underbalanced drilling in shale

7/27/2019 Underbalanced Drilling in Shale

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Copyright 2009, International Petroleum Technology Conference

This paper was prepared for presentation at the International Petroleum Technology Conference held in Doha, Qatar, 79 December 2009.

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ABSTRACT

Drilling with a bottomhole pressure less than the formation pore pressure (Underbalanced Drilling, UBD) usually increase

the risk of borehole instability due to yielding or failure of the rock adjacent to the borehole. But evaluation criterion of thisfailure mechanism is complex and very often diagnosis did not fit with field operational practices. It is believed that, shear

and radial tensile failures with negligible chemical instability are the common mechanisms to cause mechanical instability in

UBD in shales. In a mechanical borehole instability perspective, UBD causes lots of potential challenges and formationuncertainities due to facts like:

Insufficient case data related to borehole instability; Complex physics of borehole instability mechanisms ; Requirement to conduct excessive experimental work which is costly and time consuming; Scarcity of real shales specimen and reluctant for coring of shales; Reliability of fitting material constitutive model to analyse shales; Dependable model to predict wellbore collapse pressure; Uncertainty to predict pore pressure and permeability of shale formation;

Variable pressure regimes (i.e., shale heterogeneity);

A detailed workflow in connection within physical, experimental, analytical and numerical investigation is required to

understand and to diagnose borehole stability. Numerous studies have been carried out so far on borehole stability design, butUBD and shale instability is new research areas where more insight is needed. This paper discuss and presents mechanical

borehole instability both analytically and numerically to quantify borehole collapse risk for inclined wells under in- situ stress

state. In addition produce comparable results and therefore some physical models are also presented for in depth study ofUBD. Results show that the developed analytical and numerical models are enabled to predict borehole collapse risk. Since

several real- life situations were evaluated, the potential applicability of the models is apparent; the results could be used as

cross checks for particular situations in the field.

The generality of this study provided an overview along with standard workflow into borehole collapse assessment which

may helps to obtain proper diagnosis of material failure state with respect to reduction of instability in drilling. Findings of

this study can be useful for further research within the same area.

KEYWORDS: UBD, shales, mechanical instability, collapse pressure, pore pressure, mud weight window.

IPTC 13826

Underbalanced Drill ing in Shale - Perspective of Factors InfluencesMechanical Borehole Instabil ity

*Md. Aminul Islam, Pl Skalle and Evgeniy Tantserev, Department of Petroleum Engineering and AppliedGeophysics, NTNU


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1.0 Introduction

Underbalanced Drilling (UBD) means the wellbore pressure is intentionally set below the formation pressure. Moreover,

during tripping or tool joint operation in Overbalanced Drilling (OBD), borehole annular pressure also goes through

underbalanced (UB) situation compare to formation pore pressure. Thus, borehole underbalanced circumstances does notonly concern UBD, but also matter for OBD. The consequence of the underbalanced state may lead to borehole instability.

UBD technique has become an art in the modern oil industry, often applied to avoid or mitigate formation damage, reduce

lost circulation risk, enhanced recovery and increase ROP. However, in recent years, several new challenge have appeared,

making the stability issue in shales more difficult to handle, and thus also more important to solve. For operational benefit,

there has been an increasing demand by the industry for better understanding of shale behavior in underbalanced drilling.

Shale is specifically mentioned in this setting, due to the fact that borehole instability is more pronounced in such formationsthan any other formation. From field experience, it was found that shale make up more than 75 % of drilled formations, and

more than 70 % of borehole problems are caused by shale instability. In addition, many fields are in a depleting trend, infill

drilling would be a big challenge; the same is true for drilling in tectonically active areas, in deep sea, and in deep andgeologically complex surroundings. In practice, infill drilling operation requires UBD to penetrate heterogeneous formation

pressured zone. For several reasons, UBD can be a good tool in near futures. However; a reliability borehole stability

material models is needed, one that can solve the following possible uncertainities:

Geo-pressured shale which is unstable and tends to slough into the wellbore when the high pore pressure isalleviated by the lower wellbore pressure;

Hole collapse or wellbore caving due to insufficient support by the wellbore pressure;

All this uncertainities is a result of mechanical borehole instability, it can result in hole enlargements or hole collapse which

causes fill on trips, poor directional control, poor cementing, repeated reaming, or, in extreme conditions, stuck drill pipe.

It is assumed that during UBD in shale, due to lack of mud

support immediate shear failure may occur depending on typeof shale formation and its rock strength. However, if the

borehole would overcome the initial failure risk, instability

risk may be reduced by equilibrating pore pressure[Chenevert et al 2002, Fjr et al, 2008]. But due to theextremely low permeability of shales, the pore fluid cannot

flow freely, which causes redistribution of stresses and

possibility wellbore instability [Chen and Ewy, 2002]. So,

knowledge of collapse pressure model in addition to porepressure behaviour in shales is considered the most crucial

factors for wellbore design in UBD. Fig.1, presents the

hypothesis of near wellbore stress pattern for UBD

candidates. The critical region is located (blue shaded area)where shear and radial tensile failure are the resultant

mechanisms. Shear failure of the borehole wall will take

place when the stress concentration around the boreholeexceeds the compressive strength of the rock [Fjr et al.,

2008]. The strategy should therefore be to set the lowest mud

weight possible in shale without collapse and simultaneously

attempt to manage the losses in sand when drilling ininterbedded formations.

