability, fluid flow in fractured reservoirs, and 3D/4D geomechanical modeling. The author is Mark Zoback, a professor of geophysics at Stanford University who has published extensively on in situ stress measurements and their implications for wellbore stability, fault sealing, and induced seismicity from fluid injection.
The document presents a geomechanical wellbore stability model developed for an exploratory well in Colombia's Middle Magdalena Basin, which uses linear elastic theory, well log data, and laboratory tests to estimate mechanical properties and stress states. The model was calibrated using data from previously drilled wells and validated during drilling of the exploratory well. Developing this model allowed the company to formalize its geomechanical modeling methodology in Colombia.
This document provides details on the analysis and design of a rectangular water reservoir, including calculations of seismic parameters, static seismic analysis, dynamic properties, lateral dynamic forces, vertical acceleration, horizontal distribution of loads, horizontal pressure of loads, bending moment at the base of the wall, moment at the base, overturning moment and factor of safety, and ultimate load combinations for design. Key parameters specified include the volume of liquid, dimensions, material properties, seismic coefficients, load distributions, calculated forces, moments and load combinations.
This document discusses consolidation of soils. It defines effective stress as the difference between total stress and pore water pressure. It describes the analogy of soil skeleton to a piston and spring system. It presents calculations for consolidation settlement, coefficient of consolidation, coefficient of compressibility, preconsolidation pressure, and degree of consolidation. It discusses typical values for consolidation parameters in clays and organic soils. It also describes the expansive behavior of some soils when water content increases or decreases.
This document discusses the design of foundation slabs using the conventional rigid method. It begins by describing when foundation slabs are used, such as for buildings with high weight or large footprint. It then outlines the steps of the rigid method, which includes calculating soil pressures, dividing the slab into strips, drawing shear and moment diagrams for each strip, and determining reinforcement. An example problem is then presented to demonstrate the full design process for a foundation slab supporting an office building. Key steps shown in the example include calculating strip loads and moments, checking punching shear, and sizing longitudinal reinforcement.
Modul deskripsi inti bor dan pemetaan permukaanyuliadiyuliadi2
The document discusses methods for describing borehole core samples and mapping rock surfaces, including:
- Describing borehole core samples by recording data on recovery percentage, rock type, strength, discontinuities, and other properties.
- Classifying rock mass strength using systems like RMR, SMR, and GSI, which incorporate factors like intact rock strength, discontinuity conditions, and groundwater.
- Conducting geological mapping of rock surfaces to characterize rock types, discontinuities, and calculate parameters like RMR, GSI for rock mass classification.
Triaxial shear test and shear strength properties of soilsatish dulla
1. The triaxial shear test is used to determine the shear strength parameters (c, φ) of soils by simulating the stress conditions around a soil element in the field.
2. In a consolidated-drained (CD) test, the soil sample is first consolidated under cell pressure and then sheared under drained conditions, allowing pore pressures to dissipate. This simulates long-term drained field conditions.
3. The results of multiple CD tests under varying cell pressures can be used to construct the Mohr-Coulomb failure envelope and determine the effective stress shear strength parameters c' and φ'.
The document discusses triaxial shear testing of soils. It begins by explaining that soils fail primarily in shear and defining shear strength. It then details the process of a triaxial shear test, including sample preparation and testing stages. The key types of triaxial tests - consolidated drained (CD), consolidated undrained (CU), and unconsolidated undrained (UU) - are explained. Specifically, the document focuses on CD testing, showing how volume change is monitored during shearing and how stress-strain behavior varies with soil density. It also demonstrates how shear strength parameters (c, φ) are determined from CD test results and how the parameters relate to effective stresses and long-term soil behavior analysis.
The document discusses geomechanics applications throughout the lifecycle of oil and gas fields. It covers determining stress states, wellbore stability, fluid flow in fractured reservoirs, and 3D/4D geomechanical modeling. The author is Mark Zoback, a professor of geophysics at Stanford University who has published extensively on in situ stress measurements and their implications for wellbore stability, fault sealing, and induced seismicity from fluid injection.
The document presents a geomechanical wellbore stability model developed for an exploratory well in Colombia's Middle Magdalena Basin, which uses linear elastic theory, well log data, and laboratory tests to estimate mechanical properties and stress states. The model was calibrated using data from previously drilled wells and validated during drilling of the exploratory well. Developing this model allowed the company to formalize its geomechanical modeling methodology in Colombia.
This document provides details on the analysis and design of a rectangular water reservoir, including calculations of seismic parameters, static seismic analysis, dynamic properties, lateral dynamic forces, vertical acceleration, horizontal distribution of loads, horizontal pressure of loads, bending moment at the base of the wall, moment at the base, overturning moment and factor of safety, and ultimate load combinations for design. Key parameters specified include the volume of liquid, dimensions, material properties, seismic coefficients, load distributions, calculated forces, moments and load combinations.
This document discusses consolidation of soils. It defines effective stress as the difference between total stress and pore water pressure. It describes the analogy of soil skeleton to a piston and spring system. It presents calculations for consolidation settlement, coefficient of consolidation, coefficient of compressibility, preconsolidation pressure, and degree of consolidation. It discusses typical values for consolidation parameters in clays and organic soils. It also describes the expansive behavior of some soils when water content increases or decreases.
This document discusses the design of foundation slabs using the conventional rigid method. It begins by describing when foundation slabs are used, such as for buildings with high weight or large footprint. It then outlines the steps of the rigid method, which includes calculating soil pressures, dividing the slab into strips, drawing shear and moment diagrams for each strip, and determining reinforcement. An example problem is then presented to demonstrate the full design process for a foundation slab supporting an office building. Key steps shown in the example include calculating strip loads and moments, checking punching shear, and sizing longitudinal reinforcement.
Modul deskripsi inti bor dan pemetaan permukaanyuliadiyuliadi2
The document discusses methods for describing borehole core samples and mapping rock surfaces, including:
- Describing borehole core samples by recording data on recovery percentage, rock type, strength, discontinuities, and other properties.
- Classifying rock mass strength using systems like RMR, SMR, and GSI, which incorporate factors like intact rock strength, discontinuity conditions, and groundwater.
- Conducting geological mapping of rock surfaces to characterize rock types, discontinuities, and calculate parameters like RMR, GSI for rock mass classification.
