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13365_2 | Rock (Geology)
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QUANTITATIVE OF ROCK
PART 2 ROCK MASS PRESSURE
CLASSIFICATION SYSTEMS MASS - GUIdi?LINES
QUALITY FOR PREDICTION OF SUPPORT IN UNDERGROUND OPENINGS
UDC 624’12’001’3
NEW DELHI Jury 1992
FOREWORD This Indian Standard ( Part 2 ) was adopted by the Bureau of Indian Standards. and monitoring has provided fairly good correlations with quantitative classifications and these may be used to predict engineering behaviour of rock masses with reasonable accuracy. and
openings. For the purpose of eliminating the bias of an individual should be given a range in preference to a single value. the rating for different parameters
For the purpose of deciding whether a particular requirement of this standard is complied with. the final value. Past experience with field tests Quantitative classification of rock masses have many advantages. Guidelines parts: Part Part for quantitative classification system of rock mass has been covered in the following two
For predicting For prediction
engineering of support
properties pressure
( RMR
. This is the reason why quantitative classifications have become very popular all over the world. expressrng the result of a measurement. after the draft finalized by the Rock Mechanics Sectional Committee had been approved by the Civil Engineering Division Council. user. as well as to the experience gathered abroad and within this country. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. In the formulation of this standard due weightage has been given to the work of Nick Barton who developed this classification after studying 200 case histories. observed or calculated. shall be rounded OK in accordance with IS 2 : t 960 ‘Rules for rounding off numerical values (revised )‘.Rock
This part covers classification of rock mass for prediction of support pressure in underground openings.
etc. RQD for clay free rock masses shall approximately be given by the following formula: RQD = 115 . schistocity.
Jn Jr Jt% JW SRF
The parameter ( Jn ) representing the number of joint sets shall often be affected by foliations..1 Determination of the Rock Mass Quality ( Q ) The rock mass quality ( Q ) shall be defined the following equation: Rock Mass Quality ( Q ) = ( RQD/Jn ). a nominal of 10 is used to evaluate rock mass quality ( see Table 1 ).
2 For portals use (2’0 X Jn ). etc Crushed rock.1 The Indian Standard IS 11315 ( Part 11 ) : 1985 ‘Method of quantitative description of discontinuities in rock mass: Part 11 Core recovery and rock quality’ is necessary adjunct to this standard. .1 This standard covers the procedures for obtaining the value of rock mass quality ( Q) and correlation for predicting ihe support pressure for both small and large underground openings.
= = = = = Joint set number.*.
2 RQD intervals of 5. RQD may be estimated from the number of joints per unit volume of the rock mass..1 Rock Quality Designation ( RQD ) [see IS 11315 (Part 11 ) : 1985 I
0’5-1’0 2 3 4 6 9 12’ 15 20
RQD shall be defined as the sum of core pieces with lengths greater or equal to 10 ems expressed as percentage of length of the borehole. . ‘sugar cube’. Thus. . then it should be counted as ‘random joints’ while evaluating Jn from Table 2. . value ( Q). heavily jointed. and Stress reduction factor.1.. Joint roughness number.
NOTE . no or few joints One joint set One joint set plus random Two joint sets Two joint sets plus random Three joint sets Three joint sets plus random Four or more joint sets. 90. Joint alteration number. (2)
Massive. .. If there are few joints visible or only occasional breaks in rock core due to these features. 3 PROCEDURE 3. . that sufficiently accurate. (1)
RQD = Deere’s Rock Quality Designation.IS 13365 ( Part 2 ) : 1992
QUANTITATIVE CLASSIFICATIONSYSTEMS OF ROCK MASS-GUIDELINES
PART 2 ROCK MASS PRESSURE QUALITY FOR PREDICTION OF SUPPORT IN UNDERGROUND OPENINGS Table 1
1 SCOPE 1.3’3 JV . random.
(RQD )
o-25 25-50 50-75 75-90 90-100
B C D E NOTES
2 REFERENCE 2. 95. etc. earthlike
where JV = Total number of joints per cubic metre called volumetric joint count.. in which the number of joints per meter for each joint set are added. are
3. . 1
NOTES 1 For intersections
use (3. .The-rock mass quality in Equation 1 is related with the ultimate support pressure requirements. . .1.
.2 Joint Set Number ( Jn )
Jr/Ja). . . If strongly developed.. 100. . .