UBD is a relatively new technology, but its potential has yet to be fully realized by the industry. Particularly has borehole

stability not been well addressed, as confirmed from a literature survey? It was found that most of the studies (Mody andHale 1993, Van Oort 1997, Fonseca 2000, Anthony et al. 2002, Nobuo morita 2004) discussedperational challenges with

potential benefits. Various field trials studied by Davison (2004)in the Brent field, reported that 700-900 psi is the maximum

underbalance pressure for sub horizontal wells in shale which maintain a low risk of failure. This result can be used asreference, however, will be required a separate and more in-depth study of the zones where UBD is planned. As it is

discussed, borehole collapse risk is the potential challange for UBD; hence for investigation of borehole instability, a suitable

material model is essential to evaluate borehole collapse risk. Up until now, borehole collapse material model is apply on

elastic elastoplastic material model [Fairhurst et al. 1968, Bradely et al. 1987, Adany et al. 1987, 2002 & 2004, Al-Ajmiet al. 2006, Fjr et al. 2008].It is observed that in- situ stress assessment and it used as input is the most exemplified weak

Fig.1 Borehole stresses in UBD condition


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4 IPTC 13475

will crack or fragments fall into the borehole. On the other hand, slugging shales causes brittle shear failure by producing

cavings. The shape of the cavings is different under shear and radial tensile failure mode [Bradley 1978]. Fig.4 presents

different physical models to explain mechanisms of mechanical borehole instability in UBD. A details investigation andevaluation of these mechanisms were accomplished at the latter part of this paper.

2.3 Stress Vector in UBD

A simulated result [Islam et al., 2009] is presented in fig.5 to explain how thestress vector is acting from far fields towards borehole wall during UBD in

shales. For this particular case, the chronological in-situ stress magnitudes

was V>H>h. It is seen that due to non-linear stress vector field, fluid flowin such situation and material deformation shape will be non-linear. Hence,

the pore pressure equilibrium trend will not only depend on shales intrinsic

properties but also depend on the stress vector.In-situ stress magnitudes arealso vital in context of stability analysis [Islam et al, 2009].

2.4 Effect of Bedding Plane & Lamination

Shales are laminated structed and contain numerous bedding parallel

weakness planes. Two conditions determine whether the rock fails along a

weakness plane; the relative magnitude of the two normal stresses, and theangle between the borehole and the bedding plane. The plane of weakness was introduced in the oil industry by Aadnoy

[1988]. In modeling highly inclied boreholes, he investigated the effects of wellbore inclination, anisotropic elastic rock

properties, anisotropic stresses and anisotropic rock strength. It was shown that under certain conditions, the rock would fail

along planes of weakness. Because of the geomechanical properties of shale ( high pore pressure, alignment of phyllosilicatesdue to overburden diagenesis), slip surfaces may exibit significantly higher potential to see as compared to stronger rock

units, such as limestone and sandstone.

The aim of this section is to illustrate physical models (fig.6) by representing different attacking angle in between loading toweak bedding planes to diagnose instability and comparing physics of these models with published experimental data. Fig.

6a presents wellbores drilled 450 to weak bedding plane in artificial shales formation. As per shear stress thumb rules, the

maximum shear stress direction will follow the bedding plane and the material is so weak in this direction that evolved shearstress would be a potential challenge for material failure. Induced crack direction will be along the wellbore 450 degree to

bedding plane which may accelerate material failure risk. So, drilling well in such settings considered highest risky for of

mechanical borehole stability. Fig.6b shows wellbores is drilled parallel to bedding plane. The maximum shear stress

direction will be 450

with hit the plane and material is relatively competent in such direction. Therefore, evolved shear stresswould not be a challenge for material. However, material failure may happen through induced cracking along weak bedding

plane. For UBD, induced cracks may help to raise ROP but it will be a key factor to initiate material failure. So, drilling a

well along the bedding plane is also considered to pose a high risk of mechanical borehole stability. The remaining models

shown in fig.6c & 6d are relatively less challenging to material failure. Moreover, induced crack and shear stress directionare shown in the model. Hypothetically induced crack effect in this model will not be critical as compared with previous

model (fig.6a & 6b). The maximum shear stress is acting with an angle to weak bedding plane which may create somedegree of material failure risk. Some others sets of physical models are vertical & horizontally oriented bedding plane with

Fig. 5 Stress fields direction during UBD

Fig. 4 Borehole failure mechanisms: shear failure (left), radial tensile failure (middle) and pore pressure equilibriting trend (right).


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IPTC 13475 5

different attacking angles (fig.7). But the material failure risk analysis procedures will be the same as discussed in the

afrosaid model. Most important features will be the attacking angle between the borehole and weak bedding plane. In general,

for any combination of weak beeding plane & hitting angle orientation, evolved shear stress direction along the weak beddingplane pose a risk for initiating material failure.

.

3.0 UBD and Borehole Instability

Borehole instability during UBD operation is a complex phenomena where many factors are associated to cause mechanical

borehole instability. However, mud weight design and well trajectory are accounted as prime factors in borehole design

models. According to definition of UBD, MW is set below Pp. It does not necessarity always lead to borehole instability,

regardsless of formation strength. Therefore, formation strength articulates as Collapse Pressure (CP) in UBD. Evaluation of

CP is thus vital in UBD. It will be interesting to investigate how MW, PP and CP are interlinked in mechanical instability

during UBD. A schematic sketch is presented in fig.8 to show different scenarios regulated by MW, PP and CP and

concequences as well. Two senerios were distinguished;

Senario-1:

UBD conditions are satisfied by setting the values of MW, PP, and CP. For this

condition. consequences of UBD will be;

High ROP, High borehole stability risk due to MW MW>CP). The

main consequences are;

High ROP Relatively stable borehole

Among the three parameters involed in this model only MW is a controllable parameter. The other two influcential

Fig.6 Well drilled in different angles to bedding plane. a) vertical well but quarter angle with weak beeding plane, b) deviated well along

bedding plane , c) deviated well at an angle 700 with beeding plane and d) horizontal well.

Shear stress

Well

450

Crack

cShear stress

Well

45

Crack

d

Shear stress

Well

450

c

Crack

b

450

Shear

stress

a

Fig.7 Well drilled in different angles to bedding plane: a) vertical well

with 00 attacking angle and vertical weak beeding plane, maximum shearstress acting 450 with borehole, induced cracking may highest concern

for instability, b) deviated well 450

with horizontally oriented weakbeeding plane. We have seen that in deviated trajectory is the maximumshear stress is acting along the bedding plane. Shear failure is highest

concern in such condition.