Triaxial shear test and shear strength properties of soilsatish dulla
1. The triaxial shear test is used to determine the shear strength parameters (c, φ) of soils by simulating the stress conditions around a soil element in the field.
2. In a consolidated-drained (CD) test, the soil sample is first consolidated under cell pressure and then sheared under drained conditions, allowing pore pressures to dissipate. This simulates long-term drained field conditions.
3. The results of multiple CD tests under varying cell pressures can be used to construct the Mohr-Coulomb failure envelope and determine the effective stress shear strength parameters c' and φ'.
The document discusses triaxial shear testing of soils. It begins by explaining that soils fail primarily in shear and defining shear strength. It then details the process of a triaxial shear test, including sample preparation and testing stages. The key types of triaxial tests - consolidated drained (CD), consolidated undrained (CU), and unconsolidated undrained (UU) - are explained. Specifically, the document focuses on CD testing, showing how volume change is monitored during shearing and how stress-strain behavior varies with soil density. It also demonstrates how shear strength parameters (c, φ) are determined from CD test results and how the parameters relate to effective stresses and long-term soil behavior analysis.
Class 8 Triaxial Test ( Geotechnical Engineering )Hossam Shafiq I
The document summarizes laboratory tests conducted on sand and clay soils, including triaxial compression tests and unconfined compression tests. It describes the test procedures, equipment used, and how to analyze the results to determine soil shear strength parameters. Specifically, it outlines how to conduct a consolidated drained triaxial test on sand under three confining pressures and an unconfined compression test on clay to measure the undrained shear strength. Graphs and calculations of stress, strain, and shear strength are presented.
Rock Mass Classification and also a brief description of Rock Mass Rating (RMR), Rock Structure Rating (RSR), Q valves and New Austrian Tunneling method(NATM)
The document discusses shear strength of soils. It describes how soils fail in shear when the shear stress along the failure surface reaches the shear strength. It then covers the Mohr-Coulomb failure criterion and how it relates the shear strength of a soil to the normal stress and shear stress parameters c, φ. Laboratory tests like direct shear tests and triaxial tests are used to determine the shear strength parameters from soil specimens.
Open Pit Stability Analysis. Cobre Las Cruces is an open pit mine that extracts copper sulphides from the same volcano-sedimentary Paleozoic deposit as the mines of Rio Tinto.
The exploitation is in essence an open pit measuring 1600 m long x 900 m wide x 250 m deep.
The document discusses soil strength and different methods for measuring it. The Mohr-Coulomb failure criterion describes soil strength in terms of effective stresses. Laboratory tests like shear box and triaxial tests are used to measure soil strength parameters. The triaxial test can measure both drained (effective) and undrained strengths under controlled stress conditions. Interpretation of test results requires using concepts like effective and total stress Mohr circles.
In this presentation first we define the drained and undrained behaviour in the soil.
Then the parameters causing the soil to behave drained or undrained are elaborated. It is followed by a short discussoin on the methods of measuring these parameters and how the uncertainty in design can be reduced by a well planned site investigation.
These slides were presented at AOG 2014.
Source: http://www.diversifiedexhibitions.com.au/~public/aog/conference-pdfs/adapting_optimising_challenging_Seabeds/Challenging-seabeds-Rismancian-Ramsey-230pm.pps
The document describes a physical model facility constructed to study coastal inlets. The facility includes a 46-m by 99-m concrete basin with adjustable bathymetry. Sensors measure waves, currents and water levels. Studies examine how changes to channel alignment or structures impact flows. The facility can model specific inlets or perform generic studies, and has been used to examine issues like bank erosion or spit development. It aims to efficiently study inlet hydraulics and sedimentation.
(1) Several methods are used to estimate initial stresses in rock masses, including the stress relief method, hydraulic fracturing method, and methods using oriented core samples or fault earthquake data.
(2) The stress relief method involves drilling a borehole and installing a probe to measure strain changes before and after overcoring to relieve stresses around the probe.
(3) The hydraulic fracturing method involves injecting water into a borehole under pressure to initiate and propagate fractures, with initial stresses estimated from breakdown, reopening, and shut-in pressures.
(4) While less common, oriented core tests and analyses of fault earthquake mechanisms can also provide information on initial stress orientations. A variety of techniques are
1. The triaxial shear test is used to determine the shear strength parameters (c, φ) of soils by simulating the stresses around a soil sample in a three-dimensional state.
2. In the test, a soil specimen is enclosed in a triaxial cell where independent control is exerted on the cell pressure and axial load.
3. Based on drainage conditions during loading, there are three types of triaxial tests: consolidated-drained (CD), consolidated-undrained (CU), and unconsolidated-undrained (UU) tests. The CD test simulates long-term drained field conditions.
This document provides an overview of consolidation in clays. It defines consolidation as the process where saturated clay is loaded externally and water is slowly squeezed out over a long period of time due to the low permeability of clay. This leads to long-term settlements occurring over several years. The document discusses concepts such as one-dimensional consolidation, coefficient of volume compressibility, consolidation testing, preconsolidation pressure, overconsolidation ratio, and using consolidation test data and plots to estimate settlement. It also briefly describes methods to accelerate consolidation using preloading and prefabricated vertical drains.
Nurek rockfill dam (300 m). Problem of seismic safety of dam (4 p.)Yury Lyapichev
Serious problem of dam seismic safety was tried to be solved by reinforced concrete belt-elements incorporated in the upper part of upstream zone & clay core. But due to large construction settlements of this zone & core this solution was useless & expensive
The document discusses slope mass rating (SMR) and its use in assessing the stability of rock slopes. SMR is calculated based on the basic rock mass rating (RMR) minus adjustment factors (F1, F2, F3) that account for discontinuity orientation plus an additional factor (F4) depending on excavation method. SMR values are used to classify slope stability into five classes, with recommended support measures depending on the class such as bolting, shotcrete, or retaining walls. The document also discusses factors that can affect slope stability and adaptations made to the SMR system for use in different regions.
Rock quality determination, rock structure ratingPrashant Katti
The Rock Quality Designation Index (RQD) provides a quantitative estimate of rock mass quality based on drill logs. The RQD is equal to the percentage of intact core pieces longer than 100mm in the total core length. It indicates the fractured state of the rock mass but does not provide information on core pieces shorter than 10cm or account for joint orientation. The Rock Structure Rating (RSR) is a quantitative method to describe rock mass quality and appropriate ground support. It assigns weighted values to parameters like rock type, joint patterns, and tunnel construction factors to determine an RSR value for rock tunnel sections.