NOTE .Multiply Jn by factors 2 and 3 for portals and intersections respectively.. Joint water reduction factor. . .0 x Jn ). these parallel discontinuities should be counted as a complete joint set. . slaty cleavages or beddings. If RQD is less than 10 percent. (
( Jw/SRF )
1 Where RQD is reported or measured as < 10 ( including 0) a nominal value of 10 is used to evaluate Q in equation 1.. In the absence of a borehole.
undulating Rough or irregular. Jn. planar Smooth. If on the other hand the shear zones are narrow than l-2 metres and occur frequently.
3.0 ( no. This is due to reduction in the effective normal stress across joints. The parameters Jr and Ja should be relevant to the weakest significant joint-set or clay filled disconIf the joint set of distinuity in a given zone.
000’00 I-O 000’0 1 000’010-0 000’10
. Table 3 Joint Roughness Number ( Jr )
c) Active stress ( Jw/SRF ) 3.. Water may in addition cause softening and possible outwash in the case of clayfilled joints. SRF can also be regarded as a total stress parameter.SRF ratings for squeezing rock conditions are not found reliable for predicting support pressures as these depend upon tunnel wall displacements. in a few meters wide closely jointed shear zone with alternate sound it shall be necessary to evaluate these rock.3 Joint Roughness Number ( Jr and Ja ) Number and Joint Alteration 3. the rock masses may be classified into the following nine categories:
0 10~000-0 040’000-0 100’000-0 400’000. continuity with the minimum value of ( J.
The length of core or an exposed excavation to be used for evaluating the first four parameters on the ( RQD.1.0 if the mean spacing of the relevant joint set is greater than 3 m. parameters separately. 1.
On the basis of the Q-value.1. if it is considered likely that the closely jointed shear zones are wide enough to justify special treatment ( that is.5 Stress Reduction Factor ( SRF )
The parameter SRF ( see Table 6 ) is a measure of the followina:
Factor ( Jw )
The parameter JW (see Table 5 ) is a measure of water pressure. However. b) rock stress q&l in a competent rock mass where qo is uniaxial compressive strength of rock mass and a1 is the major principal stress before excavation.2 As seen from Equation I the rock mass quality ( Q ) may be considered a function of only three parameters which are crude measures of the following: a) Block size ( RQD/Jm ) b) inter block shear strength ( Jr/Ja ) : It represents overall ture of rock mass struc-
The parameters Jr and Ja. given in Tables 3 and 4 represent roughness and degree of alteration of joint walls or filling materials respectively. provided the lineations are favourably orientated.4 Classification
of the Rock Mass
in the case of an pressure excavation through shear zones and clay bearing rock masses.IS 13365 ( Part 2 > : 1992 3. planar
‘For No Rock Wall Contact When
4 3 2 1’5 1’5 1’0 0’5
Zone containing clay minerals .3 Collection
: It has been found that the tan-’ ( Jr/Ja ) is a fair approximation to the actual peak sliding angle of friction along the joint : It is an empirical factor describing the active stress
For Rock Wall Contact and Rock Wall Contact before 10 cm Shear Classification Jr
Discontinuous joints Rough or irrcgu!ar undulating Smooth. floor and the two walls. and its higher value of ( J./Js ) is favourably oriented for stability. 3 In case of power tunnels. 3.1.I 001’000-0 004’000-0 040’00 100’00 400’00 000’00 004’00 010’00
Classification Good Very good Extremely good ’ Exceptionally good Very poor Poor Fair Exceptionafiy poor Extremely poor
000’ 100-o 00 1’00
NOTE . 2 Jr = 0’5 may he used for planar slickensided joints having Iineations. If there is little variation. gravelly or crushed zone ( nominal ) thick enough to prevent rock wall contact NOTES 1 Add 1.