Well

450

Shear

stress

cracking

450

Shear

stress

cracking

Wella b

Fig. 8UBD operation with different

MW, PP and CP


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parameters CP and PP are uncontrollable. Very often predictions of these parameters are associated with uncertainities. Due

to such limitation, very often field observations of borehole instability did not match with physical interpretation. Relibility

of collalpse pressure model is therefore essential for interpreting UBD. Because both Seneario-1 and Seneario-2 satisfy UBD

condition, although aspects of borehole instability are different, both are not equally stable. Seneario-2 seems to be the most

stable one. Pore pressure effects and a collapse pressure predictive model for vertical and horizontal wells in UBD conditionwere presented by Islam, et al (2009) through a separate study within the same research project. This paper worked on

collapse pressure model in deviated well.

3.1 Stability Model

Several mechanisms are involved in the borehole instability domain. The following components are in focus:

I. Pore pressure equilibrium trend at boreholeII. Borehole stress

III. Well trajectory ( azimuth and inclination)

I. Developed Model for Pore pressure trend in Shale

Time delayed borehole stability is affected by pore pressure equilibrium. Establishment of pore pressure equilibrium takes

time, and time constant given by the shale permeability. There is an uncertainity of magnitudes of shales permeability which

create difficulties increasing pore pressure equilibrium condition at borehole wall. This time delayed related subject will be

analysed through separate study within this research project. However, for this study a hypothetical mathmatical expression

was developed to evaluate pore pressure at the borehole wall and to use this data in a numerical model (see Fig.9a). The

potential applicability of the results obtained here is apparent; the results of this model could be used as a cross check for

calculations made for more particular situations through existing model and experiment.

Modell assumption:

t=0, everywhere in thr rock then v=0 (water is trapped, since t=0, and water is incompressible), anisotropic in -situ stress state,

impermeable borehole wall (undrain situation). homogeneous formation porous formation with perfect mud cake.

Fjr et al.,(2008) show that the drillout leads to a change in the mean stress. The average change (along a circular concentricpath) is zero. So, at the borehole wall, the change of total volumetric strain is constant and it is followed by the mean

principal stress, which gives 0 vV / , change ofeffective pressure is also constant:

/fP P P (1.1)

Though, 0/P so;p

PP and at borehole wall, the differential pressure may be express by;

r,r,r,.1/3 zrhHVp

The time dependent pore pressure pattern will be:

pzrhHV 31

31P (1.2)

0ppwall,p PPP (1.3)

Inspection to (1.3) and presenting pore pressure equilibrium trend at the borehole wall in fig.9b within the situation of UBD

and OBD. Data are taken from Table A1. It is found that for UBD conditions, pore pressure at the borehole wall will be

lower than the initial pore pressure, while in case of OBD it will be the opposite. It is well know that the reduced pore

pressure leads to stable borehole which implies favorable condition for UBD. From an operationl point of view pore pressure

used as guideline and pore pressure trend in fig.9b can be used as guideline for further research to establish this methodology

through time delayed pore pressure analysis.


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IPTC 13475 7

Physical Model:

Pore Pressure at Borehole Wall

-5.0

-4.0

-3.0

-2.0

-1.0

0.0

1 3 5 7r/Rw

DeltaP_

f,MPa case III

Case II

Case I

II. Borehole Stresses

Drilling a borehole will alter the in-situ principal stresses, the vertical stress (V) and the maximum and minimum horizontalstresses (H and h), in a manner so as to maintain the rock mass in a state of equilibrium. This leads to a stress concentrationaround the well. In a linear elastic material, the largest stress concentration occurs at the borehole wall. Therefore, boreholefailure is expected to initiate there. For wellbore instability analysis, consequently, stresses at the borehole wall are the ones

that must be compared against a failure criterion. Noticeable parameters and factors which need to addressed are:

Stress anisotropy, , relative position of horizontal stress at the borehole wall and acting as anisotropic environment, Borehole azimuth & inclination, Relative magnitudes of situ stresses

The Kirsch solution is used this study to asses near borehole stresses. Near borehole stress concentrations depend on stress

anisotropy (see fig.10.). For isotropic situ stress state, borehole principal stress is observed as smooth trend from the far field

to the wall but for anisotropic in-situ stress states it is very stiff near the borehole wall. A plastic zone is distinguished in the

anisotropic stress case. For mechanical borehole stability analysis it is required to understand how deep the plastic zones

penetrate. Numerical simulation evaluates the plastic deformation at a latter stage of this paper. Proper knowledge about

plastic deformation is impertial because by adjusting MW, the plastic strain can be minimized.

Fig.9bRelationship between far field pore pressure at in borehole pore pressure trend instantaniously subject to the function of

borehole radial distance and strength anisotropy ( theta) in case of UBD ( left) and OBD ( right)

Pore Pressure at Boreho le Wall

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

1 3 5 7

r/RW

DeltaP_

f,MPa Case III

Case II

case I

Fig.9aRelationship between far field pore pressure at borehole pore pressure in case of UBD , physical model


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Fig.10 Near wellbore stress for vertical wells based on Kirsch equation, a) isotropic horizontal stress, b) anisotropic horizontal stress. Data

from table 1 (case III).

2 4 6 8 1042

44

46

48

50

52

54

56

r/Rw

Stress[MPa]

Near Wellbore Stress Isotropic

Sigmar

Sigmat

Sigmaz

2 4 6 8 1040

45

50

55

60

65

r/Rw

Stress[MPa]

Near Wellbore Stress Anisotropic

Sigmar

SigmatSigma

z

III. Effect of Well Trajectory (Azimuth and Inclination)

A sensitivity analysis is made on hoop stress evaluation by changing position of azimuth, borehole inclination and anisotropic

horizontal stress. The tangential and axial stresses are functions of the angle . This angle indicates the orientation of thestresses around the wellbore circumference, and varies from 0 to 3600. In fig.11, the tangential stresses reach a maximum

value at =/2 and a minimum value at = 0 or 1800 at circular borehole wall. But with the changing combination ofborehole inclination and azimuth, the maximum and minimum position for principal stresses is slitely shifted. These critical

positions remain the same for any values of the in-situ stresses (i.e, any values ofv, H, and h). Hence, it may be known apriori that shear failure can occur only at point (values of ) where principal stress is maximum.