The document discusses the Benkelman beam test procedure for determining pavement deflections under load. It explains that the Benkelman beam consists of a fixed body and movable arm, and describes the 8 step procedure for conducting the test in the field using a standardized test vehicle. Measurements are taken at varying distances and then used to calculate deflections corrected for temperature variations. Formats are provided for recording raw field measurements and corrected deflection values. The conclusion states that the Benkelman beam is a common tool for pavement testing and outlines its key components and standardized test method.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Avo ppt (Amplitude Variation with Offset)Haseeb Ahmed
AVO/AVA can physically explain presence of hydrocarbon in the reservoirs and the thickness, porosity, density, velocity, lithology and fluid content of the reservoir of the rock can be estimated.
Techniques for measuring insitu stressesZeeshan Afzal
There are some methods that tells about insitu stresses and these are very important methods in Geology as well as well coring and also digging of well as well as in mining these methods are very helpful. So, main idea about is to information about these methods.
This document provides an overview of the triaxial test used in geotechnical engineering to determine the shear strength of soils. It describes the major components of the triaxial testing apparatus, including the triaxial cell, loading frame, and pressure control panel. It outlines the procedures for sample preparation and testing, including consolidation and shear phases. It discusses different types of triaxial tests and explains how results are used to determine soil shear strength parameters through Mohr-Coulomb failure analysis.
Class 7 Consolidation Test ( Geotechnical Engineering )Hossam Shafiq I
This document provides an overview of a geotechnical engineering laboratory class on conducting a consolidation test on cohesive soil. The consolidation test is used to determine key soil properties like preconsolidation stress, compression index, recompression index, and coefficient of consolidation. The procedure involves placing a saturated soil sample in a consolidometer, applying incremental loads, and measuring the change in height over time to generate consolidation curves. Students will perform the test, calculate soil properties from the results, and include 10 plots and calculations in a laboratory report.
The document discusses technical challenges in evaluating deep-water methane hydrate as an energy resource. It describes hydrate formation and characteristics, methods for seismic imaging of hydrate deposits, and challenges in accurately assessing resource size and developing production technologies due to uncertainties in deposit morphology, velocity modeling, and hydrate stability. Key unknowns remain around deposit characteristics and how to extract hydrate while maintaining stability.
Class 8 Triaxial Test ( Geotechnical Engineering )Hossam Shafiq I
The document summarizes laboratory tests conducted on sand and clay soils, including triaxial compression tests and unconfined compression tests. It describes the test procedures, equipment used, and how to analyze the results to determine soil shear strength parameters. Specifically, it outlines how to conduct a consolidated drained triaxial test on sand under three confining pressures and an unconfined compression test on clay to measure the undrained shear strength. Graphs and calculations of stress, strain, and shear strength are presented.
Rock Mass Classification and also a brief description of Rock Mass Rating (RMR), Rock Structure Rating (RSR), Q valves and New Austrian Tunneling method(NATM)
The document discusses shear strength of soils. It describes how soils fail in shear when the shear stress along the failure surface reaches the shear strength. It then covers the Mohr-Coulomb failure criterion and how it relates the shear strength of a soil to the normal stress and shear stress parameters c, φ. Laboratory tests like direct shear tests and triaxial tests are used to determine the shear strength parameters from soil specimens.
Open Pit Stability Analysis. Cobre Las Cruces is an open pit mine that extracts copper sulphides from the same volcano-sedimentary Paleozoic deposit as the mines of Rio Tinto.
The exploitation is in essence an open pit measuring 1600 m long x 900 m wide x 250 m deep.
The document discusses soil strength and different methods for measuring it. The Mohr-Coulomb failure criterion describes soil strength in terms of effective stresses. Laboratory tests like shear box and triaxial tests are used to measure soil strength parameters. The triaxial test can measure both drained (effective) and undrained strengths under controlled stress conditions. Interpretation of test results requires using concepts like effective and total stress Mohr circles.
In this presentation first we define the drained and undrained behaviour in the soil.
Then the parameters causing the soil to behave drained or undrained are elaborated. It is followed by a short discussoin on the methods of measuring these parameters and how the uncertainty in design can be reduced by a well planned site investigation.
These slides were presented at AOG 2014.
Source: http://www.diversifiedexhibitions.com.au/~public/aog/conference-pdfs/adapting_optimising_challenging_Seabeds/Challenging-seabeds-Rismancian-Ramsey-230pm.pps
The document describes a physical model facility constructed to study coastal inlets. The facility includes a 46-m by 99-m concrete basin with adjustable bathymetry. Sensors measure waves, currents and water levels. Studies examine how changes to channel alignment or structures impact flows. The facility can model specific inlets or perform generic studies, and has been used to examine issues like bank erosion or spit development. It aims to efficiently study inlet hydraulics and sedimentation.
(1) Several methods are used to estimate initial stresses in rock masses, including the stress relief method, hydraulic fracturing method, and methods using oriented core samples or fault earthquake data.
(2) The stress relief method involves drilling a borehole and installing a probe to measure strain changes before and after overcoring to relieve stresses around the probe.
(3) The hydraulic fracturing method involves injecting water into a borehole under pressure to initiate and propagate fractures, with initial stresses estimated from breakdown, reopening, and shut-in pressures.
(4) While less common, oriented core tests and analyses of fault earthquake mechanisms can also provide information on initial stress orientations. A variety of techniques are
1. The triaxial shear test is used to determine the shear strength parameters (c, φ) of soils by simulating the stresses around a soil sample in a three-dimensional state.
2. In the test, a soil specimen is enclosed in a triaxial cell where independent control is exerted on the cell pressure and axial load.
3. Based on drainage conditions during loading, there are three types of triaxial tests: consolidated-drained (CD), consolidated-undrained (CU), and unconsolidated-undrained (UU) tests. The CD test simulates long-term drained field conditions.
This document provides an overview of consolidation in clays. It defines consolidation as the process where saturated clay is loaded externally and water is slowly squeezed out over a long period of time due to the low permeability of clay. This leads to long-term settlements occurring over several years. The document discusses concepts such as one-dimensional consolidation, coefficient of volume compressibility, consolidation testing, preconsolidation pressure, overconsolidation ratio, and using consolidation test data and plots to estimate settlement. It also briefly describes methods to accelerate consolidation using preloading and prefabricated vertical drains.
Nurek rockfill dam (300 m). Problem of seismic safety of dam (4 p.)Yury Lyapichev
Serious problem of dam seismic safety was tried to be solved by reinforced concrete belt-elements incorporated in the upper part of upstream zone & clay core. But due to large construction settlements of this zone & core this solution was useless & expensive
The document discusses slope mass rating (SMR) and its use in assessing the stability of rock slopes. SMR is calculated based on the basic rock mass rating (RMR) minus adjustment factors (F1, F2, F3) that account for discontinuity orientation plus an additional factor (F4) depending on excavation method. SMR values are used to classify slope stability into five classes, with recommended support measures depending on the class such as bolting, shotcrete, or retaining walls. The document also discusses factors that can affect slope stability and adaptations made to the SMR system for use in different regions.
Rock quality determination, rock structure ratingPrashant Katti
The Rock Quality Designation Index (RQD) provides a quantitative estimate of rock mass quality based on drill logs. The RQD is equal to the percentage of intact core pieces longer than 100mm in the total core length. It indicates the fractured state of the rock mass but does not provide information on core pieces shorter than 10cm or account for joint orientation. The Rock Structure Rating (RSR) is a quantitative method to describe rock mass quality and appropriate ground support. It assigns weighted values to parameters like rock type, joint patterns, and tunnel construction factors to determine an RSR value for rock tunnel sections.
The document discusses the Benkelman beam test procedure for determining pavement deflections under load. It explains that the Benkelman beam consists of a fixed body and movable arm, and describes the 8 step procedure for conducting the test in the field using a standardized test vehicle. Measurements are taken at varying distances and then used to calculate deflections corrected for temperature variations. Formats are provided for recording raw field measurements and corrected deflection values. The conclusion states that the Benkelman beam is a common tool for pavement testing and outlines its key components and standardized test method.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Avo ppt (Amplitude Variation with Offset)Haseeb Ahmed
AVO/AVA can physically explain presence of hydrocarbon in the reservoirs and the thickness, porosity, density, velocity, lithology and fluid content of the reservoir of the rock can be estimated.
Techniques for measuring insitu stressesZeeshan Afzal
There are some methods that tells about insitu stresses and these are very important methods in Geology as well as well coring and also digging of well as well as in mining these methods are very helpful. So, main idea about is to information about these methods.
This document provides an overview of the triaxial test used in geotechnical engineering to determine the shear strength of soils. It describes the major components of the triaxial testing apparatus, including the triaxial cell, loading frame, and pressure control panel. It outlines the procedures for sample preparation and testing, including consolidation and shear phases. It discusses different types of triaxial tests and explains how results are used to determine soil shear strength parameters through Mohr-Coulomb failure analysis.
Class 7 Consolidation Test ( Geotechnical Engineering )Hossam Shafiq I
This document provides an overview of a geotechnical engineering laboratory class on conducting a consolidation test on cohesive soil. The consolidation test is used to determine key soil properties like preconsolidation stress, compression index, recompression index, and coefficient of consolidation. The procedure involves placing a saturated soil sample in a consolidometer, applying incremental loads, and measuring the change in height over time to generate consolidation curves. Students will perform the test, calculate soil properties from the results, and include 10 plots and calculations in a laboratory report.
The document discusses technical challenges in evaluating deep-water methane hydrate as an energy resource. It describes hydrate formation and characteristics, methods for seismic imaging of hydrate deposits, and challenges in accurately assessing resource size and developing production technologies due to uncertainties in deposit morphology, velocity modeling, and hydrate stability. Key unknowns remain around deposit characteristics and how to extract hydrate while maintaining stability.
PetroTeach Free Webinar by Dr. Andrew Ross on Seismic Reservoir CharacterizationPetro Teach
A reliable reservoir model is an invaluable tool for risk reduction. I will give an overview of seismic reservoir characterization and the quantitative interpretation workflow including the use of pre and post stack seismic attributes and inversion outputs for mapping reservoir properties and integration of the attribute output with petrophysical data to create quantitative reservoir models.
PetroTeach Free Webinar on Seismic Reservoir CharacterizationPetroTeach1
A reliable reservoir model is an invaluable tool for risk reduction. Dr. Andrew Ross gave an overview of seismic reservoir characterization and the quantitative interpretation workflow including the use of pre and post-stack seismic attributes and inversion outputs for mapping reservoir properties and integration of the attribute output with petrophysical data to create quantitative reservoir models.
Delineation of Hydrocarbon Bearing Reservoirs from Surface Seismic and Well L...IOSR Journals
Hydrocarbon reservoir has been delineated and their boundaries mapped using direct indicators from 3-D seismic and well log data from an oil field in Nembe creek, Niger Delta region. Well log signatures were employed to identify hydrocarbon bearing sands. Well to seismic correlation revealed that these reservoirs tied with direct hydrocarbon indicators on the seismic section. The results of the interpreted well logs revealed that the hydrocarbon interval in the area occurs between 6450ft to 6533ft for well A, 6449ft to 6537ft for well B and 6629ft to 6704ft for well C; which were delineated using the resistivity, water saturation and gamma ray logs. Cross plot analysis was carried out to validate the sensitivity of the rock attributes to reservoir saturation condition. Analysis of the extracted seismic attribute slices revealed HD5000 as hydrocarbon bearing reservoir.
This document summarizes the use of a packerless, multistage fracture stimulation method called pinpoint fracturing (PPF) in Argentina. Key points:
1) PPF has been used to complete 22 wells with 193 fractures since 2006, allowing more selective stimulation and aggressive fracturing treatments.
2) The method uses coiled tubing to hydrajet perforate intervals and pump fracturing fluid down the annulus, isolating stages with sand or bridge plugs.
3) A case study describes applying PPF across 9 wells with 90 stages, reducing completion times compared to conventional methods using packers.