4.0 Borehole Collapse Model: Analyt ical

To assess the potential mechanical instability of a borehole, a constitutive model is needed in order to compute the stresses

around the borehole. The literature is adequated with such constitutive models. Westergaard et al.,1968 published one of the

early works contributing to the knowledge of stress distributions around a borehole, in which an elasto-plastic model was

developed. After that, many elasto-plastic models have been published by , Risnes et al,. 1981, Gnirk, 1990, Mitchell et al.,

1987, Anthony et al., 2002. In contrast, others efforts by Fairhurst et. al., 1965, Bradley et al., 1979, Aadnoy, 1989Paslay et

al., 1994, went in the direction ofto developing a linear elastic constitutive model. The proposed modelling tectniques vary

from simple, linear- elastic analytical solutions (Bradly 1979, Kessler et al. 1993), to compare numerical modelling that

accounts for sophisticated material properties (Polillo et. al 1984, Weissenburger et, al 1987, Aadnoy 1988, Morita et. al,

1989, Gil et al 2004,), interaction between drilling fluid and formation (Horsrud et al., 1994, Freji Ayaoub et, al, 2003,), on

the physical and chemical stability of shales (Ballard et al., 1993, Van Oort, 2003,) and chemical mechanical wellbore

instability model for shales (McLean et al., 1990, Wang 1992, Yu et al., 2001, Yu, et al., 2003, Al- Ajmi et al., 2008.

However, most of these solution were applicable only to OBD condition (i.e., mud pressure is higher than formation pore

pressure). Out of the numerous published models, linear elastic analysis may be the most common approach. This is in part

due to its requirement of fewer input parameters, as compared to other, more complicated, models. In deviated well design,

borehole inclination, azimuth, and relative stress magnitudes are considered as key factors to cause borehole instability. On

the other hand, material intrinsic properties, particularly friction angle and material strength, are key input for any material

failure constitutive model. Islam et. al., 2009, worked on in-situ stress pattern and its impact in stable drilling operations.

They presented and discussed how optimum well path may control the relative stress magnitudes in arbitrary coordinates

system and how situ stress magnitudes determines stable drilling direction. Up until now, very limited work has been seen

into mechanical failure analysis in UBD operation.

This study solves first the complicated analytical formulation of minimum well pressure model, based on M-C failure criteria

for inclined wells. We have used MAPLE to reproduce a complete simpler analytical model for inclined wells to obtained

MW. We were developed four possible solutions and it is seen that they are case sensitive. The analytical solution is

presented by Eq. [A]. It then developed MATLAB codes to analyse the analytical model dynamically. A full mathematicalexpression of near borehole stress and minimum mud weight to prevent borehole collapse for arbitrary stress axis is included

in Appendix A. It is seen thatthe tangential ( ) and radial (r) stresses are functions of the mud pressure, Pw, but the axial


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IPTC 13475 9

stress z is not a function of Pw. Hence, any changes in mud pressure will only affect and r. When Pw decreases, increases towards the compressive strength where r should be less than or equal to Pw (UBD). Thus the lower limit of themud pressure is associated with borehole collapse >r. It is therefore an effective and useful approach to focus ontangential stress which incorporates borehole failure modes regulated by stress magnitudes, well trajectory, mud pressure and

relative position of horizontal stresses.

For real life drilling operations, the influence of borehole inclination, azimuth and anisotropic stress pattern have to be

considered in borehole design. For a particular NF stress regimes Fig. 11 (g-i) show the changed position of collapse andfracture initiation points, which are significantly affected by borehole trajectory. From the inspection of Eq. [A-1 & A-2]

and from Fig. 11 (g-i), Fig. 12( g-i) and Fig. 13(g-i), it is shown that hoop stress shifts with well trajectory. For example,

with constant azimuth; 450 (Fig. 11 g) the magnitudes of hoop stress varies with well inclination; however, when bothazimuth & inclination change, initiation of fracture and collapse position also changed (Fig. 11 i).

Minimum mud weight is evaluated based on developed analytical model (Eq. A, appendix A) and part of the result is

presented in Fig.11 ( a-f) for normal in situ stress, Fig.12 (a-f) & Fig.13(a-f) for strike slip and reverse fault condition. It is

seen, how borehole trajectory (azimuth & inclination) determined safe mud weight window. The trend of the minimum mud

weight window is non linear, and azimuth, inclination and cohesion effects are significant. It is also remarkable to notice that

in- situ stress pattern & its magnitudes play an vital roles for mud weight design, because with the same well trajectory, forcase III & case II , the mud weight window is completely different ( Fig. 11 & fig. 12). Both the results showed highly non

linear trend to predict different sensible concern for borehole design in highly inclined wells. The minimum mud weight

window to prevent borehole collapse is become very narrow (Fig.11, case III) when wells reached higher inclination than

400. It may interest to see, well azimuth eventually sets the minimum MW to prevent borehole collapse. For example, Fig.

12d is showed that borehole azimuth with 900 requires gradually increasing trend minimum MW to prevent borehole collapse

but in case with azimuth 3600 its reversed. Another observation is that minimum MW limit is flat when wells trajectory

(inclination) is passed in between 0-40 degree under case II and I (Figs. 12 & 13) which implied, vertical well or less

deviated wells to be required maximum mud weight to prevent borehole collapse during drilling in strong tectonic in - situ

stress regimes. One important feature of our proposed analytical mosels comes up with expression (see Eq. A, markedwith red circle). In discussed solution results obtained by using + expression. However, with using -expression results is

changed lots particularly under case II and III (Fig. not showing). A Fields case study is therefore essential to validate our

proposed analytical solution.

For a case sensitivity analysis, we have done our simulation under in strong tectonic stress regimes in the same depth of

investigation (let say 2500 m, case III). We just altered magnitudes of in- situ stresses to satisfy NF, SS and RF condition.

Simulated results are presented in Fig. 14. Here again showed how in- situ stress dominates on MW. The wellbore direction

along with stability condition is therefore (Islam et al 2009):

Normal fault: Least stable well direction is horizontal along H. The optimum drilling trajectory for preventingborehole instability is 30-400 in a direction parallel to the minimum in situ stress h (when azimuth, a = 90

0).