Hydrocarbon potential of the Borno Basin through Electrofacies and depositional environment analysis was carried out from well log and seismic reflection data to reassess the potential of the Basin thereby justifying the huge financial commitment of the Government. The reflection configuration pattern from the seismic reflection lines is characterized by variation from parallel, continuous and strong amplitude to sub parallel, chaotic discontinuous and low amplitude which indicate a variation from a low energy basinal setting of uniform rate of continental deposition to high energy environment of monolithologic deposits. Furthermore, the derivable log signatures shows a variation from serrated mud/sand to serrated blocky to serrated funnel and bell shapes with depth. This imply a stable massive mud/sand rich basinwide environment to an upward regressive sequence of bar deposit followed by a deltaic estuarine clastic sediment to gradual upward transgressive decrease in grain size to a fluvial point bar deposit. These environments identified from the research are known to be hydrocarbon province.
DSD-INT 2016 Hydrodynamic modeling and resource-device suitability analysis o...Deltares
Presentation by Oliver Dan de Luna, University of the Philippines - Marine Science Institute, Philippines, at the Delft3D User Days during Delft Software Days 2016 on Tuesday, 1 November 2016, Delft.
This document summarizes a regional hydrogeological study of the Bakken Formation in the Canadian region. It analyzes data on structure, hydraulic head, water chemistry, and pressure to generate maps showing groundwater flow direction, total dissolved solids distribution, and driving forces. It also uses a UVZ method to identify possible sites of hydrocarbon entrapment based on formation density, with light oil likely trapped at more locations than heavier oil. The study provides insight into the groundwater system and potential petroleum accumulations in the Canadian portion of the Bakken Formation.
This document describes an extension of the SRICOS method for predicting scour depth at bridge piers. The extended method, called E-SRICOS, accounts for variable flow velocities over time (velocity-time histories) and multilayer soil stratigraphy. It accumulates the effects of different velocities and sequences through soil layers to predict scour depth. The document outlines the E-SRICOS algorithms and procedures. It also presents a simplified version, S-SRICOS, and compares predictions of both methods to measurements at eight bridge sites in Texas.
This document summarizes an integrated SCADA/GIS approach for managing combined sewer systems, using Zagreb, Croatia as a case study. It discusses traditional planning/operation approaches, and an integrated GIS/SCADA system developed for Zagreb involving multiple phases from 1995-2014. Key aspects included data collection/modeling, a master plan with short/long-term measures, an RTC scheme, and water quality modeling to support moving to a "blue-green" approach.
1) Researchers characterized riparian buffers and their sediment trapping efficiency in Goodwin Creek Watershed using the AnnAGNPS model under various buffer widths and concentrated flow path assumptions.
2) Results showed natural riparian vegetation reduced sediment yields, with yields of clay, silt, and sand all lower with buffers present.
3) Concentrated flow paths significantly reduced the sediment trapping efficiency of riparian buffers, indicating buffers need maintenance to prevent flow concentrations.
The document provides details on the field development plan for the Gelama Merah field. It includes sections on geology and geophysics, petrophysics, reservoir engineering, drilling engineering, production technology, facilities engineering, economics, and health, safety and environment. The field contains gas and oil reserves across multiple zones from U3.2 to U9.2. Based on analysis, the estimated STOOIP is 215 MMSTB and the GIIP is 71.4 BSCF. The optimal development plan is to drill 8 production wells and 3 water injection wells to achieve a recovery factor of around 25% over the field's lifetime.
This document presents a thesis submitted by Itamuko, Omoniyi Johnson to the Department of Applied Geophysics at the Federal University of Technology Akure, Nigeria in partial fulfillment of the requirements for a Bachelor of Technology degree in Applied Geophysics. The thesis involves 3D seismic structural interpretation and petrophysical evaluation of the 'X'-Field located in the onshore Niger Delta Basin in Nigeria. The study utilizes 3D seismic data and well logs to map faults, horizons, and structural features in order to better understand the hydrocarbon trapping mechanisms and reservoir properties in the field. The results provide information on the potential for hydrocarbon accumulation and estimates of hydrocarbon reserves in the 'X'-Field.
This document summarizes the results of using coiled tubing and a true fluidic oscillator tool to stimulate 20 low production wells in the San Jorge Gulf area of Argentina. Deposits of paraffin, asphaltene, and calcium carbonate were causing damage to the wells. The fluidic oscillator tool generated pressure waves of 300-600 Hz to weaken and remove near-wellbore damage. Treatments of solvent followed by acid were pumped selectively into zones. The approach achieved production increases in oil rates of 30-365% and total fluid rates in 75% of wells. It provides a more cost-effective alternative to conventional well interventions.
Multipay Well Completion in Argentina: A Versatile Pinpoint Completion Techno...Juan Carlos Bonapace
This document summarizes the application of a pinpoint completion technique called Hydrajet perforating annular-path treatment placement + proppant plug diversion (HPAP-PPD) in several reservoirs in Argentina, including conventional oil and gas, tight gas, and shale oil reservoirs. The technique involves using a hydrajet tool to perforate and place diverting proppant plugs in specific intervals to stimulate individual zones. Case studies demonstrate the technique reduced completion times and improved initial production compared to offset wells. The technique was adapted over time and applied successfully across a range of reservoir conditions and depths from 1000 to 3900 meters.
This document summarizes subsurface investigation methods for groundwater exploration, including test drilling and borehole geophysical logging techniques. Test drilling methods collect samples and logs to characterize subsurface geology and identify aquifers. Geophysical logging lowers sensor tools to measure physical properties like resistivity, natural radiation, and temperature that indicate lithology, porosity, and groundwater flow. These subsurface techniques provide detailed data for groundwater exploration but are more expensive than surface methods.
This document describes the workflow and results of a 3D geological modeling and volumetric assessment project. Key steps included: 1) constructing structural and stratigraphic frameworks from seismic and well data; 2) modeling facies distributions and petrophysical properties using geostatistics; and 3) estimating gas initially-in-place (GIIP) under different scenarios. Uncertainty was addressed through multiple realizations capturing variation in key parameters like gas-water contact depth, porosity, and water saturation. The analysis resulted in a range of GIIP estimates from 4.3 to 10.1 trillion standard cubic feet.
12 Week Subsurface Mapping And Interpretation Technique Buildingjoedumesnil
The document summarizes a 12-week subsurface mapping and interpretation course. It covers laying the theoretical foundations for exploring and developing oil and gas fields. The first 6 weeks were devoted to classes on structural geology, stratigraphy, seismic techniques and reservoir engineering. The second 6 weeks focused on applying these tools to a hypothetical lease, including initial exploration, assessing discoveries, field development and performance analysis. Various mapping and interpretation techniques are demonstrated, such as depth structure maps, fault surface maps, isochore maps and seismic sections. Risk factors are assessed for a proposed deviated exploration well.