Strike Slip:Least stable direction is vertical. The optimum drilling direction is 20-300 from the direction of themaximum in- situ stress.

Reverse fault: Least stable direction is horizontal along h or vertical.

This study design employed on Matlab codes to perform rapid parametric analysis input for any range of model associatedparameters. An application of this model is to analyse borehole stresses and minimum mud weight dynamically as per user

requirement. The model would be helpful for design of mud in complex well geometry. The borehole failure position

initiated by borehole principal stresses also could be quantified through this model.


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10 IPTC 13475

0 10 20 30 40 50 60 70 80 901.64

1.66

1.68

1.7

1.72

1.74

1.76

Inclination [Degree]

Min.MudWeight[s.g]

dw

0

45

90

135

180

270

360

Case III: Ultra Deep , with most common normal in- situ stress condition.a) b) c)

d) e) f)

g) h) i)

Fig. 11

Evaluation of principal stresses at borehole coordinates with the effect of

a) Variable well inclination and fixed borehole azimuth, 900, b) Variable borehole azimuth but fixed well inclination 450.

Estimation of minimum MW with the effect ofc) Variable borehole azimuth and specifice well inclinations, d) Variable wells inclination and specifice borehole azimuth,

e) Wells inclination and similar borehole azimuth, f) Variation of both borehole azimuth and wells inclinations,( for shear

failure mode A, > z > r).

Evaluation of near wellbore stress,g) Stress anisotropy and well inclination effect (azimuth 900), h) Stress anisotropy and well inclination effect (azimuth 450),

i) Differential hoop stress change during azimudal change. Applied data from Table A1, case III.

0 45 90 135 180 225 270 315 3601.64

1.66

1.68

1.7

1.72

1.74

1.76

Azimuth [Degree]

Min.

MudWeight[s.g

]

iw 0

15

30

45

60

70

90

0 45 90 135 180 225 270 315 36040

45

50

55

60

65

70

Azimuth [Degree]

PrincipalStress[MPa]

Sigma1

Sigma2

Sigma3

0 10 20 30 40 50 60 70 80 9040

45

50

55

60



Sigma1

Sigma2

Sigma3

0 10 20 30 40 50 60 70 80 901.64

1.66

1.68

1.7

1.72

1.74

1.76


Min.MudWeight[s.g]

dw

0

45

90

158

216

295

360

0 60 120 180 240 300 36085

90

95

100

105

Theta [ Degree]

HoopStress[MPa]

@ dw 90 deg.

iw

0

15

30

45

60

70

90

0 60 120 180 240 300 36085

90

95

100

105

Theta [Degree]

HoopStress[MPa]

@dw 45 deg.

iw

0

15

30

45

60

70

90

0 60 120 180 240 300 360-10

-5

0

5

10

Theta[Degree]

Deltahoopstress[MPa]

dw 45 -dw 90

iw

iw

30

iw

45

iw

60

iw

70

iw

90


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IPTC 13475 11

0 45 90 135 180 225 270 315 36030

40

50

60

70

Azimuth [Degree]


Sigma2

Sigma1

Sigma3

0 10 20 30 40 50 60 70 80 9025

30

35

40

45

50

5560

65



Sigma2

Sigma1

Sigma3

Case II : Medium depth with strike slip, in -situ stress conditiona) b) c)

d) e) f)

g) h) i)

Fig. 12

Evaluation of principal stresses at borehole coordinates with the effect ofa) Variable well inclination and fixed borehole azimuth, 90

0, b) Variable borehole azimuth but fixed well inclination 45

0.

Estimation of minimum MW with the effect of

c) Variable borehole azimuth and specifice well inclinations, d) Variable wells inclination and specifice borehole azimuth,e) Wells inclination and similar borehole azimuth, f) Variation of both borehole azimuth and wells inclinations,( for shear


Evaluation of near wellbore stress,g) Stress anisotropy and well inclination effect (azimuth 90

0), h) Stress anisotropy and well inclination effect (azimuth 45

0),

i) Differential hoop stress change during azimudal change. Applied data from Table A1, case II.

0 60 120 180 240 300 360

-30

-20

-10

0

10

2030

Theta[Degree]

Deltahoopstress[MP

a]

dw

45 -dw

90

i

wiw

30

iw

45

iw

60

iw

70

iw

90

0 60 120 180 240 300 36060

70

80

90

100

Theta [Degree]

HoopStress[MPa]

@dw

45 deg.

iw

0

1530

45

60

70

90

0 60 120 180 240 300 36060

70

80

90

100

Theta [ Degree]

HoopStress[MPa

]

@ dw

90 deg.

iw

0

1530

45

60

70

90

0 10 20 30 40 50 60 70 80 901.1

1.15

1.2

1.25

1.3

1.35

1.4

1.45

1.5


Min.MudWeight[s.g]

dw

0

45

90

135

180

270

360

0 10 20 30 40 50 60 70 80 901.1

1.15

1.2

1.25

1.3

1.35

1.4

1.45

1.5


Min.

MudWeight[s.g

]

dw

0

45

90

158

216

295

360

0 45 90 135 180 225 270 315 3601.1

1.15

1.2

1.25

1.3

1.35

1.41.45

1.5

Azimuth [Degree]

Min.

MudWeight[s.g]

iw

0

1530

45

60

70

90

0 100 200 3000

20

40

60

80

Azimuth [Degree]

Inclination[Degree]

Variation of Mi n. Mud Weight, [s.g]

1.2

1.3

1.4

1.5


12/19

12 IPTC 13475

0 10 20 30 40 50 60 70 80 9015

20

25

30

35

40



Sigma2

Sigma3

Sigma1

0 60 120 180 240 300 36040

45

50

55

60

Theta [Degree]

HoopStress[MPa]

@dw

45 deg.

iw

0

15

30

45

60

70

90

0 100 200 3000

20

40

60

80

Azimuth [Degree]

Inclination[Degree]

Variation of Mi n. Mud Weight, [s.g]

0.75

0.8

0.85

0.9

0.95

Case I : Shallow depth with reverse fault conditiona) b) c)

d) e) f)

Fig. 13

Evaluation of principal stresses at borehole coordinates with the effect ofa) Variable well inclination and fixed borehole azimuth, 900, b) Variable borehole azimuth but fixed well inclination 450.