Vs30 measurements for Seismic Site ClassificationAli Osman Öncel
This document summarizes standard penetration testing (SPT) and shear wave velocity profiling, which are important geotechnical investigation techniques for seismic design. SPT involves driving a split spoon sampler into the ground using a hammer and measuring penetration resistance. Shear wave velocity profiling uses borehole, suspension, and surface wave methods to directly measure in-situ shear wave velocities, which are used to classify seismic soil sites according to building codes. Proper site characterization that includes SPT and shear wave velocity data is essential for evaluating soil properties and predicting earthquake ground motions at a site.
Similar to Construction and calibration of a fractured tight reservoir model (20)
Paper de Moisés Herrera y Jorge Rojas | GyM
Para ver el resumen, ingresa al siguiente enlace:
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Philippine Edukasyong Pantahanan at Pangkabuhayan (EPP) CurriculumMJDuyan
(𝐓𝐋𝐄 𝟏𝟎𝟎) (𝐋𝐞𝐬𝐬𝐨𝐧 𝟏)-𝐏𝐫𝐞𝐥𝐢𝐦𝐬
𝐃𝐢𝐬𝐜𝐮𝐬𝐬 𝐭𝐡𝐞 𝐄𝐏𝐏 𝐂𝐮𝐫𝐫𝐢𝐜𝐮𝐥𝐮𝐦 𝐢𝐧 𝐭𝐡𝐞 𝐏𝐡𝐢𝐥𝐢𝐩𝐩𝐢𝐧𝐞𝐬:
- Understand the goals and objectives of the Edukasyong Pantahanan at Pangkabuhayan (EPP) curriculum, recognizing its importance in fostering practical life skills and values among students. Students will also be able to identify the key components and subjects covered, such as agriculture, home economics, industrial arts, and information and communication technology.
𝐄𝐱𝐩𝐥𝐚𝐢𝐧 𝐭𝐡𝐞 𝐍𝐚𝐭𝐮𝐫𝐞 𝐚𝐧𝐝 𝐒𝐜𝐨𝐩𝐞 𝐨𝐟 𝐚𝐧 𝐄𝐧𝐭𝐫𝐞𝐩𝐫𝐞𝐧𝐞𝐮𝐫:
-Define entrepreneurship, distinguishing it from general business activities by emphasizing its focus on innovation, risk-taking, and value creation. Students will describe the characteristics and traits of successful entrepreneurs, including their roles and responsibilities, and discuss the broader economic and social impacts of entrepreneurial activities on both local and global scales.
🔥🔥🔥🔥🔥🔥🔥🔥🔥
إضغ بين إيديكم من أقوى الملازم التي صممتها
ملزمة تشريح الجهاز الهيكلي (نظري 3)
💀💀💀💀💀💀💀💀💀💀
تتميز هذهِ الملزمة بعِدة مُميزات :
1- مُترجمة ترجمة تُناسب جميع المستويات
2- تحتوي على 78 رسم توضيحي لكل كلمة موجودة بالملزمة (لكل كلمة !!!!)
#فهم_ماكو_درخ
3- دقة الكتابة والصور عالية جداً جداً جداً
4- هُنالك بعض المعلومات تم توضيحها بشكل تفصيلي جداً (تُعتبر لدى الطالب أو الطالبة بإنها معلومات مُبهمة ومع ذلك تم توضيح هذهِ المعلومات المُبهمة بشكل تفصيلي جداً
5- الملزمة تشرح نفسها ب نفسها بس تكلك تعال اقراني
6- تحتوي الملزمة في اول سلايد على خارطة تتضمن جميع تفرُعات معلومات الجهاز الهيكلي المذكورة في هذهِ الملزمة
واخيراً هذهِ الملزمة حلالٌ عليكم وإتمنى منكم إن تدعولي بالخير والصحة والعافية فقط
كل التوفيق زملائي وزميلاتي ، زميلكم محمد الذهبي 💊💊
🔥🔥🔥🔥🔥🔥🔥🔥🔥
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Iván Bornacelly, Policy Analyst at the OECD Centre for Skills, OECD, presents at the webinar 'Tackling job market gaps with a skills-first approach' on 12 June 2024
2. Introduction
Objectives
Available data
Identifying fractures
Geomechanical model
Modeling natural fracture networks
Validation of the reservoir model
Optimal well orientation
Conclusions
3. Introduction
Cuenca
Tumbes-Progreso
Cuenca
Talara
Cuenca
Lancones
Cuenca
Sechura
Located in the Talara Basin on Peru’s northern coast, with a total extension of 470 km2 and 3,226
active wells out of over 5,000 total drilled to date.
Sedimentary fill of Talara Basin is roughly 9,000 meters thick with main productive intervals of the
Eocene period.
Structural and Stratigraphic Complexity
Low porosity and low permeability
Deep reservoirs with natural fracturing
Hidraulic Fracturing needed
Commingled production
Solution gas Mechanism
Limited información of electric logs, PVT y pressure
CRONOESTRATIGRAFIA LITOESTRATIGRAFIA
PLEISTOCENO
Disc
Disc
SUPERIOR PRIABONIANO
Disc
Disc
HELICO
LOBITOS
TEREBRATULA
Disc
BALLENA
CONSTANCIA
SOMATITO
VERDE
CABO BLANCO
CLAVEL
Disc
LAGOON
PEÑA NEGRA
OSTREA "C"
OSTREA "D"
OSTREA "E"
Disc
MOGOLLON MED
MOGOLLON INF
ZAMBO
TUNEL
NEGRITOS
PTA. ARENAS
Disc
Disc
Disc
Disc
Disc
BASAL SALINA
LA DRAGA
LUTITAS
TALARA
MONTE
INFERIOR
YPRESIANO
SALINAS
ECHINO
SENONIANOGALICO
THANETIANO
LUTETIANO
CAMPANIANO
PETACAS
MALPASO
MAESTRICHTIANO
PENSILVANIANO
INF.
MUERTO
PANANGA
ALBIANO
APTIANO
CARBONIFERO
PALEOZOICO
PERMICO
AMOTAPE
PALAUS
CERRO PRIETO
MESOZOICO
CRETACEO
SUPERIOR
ANCHA
REDONDO
TABLONES
COPA SOMBREROSANTONIANO
PALEOCENO
SUP.
BALCONES
INF.
MESA
OSTREA
MOGOLLON
MOGOLLON SUP
SAN
CRISTOBAL
ARENISCAS TALARA
CARPITAS
MIRADOR
CHIRA
VERDUN
LAGUNITOS
BARTONIANO
OLIGOCENO
RUPELIANO
INFERIORMEDIO
EOCENO
TALARA
POZO
UNIDAD
PRODUCTIVA
CENOZOICO
CUATERNARIO TABLAZO
PALEOGENO
MANCORA
GRUPO
FORMACION MIEMBRO LITOLOGIA
ERA
SISTEMA
SERIE
PISO
Calizasmicrít
Conglomerad
Areniscasgri
Lutitasgrisos
Disc
CERRO NEGRO
PENSILVANIANO
MISSISSIPIANO
CARBONIFERO
PALEOZOICO
PERMICO
AMOTAPE
PALAUS
CERRO PRIETO
CHALECO DE
PAÑO
DEVONICO
Stratigrraphic column – Talara Basin (Modified by G. Pozo, 2008)
Talara basin location, tectonic elements and block X (Daudt, 2009)
5. Identify the natural fractures that contributes to the flow
and their distribution in Mogollon formation
Construction of a fractured tight reservoir model
Calibration of the 3D fracture network model with
historical production
Objectives
6. Field observations (25 km to
the southeast)
Stratigraphic model
Structural features:
Interpreted cross sections
based on well logs
Cores analysis (stratigraphic
and petrophysical studies)
Geomechanical data
Well logs (borehole images)
Dynamic data (well testing,
production, mud losses)
Available data – Mogollon Fm
Well testing data Production data
Outcrops of Mogollon Fm.
Cross section based on well logs Core and borehole imaga information
7. Paleocurrents direction (from Carozzi
& Palomino, 1993)
Secondary paleocurrent direction
(from Daudt et al (2003))
1. Fluvial Domain
2. Upper Fan (fluvial/delta plain transition?)
3. Middle Fan (delta plain)
4. Lower Fan (delta front)
5. Delta front/Prodelta transition
6. Prodelta
7. Proximal Alluvial Fans
Mogollon Fm: Depositional model
8. Chorro
Superior
Fm. San Cristobal
Fuente
Chorro
Inferior
FormaciónMogollón
Litoestratigrafía
Perfil
de pozo
Ciclos
T/R
Contexto
depositacional
Superior
FSST/LST
Continental
Transicional
Secuencias Supercicies
Medio
Inferior
Fm. Ostrea
SECCION
ESTRUCTURAL
EA7944 7944
TD=6030
Correlation Depth
Oil
Resistivity
Lt.Gray
Oil
-3500 -3500
-4000 -4000
-4500 -4500
-5000 -5000
MO_mrs
SC_MO_unc
MO_IM_mfs
MO_MS_unc
CHORRO SUP.
CHORRO INF.
FUENTE
MOGOLLON MEDIO
MOGOLLON INF.
MOGOLLON
5665 1762 7913 7944 1340 2394 1132 5898 6583 1590 1886 1857 1892
MOGOLLON Fm. : STRATIGRAPHIC SECTION NESW
Thickness map of reservoir facies – Mogollon formation –
Alluvial fan deposits – Coast Area
Mogollon Fm: Stratigraphic model
9. Interpreted structural section based on well logs
EC1825EC1822
EC1114 EC1820
EC1388EC2201
EC1954EC1096
-500
-1000
-1500
-2000
-2500
-3000
-3500
-4000
-4500
-5000
-5500
-6000
-6500
-7000
-7500
-8000
-8500
-9000
-9500
1000
500
0
-500
-1000
-1500
-2000
-2500
-3000
-3500
-4000
-4500
-5000
-5500
-6000
-6500
-7000
-7500
-8000
-8500
-9000
-9500
1000
500
0
EC2203
V E R D U N
C H I R A
A M O T A P E
M O G O L L O N S U P.
T A B L A Z O
P E N A N E G R A
E C H I N O R E P . II
H E L I C O R E P.
O S T R E A R E P.
M O G O L L O N M E D I O
NW SE
Mogollon Fm: Structural features
10. • Medium to coarse grained
sandstones and conglomerates
• Thickness of fm of 1800 to 2000 ft
• Low matrix porosities (4-6%)
• Low matrix permeabilities (0.01 –
0.1md)
• Production comes from fractured
Low-permeabilitiy sandstones
Mogollon Fm: Reservoir features
Conglomerate
11. Identifying fractures – Field observations
Fractures (dashed black lines) related to normal fault (red line) with azimuth/dip: N340°/50° in Qda.
Salado (25 km to the southeast of Block X), Mogollon Formation.