Estimation of minimum MW with the effect of

c) Variable borehole azimuth and specifice well inclinations, d) Variable wells inclination and specifice borehole azimuth,e) Wells inclination and similar borehole azimuth, f) Variation of both borehole azimuth and wells inclinations,( for shear


Evaluation of near wellbore stress,g) Stress anisotropy and well inclination effect (azimuth 90

0), h) Stress anisotropy and well inclination effect (azimuth 45

0),

i) Differential hoop stress change during azimudal change. Applied data from Table A1, case I.

a) b) c)

0 45 90 135 180 225 270 315 36015

20

25

30

35

40

45

Azimuth [Degree]


Sigma2

Sigma3

Sigma1

0 60 120 180 240 300 36040

45

50

55

60

Theta [Degree]

HoopStress[MPa]

@ dw

90 deg.

iw

0

1530

45

60

70

90

0 60 120 180 240 300 360-12

-8

-4

0

4

8

12

Theta[Degree]

Deltahoopstress[M

Pa]

dw

45 -dw

90

iw

iw 30

iw

45

iw

60

iw

70

iw

90

0 45 90 135 180 225 270 315 3600.72

0.76

0.8

0.84

0.88

0.92

0.96

Azimuth [Degree]

Min.

MudWeight[s.g]

iw

0

1530

45

60

70

90

0 10 20 30 40 50 60 70 80 900.72

0.76

0.8

0.84

0.88

0.92

0.96


Min.MudWeight[s.g]

dw

0

4590

158

216

295

360

0 10 20 30 40 50 60 70 80 900.72

0.76

0.8

0.84

0.88

0.92

0.96


Min.MudWeight[s.g]

dw

0

4590

135

180

270

360


13/19

IPTC 13475 13

V

H

h

V

H

h

Fig.15 Loads applied to the

model

Fig.16 Boundary condition in a

horizontal plane.

0 100 200 3000

20

40

60

80

Azimuth [Degree]

Inclination[D

egree]

Variatio n of Min. MW, SS, [s.g]

1.6

1.65

1.7

1.75

0 100 200 3000

20

40

60

80

Azimuth [Degree]

Inclination[Degree]

Variation of Min. MW, RF, [s.g]

1.6

1.62

1.64

1.66

1.68

1.7

Fig. 14 Minimum MW to prevent borehole collalpse at same depth under in different in situ stress pattern, a) NF,

b) SS, and C) RF. Data is used from case III, Table A1.

5.0 Numerical 3-D Finite Element Materials Model Employed in UBD Condition5.1 Analysis of material behavior under different stress state

ABAQUS/CAE is used to construct the simple 3-D material model for both linear- elastic and elastoplastic materials. It is a

cubic block of rock with a borehole drilled through its center. Due to symmetry consideration, only a quarter of the structure(90 degrees on the horizontal plane) was modeled. To minimize boundary effects, the cubic model was designed with a side

length of 2.75 m, a depth of 5.50 m and a wellbore radius of 0.150 m. The final structure used for this study is shown infig.15 with 3 dimensional stress fields. This model has not employed gravity effect. The simulated wellbores were rotated at0, 15, 30, 45, 60, 75 and 90 degrees from the vertical axis, in a plane perpendicular to H to quantify the borehole inclination

effect on the materials state. The differential stress is maximum on this particular plane ( 1-3) and probably it can be theworse case. UBD criterion is applied to simulate this model.

Boundary Condition:

i) No displacements were allowed at the nodes of the bottom face of the cube.That mean the floor of the cube is fixed in all direction. ii) The top face (roof) of

the model was fixed in x and y directions which did not allow for any horizontal

displacements.ii) Implicitly Assumption: i) homogeneous formation; ii) contact between the

modeled rock, and both the underlying and the overlying rock were fixed, i.e.,

horizontal displacements at the top and bottom boundaries were neglected.

iii) Modeled rock formation and overlying/underlying rocks are of same stiffness.The mechanical properties of both types of rock and stress magnitudes of the

simulated rock are found in Appendix A.

5.2 Results and Discussion

Cases I through III were evaluated for both types of materials, and for inclinatios ranging

from 0 to 90 drgrees. Several parameters were analysed in order to obtain the effects of

changes both in stress field and in borehole inclination. Fig.17 presents a comparision of the

maximum values of stress at the wellbore wall for all cases at different angles. A marked

increment in stress magnitudes was observed at an angle of 45 degrees for all the cases and

types of material. This behaviour coincides with the results obtained analytical solutions in

fig.11. The simulation run with UBD condition gave borehole plasticity and mareial

deformation effect adjacent to the borehole wall (see fig.17). However, the FEM approach

showed plasticity effect and region. However, it could not evaluate material failure point

in order to find the exact material failure state and failure point, a discreite particle

element model is required. Another observation is that the simulation based on EFM

modeling in ABAQUS always assumes magnitudes of cohesion as constant as initial

values of rock strength. Materials will never collapse until or unless, cohesion becomes zero. When material goes in to the

x

y


14/19

14 IPTC 13475

Fig.17 Numerical result of stresses at borehole wall underNormal in situ stress stae condition. Elastic and

elastoplastic material behaviour were quantified.

Borehole Stress

-70000

-60000

-50000

-40000

-30000

-20000

-10000

0

10000

0 2 4 6 8

Radial distance

StressMagnitudes,KPa

radial

tangential

plastic zone, cohesion might be reduced. Moreover, pore pressure

simulated trend in fig. 18c is in good agreement with developed

pore pressure evaluation model (fig.9).

a) b)

c) Fig.18 Material failure state, a) Plasticity effect, b) Boreholedisplacement, c) Instantaneous pore pressure trend. Dataare from Table1, case III

Plasticity effect

0 10 20 30 40 50 60 70 80 9010

20

30

40

50

60

70

80

90

Borehole Inclination, degree

StressatBoreholew

all,MPa

Maximum stress at borehole

elastic3

ep3

elastic2

ep2

elastic1

ep1

Borehole Displacement

-0.01

-0.008

-0.006

-0.004

-0.002

0

0 1 2 3 4 5 6

Radial Distance to Borehole

Displacem

ent,strain

Pore Pressure Trend

0

5000

10000

15000

20000

25000

30000

35000

40000

45000

0 1 2 3 4 5 6Radial Distance to Borehole

P

o

re

P

ressu

re,

K

P

a


15/19

IPTC 13475 15

6.0 Conclusions:

All physical models in this study give an overview of mechanisms of mechanical borehole instability and keyparameters involved in shale instability during UBD. It may help to support in-depth study for UBD & borehole

instability research projects.

A complete set of analytical solutions is solved by using M-C model to develop a standard borehole collapse modelfor complex well trajectory design. This model worked in well design for maximum principal stress acting at the

borehole wall. The model is enabled to predict the minimum mud weight to prevent borehole collapse in different

in- situ stress regimes. The considerable leading feature of this model is to evaluate and to provide more accurate

borehole geomechanical analysis which will be useful in complex well trajectory design and well placement in

geologically complex surroundings. The potential applicability of this model need to be further verified for more

particular situations in the field and compared results with othors publications within the similar case studies.

The numerical model is able to capture the effect of plasticity with a certain limit, but it did not quantify materialanisotropy both in stiffness and strength. An orthotropic 3-D elastoplastic material model for shale is required to

ensure directional anisotropy effect of shales to compare real borehole stability case studis. Simulation result

inferred that elastoplastic rock is able to store more energy through deformation. This will ensure more stable

borehole under the same loading conditions than a normal elastic rock. The same conclusion has been seen from

Ivan Gil et al. 2002.

The physical, analytical and numerical models predicted the critical borehole inclination and well direction whichcaused borehole instability and come up with similar results. In some others perspect, although the numbers from

analytical and numerical approach are slightly different, the study gave confidence in the conclusion that OBD or

UBD is not limited only by well inclination. Should underbalanced drilling of the shale be required, it is

recommended to do a separate and more in-depth study of the zones where this is planned.

7.0 Nomenclature

Symbol Meaning Unit

V Vertical stress MPah Min. horizontal stress MPaH Max. horizontal stress MPa

Tangential or hoop stress MPa

z Axial stress MPa

r Radial stress MPa

Pp Pore pressure MPa

Pfh Hydrostatic pressure MPa

Pw Wellbore pressure MPa

Poisons ratiosCo Cohesion strength MPa

To Tensile strength; Pa MPa Shear stress MPa Orientation of failure angle Degrees Material friction angle Degrees

D or h Depth m

r Radial distance mRw Borehole radius m

CPP Collapse pressure predictionMW Mud weight s.g

E Young modulud GPa

Abbreviation:

GMM : Geomechanical Model

CPP : Collapse Pressure PredictionCP : Collapse Pressure

UBD : underbalanced drilling

OBD : Over Balanced Drilling

OP : Over PressureHC : HydrocarbonCPM : Collapse Pressure Model


16/19

16 IPTC 13475

8.0 Acknowledgements

The authors want to thank NTNU for supporting and giving permission to write this paper. We would like to express our

appreciation to Prof. Rune. M. Holt and Valipour Shokohi Samadfor their time to discuss critical issues in this work.

9.0 References

Aadnoy BS, Rogaland U, Chenevert ME. Stability of highly inclined boreholes. In Proceedings of the IADC/SPE drilling

conference, New Orleans, March 1518, 1987. SPE 16052.

Aadnoy BS. Stresses around horizontal boreholes drilled in sedimentary rocks. J Petrol Sci Eng 1989;2(4):34960.

Aadnoy, B., Hareland, G and Kustamsi, A. Borehole Failure Related to Bedding Plane. In Proceedings of the ARMA ,

Conference, Asheville, North Carolina, June 28 th July 1, 2009.

Anthony J.L Crook, Jian- Guo Yu, Stephen M. Willson Development of an Orthotropic 3D Elastoplastic Material Model

for Shale presented in the SPE/ISRM Rock Mechanics Conference held in Texas , 20-23 October 2002.

Al-Ajmi AM, Zimmerman RW. Relationship between the parameters of the Mogi and Coulomb failure criterion. Int J Rock

Mech Min Sci 2005;42(3):4319.

Al-Ajmi, A.M.,Sultan Qaboos U,; and Zimmerman, R.W. Stability Analysis of Deviated Boreholes Using the Mogi-Coulomb Failure Criterion, With Applications to Some Oil and Gas Reservoirs presented at the IADC/SPE Asia Pacific

Drilling Technology Conference and Exhibition held in Bangkok, Thailand, 13-15 November 2006.

Bradley WB. Mathematical concept-stress cloud can predict borehole failure. Oil & Gas J 1979;77(8):92102.

Chenevert E, Mengjiao Yu, Mukul M Sharma Chemical mechanical wellbore instability model for shales: accounting for

solute diffusion center for petroleum and geosystems engineering, Journal of Petroleum Science and Engineering 38 (2003)131-143.

Fjr E, Holt M., Hoursrud P., Raaen M Petroleum related rock mechanics 2nd addition,

Hoursrud, P., Holt M., and E. F. Sonstebo, & Bostrom B., Time dependent borehole stability: laboratory studies and

numerical simulation of different mechanisms in shale presented at the Eurock SPE/ISRM Rock Mechanics in Petroleum

Engineering Conference held in Delft, The Netherlands, 29-31 August 1994.

Ewy RT, Ross GD, Gast MR, Steiger RP. North Sea case histories of wellbore stability predictions for successful high-angle

Nelson Field wells. In: Proceedings of the IADC/SPE drilling conference, Dallas,

Fairhurst C. On the determination of the state of stress in rock masses. In: Proceedings of the Annual AIME meeting,Chicago, February 1418, 1965. SPE 1062.

Fonseca C.F., Chemical mechanical modeling of wellbore instability in shales. Proceeding of ETCE 2000 and OMAE

2000 Joint Conference: Energy for the New Millenium, Feb. 14 17, 2000, New Orleans, LA.

Gil Ivan and Roegiers, Borehole Design: Stability Considerations presented at the SPE/ISRM Rock Mechanics Conference

held inving Texas, 20-23 October 2002.