16. Identifying fractures – Dynamic data
Data for tested interval
Hn = 60
Phi = 0.063
Sw = 0.581
K = 0.051
KH from well test interpretations (md.ft) 114
KH from logs (md.ft) 3.1
FCI: Fracture capacity index (Narr et al., 2006) 37.3
Escobedo, 2012
17. Identifying fractures – Dynamic data
Data for tested interval
Hn = 20
Phi = 0.051
Sw = 0.593
K = 0.035
KH from well test interpretations (md.ft) 15
KH from logs (md.ft) 0.70
FCI: Fracture capacity index (Narr et al., 2006) 21.4
Escobedo, 2012
18. Identifying fractures – Dynamic data
Oil, bbl/d
Total fluid, bbl/d
Water cut, %
Figure from Jolley et al, 2008
Type II (Pozo, 2008)
19. 0
200
400
600
800
1000
1200
0 100 200 300 400 500
CaudalbrutO(bbls/d)
# de fracturas abiertas
Relación Fracturas abiertas y Caudal
Inicial Bruto
8063D
8031
8052
8062D
8067D
Benito & Pozo, 2008
Identifying fractures – Fractures and production
B
A
C
D
E
20. Geomechanical model– source of information
Sv
Shmax
ShminPp, E,v,UCS
Sv: Vertical stress (Overburden) – Density logs / cuttings
Shmin: least principal stress – Minifrac tests / leak-off tests
/ Vp-Vs / drilling data
Shmax: Maximum horizontal stress – borehole image logs
(stress polygon) / correlations (Pp-Shmin-UCS)
Pp: Pore pressure – DST / MDT / Seismic
data
Stress orientation: Caliper logs (multiple arms), Borehole
image logs, velocity anisotropy, structural maps, 3D
seismica data, focal plane mechanism
Young (E) modulus, poisson’s ratio (v): Vp-Vs-Density /
laboratory test on cores
Unconfined compressive strength (UCS), friction angle (Ф):
Vp-Vs-Density / laboratory test on cores
22. A partir del Perfil Sónico de Onda Completa se
obtienen los módulos dinámicos, los cuales deben
ser ajustados con los datos de laboratorio para
obtener los estáticos para diseñar. Es necesario
disponer de las curvas de tiempo de tránsito
compresional y de cizalla obtenidas del tren de ondas
completo registrado por la Herramienta Sónica,
)/1(*
)/34(*
10*34,1 222
22
10
tctsts
tctsRhob
Ed
)/1(*2
/2
22
22
tcts
tcts
d
Rhob: Curva Perfil Densidad [gr/cc]
tcTiempo de tránsito compresional [ s/ft]
tsTiempo de tránsito de cizalla [ s/ft]
Geomechanical model: Elastic modulus
25. Geomechanical model – Stress Orientation
Breakout analisys Fracture system – Upper Mogollon
Source: E. Bustamante, 2013
Azimuth of Shmax: 56°
26. Geomechanical model – Sv
; Jaeger and cook, 1971
Average density in sedimantary rocks: 23 Mpa /Km (aprox 1 psi/ft)
Pp (psi/ft): 0.38
Sv(psi/ft): 1.089
Overburden gradient for the area:
27. Geomechanical model – Shmin
Minifrac test
Well – Mogollon Fm.
Depth (ft): 6501
ISIP (psi): 3860.9
Smin (psi/ft):0.594
K (md):0.69
Depth (ft): 6212
ISIP (psi): 3670
Smin (psi/ft): 0.591
K (md): 1.27
Source: Guisado, L.
28. 0.50
1.00
1.50
2.00
2.50
3.00
0.50 1.00 1.50 2.00 2.50 3.00
Shmax(PSI/Foot
Sh min (PSI/Foot)
RF
SS
NF
Geomechanical model: Constraining Shmax from Wellbore Failure
Tensile fractures
Breakouts for
given UCS
Shmin from minifrac
Pp : 0.380 psi/ft
Azimuth of Shmax: 56°
Shmin: 0.591 psi/ft
Sv: 1.089 psi/ft
Biot coefficient=1
Posson’s ratio=0.23
Breakout width = 0°
Diff. Mud pressure=0.08 psi/ft
Ceff=2.5 psi/ft
Sliding friction: 0.65
Failure criterion = Mohr-Coulomb
Tensional stregth =0 psi/ft
0.593 psi/ft
0.962 psi/ft
Smax=0.75
29. Geomechanical model: Fault mechanism
Anderson´s classification scheme for relative stress magnitudes in
normal faulting regions. Earthquake focal mechanisms (right).
Normal fault
on borehole
image log in
a vertical
well
0
1000
2000
3000
4000
5000
6000
7000
8000
0 2000 4000 6000 8000 10000
Depth(ft) Stress (psi)
Hydrostatic Pp
Shmin (MiniFrac)
Pore Pressure (Model)
Shmax
Sv
40. Fracture sets characterization – Geometry
Lenght of fractures were determined from
outcrops in Qda Salado. Fractures with
great extent are mainly vertical to sub
vertical. A power law was assumed.
Mogollon Fm. in Qda Salado showing the geometry of the natural fractures
41. Fracture sets characterization – Aperture
Apertures were measured in outcrops, cores and image logs. A log-normal distribution was given to the model.
43. Modeling natural fracture networks
Main Strike N50°E
Main Dip angle 65°
Main Strike N°50°E
Main Dip angle 70°
1.83 mm
80
80
Moderate
High
Fracture parameter for modeling natural fracture networks
0.61 mm
Fracture type model Characteristics
Mean fracture density
(#Fract/ft)
Orientation
Mean Length
(m)
Mean Aperture
(mm)
Facies with partially open fracture
and moderate fracture density
Facies with Open fractures and
high fracture density
0.78
1.32
46. General Information:
Fracture Sigma
• Black-Oil Simulator Eclipse 100
• Cells = 30 x 52 x 46
• Average Dimensions = 100 m x 100 m x 50 ft
• Total Cells = 68 850
• No Gas-Oil Contact
• Water-Oil Contact = -7600 ft
FRACTURE PARAMETERS
• Aperture : 0.02 inches
• Density: 0.2 frac per foot
• Lenght : <25-180> foot
• Orientation: 50° azimuth
65° dip
Source: Escobedo, 2012
Numerical Reservoir Simulation
47. Validation of the reservoir model – History match for the whole model
Initial history matching results for the Peña Negra model
Initial Pressure, psi 3150
Current Pressure, psi 400
Cumulative Oil, MMBls 6.5275
Original Oil In Place, MMbls 18.65
Recovery Factor m+f, % 35%
48. Validation of the reservoir model – History match for one well in the model
50. The optimal well orientation – Critically stressed fractures
Zoback, 2007
51. Nelson et.al. (2000)
Discrete fracture
network
The optimal well orientation – Critically stressed fractures
Shmax
Data: 6100 ft – 7000ft
N°_fractures: 210
Azimuth: 55.4°
Average Dip: 53.5°
τ>μσ
Fractures close to failure are most
likely to maintain permeability!!!
52. The optimal well orientation
This methodology is being extrapolated to other parts of the block X, as in the field of Somatito where new
drilling strategies are being proposed.
Oriented well
Fracture type zones model
Discrete fracture
network
Peña Negra Model
54. Conclusions
The construction of the natural fracture network model was
validated by the simulation model.
Fluid flows come mainly from natural fracture networks in
Mogollon formation (Tight Sand Reservoir).
Fractures are open in the direction of the least principal stress
and align with the direction of the maximun horizontal stress.
It is still possible to find undrained sets of fractures in the
direction of the least principal stress and establish new
development strategies.
Possibility of drilling additional wells in order to obtain a larger
contact area in these sets of fractures and to increase efficiency
in the recovery within the reservoir.