Islam M.A , Skalle P., and Tantserev E., Prediction and evaluation of collapse pressure risk for vertical and horizontal

wells in undervalanced drilling in shales International Conference Proceeding, International Conference of mechanical

Engineering ( ICME,09), Dhaka, 28-30 December 2009.

Islam M.A, Skalle P and Mahmud H., In situ stress pattern and its impact on stable drilling A sensitivity Analysis

Internationa Conference Proceeding, Geoscience for Global Development ( GeoDev, 09) , Dhaka, 26-29 October , 2009.

Jaeger JC, Cook NGW. Fundamentals of rock mechanics. 3rd ed. London: Chapman & Hall; 1979.


17/19

IPTC 13475 17

McLean M, Addis M. Wellbore stability: the effect of strength criteria on mud weight recommendations. In: Proceedings of

the 65th annual technical conference and exhibition, Society of petroleum engineers, New Orleans, September 2326, 1990.

SPE 20405.

Mogi K. Effect of the triaxial stress system on the failure of dolomite and limestone. Tectonophysics 1971;11(11):11127.

McLean M, Addis M. Wellbore stability analysis: a review of current methods of analysis and their field application. In:

Proceedings of the IADC/SPE drilling conference, Houston, Texas, February 27March 2, 1990. SPE 19941.

Nobuo Morita, SPE, Waseda University, 2004. Well Orientation Effect on Borehole Stability presented at the SPE Annual

Technical Conference and Exhibition held in Houston, Texas, U.S.A, 26-29 September 2004.

Sreide O.K., Bostrm, B. And Horsrud, P Borehole stability simulations of an HPHT field using anisotropic shale

modelling, In Proceedings of the ARMA , Conference, Asheville, North Carolina, June 28 th July 1, 2009.

10. Appendix A

Table A1: Stress fields data used in simulation model: data from Gulfask field, North Sea.

Case name Stress Criteria, MPa Others parameters

Case-1, 1200 m VhH 302524

Pp=18 MPa, C0= 5 MPa , To=1 MPa, =0.2 ,= 300, , = 900

Case-II, Intermediate depth ( 1800m) hVH 4641.535

Pp=30 MPa, C0=10 MPa , To=2 MPa, =0.25,= 300, = 900,

Case-III, Ultra deep (2500m) hHV 52.550.546.5

NF : 1>2>3

SS: 2>1>3SS: 2>3>1

Pp=40 MPa ,C0=10 MPa , To=2 MPa, =0.3 ,= 300, = 900

The mechanical properties: Used in numerical simulation model

Elastic rock: E = 120 MPa, = 0.3

Elasto- Plastic rock: E = 120 MPa, = 0.3, yield o = 20 Mpa, with p=0, yield = 28 Mpa, with p=0.004

A2: Analytical formulation

Drilling with Arbitrary Stress Coordinate System:

For an arbitrarily oriented borehole the rotation of the stress tensor from the global in-situ stress coordinate system (x*,y*,

z*) to a local borehole coordinate system(x,y,z) as illustrated in Fig.A1. Assume that the in situ principal stresses (V, H,h) are associated with the co-ordinate system (x*,y* z*). These virgin formation stresses should be transformed to anotherco-ordinate system (x,y,z), to conveniently determine the stress distribution around a borehole where the z- axis is parallel to

the borehole axis, the x-axis is parallel to the lower most radial direction of the borehole, and the y- axis is horizontal. This

transformation can be obtained by a rotation a around the y*-axis, and then a rotation i around the z*- axis. Usingthe stress transformation equation is given by (Jaeger et al., 1969), the virgin formation stresses expressed in the (x, y, z) co-

ordinate system is presented Eq.[A1]. From Eq.[A1], the angle a corresponds to the deviation (inclination) of the borehole

from H, and the angle i represents the deviation of the borehole from V.


18/19

18 IPTC 13475

a) b)

Fig. A1 Wellbore orientation vs princip le stress direction (a) and vs. an arbitrary stress axis (b)

i) Far field stresses in a coordinate system referred to the borehole.

hHyz

VhHxz

hHxy

VhHz

hHy

VhHx

aaiaai

aaii

aaiaai

iaiai

aa

iaiai

..cossin.sin..cossin.sin

.sin.cos.cossin

..cossin.cos..cossin.cos

cossin.sin..cossin

.cos.sin

.sin.sin.cos..coscos

22

22222

22

22222

ii) The stress at the borehole wall based on condition for mechanical equilibrium & impermeable borehole wall:

0

cossin2

2sin42cos2

2sin42cos2

rzr

yzxzz

xyfryxfrzzz

wellxyyxyx

wellr

..

....

...

P

iii) Proncipal stresses at borehole wall which are orthogonal to each other; these are

221 421

21 zzz

222 42

1

2

1zzz

wP3

iv) M-C Shear failure criteria: Mode A: rZ

2/30/1 tanC

Where;

f 1/1 and

fwr P 1/3

[A-1]

[A-2]

[A-3]

[A-4]

[A-5]

[A-6]

[A-7]

[A-8]

V

h

H H

V

hH

h

V

I

III

II

Z*

Y*

X*

V

h

z

x

y

a

iH


19/19

IPTC 13475 19

Fig. B1 Simulated result, data with case II from Table A (exampled)

MAPLE is used to estimate Borehole principal stresses (1, 1 and 3).

With the combination of Eq. [A-1 to A-8]:

The minimum mud weight solution to Prevent Collapse solution will be:

P(a)

w, min =

2 2 2 0 02 2

12 tan 2 tan tan

2 2

tan (1 tan )

zz zz

PfA Pf C Pf C

12 2 22 2 2 4

0

2 2 2

0 0 0

2 4 2 2 2

2 2

1 tan 2 tan 2 tan

2 tan 2 tan 2 tan

tan 4 1 tan tan1

2 1 tan tan

f zz f zz f

f zz zz

z

P C P A P A

P C C C A A

A

Where A = (providing upon request); = 900

Appendix B: Numerical Analysis

[Eq. A]

underbalanced drilling in shale

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