NOTES 1 Values of the rock mass quality Q should be obtained separately for the roof. particularly when the geological description of the rock mass is not uniform around the periphery of an underground opening. planar Slickensided. then a second less favourably oriented joint set or discontinuity may be of greater significance. the value of Jw for calculation of ultimate support pressures should bc reduced assuming that seepage water pressure in Table 6 is equal to the internal water pressure. then an overall reduced value of Q may be most appropriate since increased support is likely to be applied uniformly along the entire length of such variable ones. In such cases a core or wail length of lo-50 m may be needed to obtain an overall picture of the reduced rock mass quality./Ja ) should be used when evaluating Q from Equation 1. undulating Slickensided.ninal ) thick enough to prevent rock wall contact 1’0 Sandy. Jr and Ja ) shall depend uniformity of the rock mass. which has an adverse effect on the shear strength of joints. additmnal shotcrete ) compared to only systematic bolting in the remainder of the excavation. a core or wall length of 5-10 m should be sufficient. and 4 squeezing or swelling pressures in incompetent rock masses. 2 Mean value of rock mass quality should be taken as root mean square value of its maximum and minimum values.
J ) M N Zones or bands of silty or sandy clay. < 5 mm in thickness)
caused by ice information
. small clay fraction ( non-softening) Thick. gypsum and graphite. and or crushed rock and clay (see G. etc. mica. < 5 mm in thickness ) Medium or low over-consolidation. non-softening mineral coatings.4 )
Classification Dry excavations or minor inflow. .
Joint Water Reduction Factor ( Clause 3.
( continuous. are not considered. non-softening. that is. montmorillonite
Zones or bands or disintegrated K. continuous zones or bands of clay (see G. etc Silty or sandy-clay coatings. J ) NOTE Values of ( dr ) are intended as an approximate if present. Also chloride.0-8’0 8’0. hard.66 0’5 0’33 0’2-0’ 1 0’1-0’05
Approx Water Pressure ( kg/cm2 ) <I 1’0-2’5 2. small clay-fraction
( non-softening)
Softening or low friction clay mineral coatings.12’0 5’0 lo‘O. non-softening ( continuous.13’0 13’0-20’0
( 6’-24” )
9 R’
( 6”-24” )
guide to the mineralogical
products. and access to water.ox ) 0’75 1’0 sandy 2.3 ( apt.IS 13365( Part 2 ) : 1992 Table 4 Joint Alteration ( Czuuse 3. < 5 mm in thickness ).
Increase JW if drainage measures are installed.5-10’0 2’5-10’0 > 10’0 > 10’0
Medium inflow or pressure occasional Large inflow or high pressure Large inflow or high pressure.1. kaolinite. Unaltered impermeable filling J. H.1. Value of Ja depends on percent of swelling clay-size particles. L.0 8 o-12. 5 I/min locally outwash of joint fillings rock with unfilled joints outwash of joint
1’0 0. talc.0 3’0 4’0 (--) ( 25”-35” ) ( 25”-30” ) ( 20”-25” ) ( 8”-16” )
joint walls. and small quantities of swelling clays ( Discontinuous coatings.3 )
Rock Wall Contact Classification A B C D E Tightly healed. H. ( continuous. particles.
6. l-2 mm or less in thickness ) Rock Wall Contact Before 10 cm Shear
Sandy particles. clay-free disintegrated rock. surface staining only
Slightly altered joint walls.
clay-free disintegrated
rock. etc NO Rock Wall Contact When Sheared
Swelling clay fillings. etc clay mineral fillings clay mineral fillings
4’0 6-O 8. that is. filling Exceptionally with time
in competent considerable
high inflow or water pressure at blasting.0
( 25”-30” ) ( 16”-24” ) ( 12”-16”) ( 6”-12” )
Strongly over-consolidated. decaying without
Exceptionally high inflow or water pressure continuing noticeable decay NOTES
C to F are crude estimates. that is.
ot = tensile strength (point load ). Use of immediate shotcrete and/or rock bolt as tem4
porary supports tends to minimize the final pressures as compared to steel rib support. 10’0 5’0 2’5 1’5 5’0 2’5 5’0
Multiple occurrences of weakness zones containing very loose surrounding rock (any depth ) Single weakness zones containing excavation < 50 m ) Single weakness zones containing excavation > 50 m ) Multiple shear zones in competent ( any depth) Single shear zones in competent Single shear zones in competent clay. where: QC = unconfined compression strength. This is because the latter allows just sufficient deformation for arching to develop but prevents loosening of the rock mass within this arch.5 )
Weakness Classitication A Zones Iutersecting or Influencing Excavation. reduce =C and (it to 0’8 (ICand 0’8et.
. It may be mentioned that Q referred to in the following correlation is actually the post excavation quality of a rock mass. Plastic Flow of Incompetent
5-2’5 <2’5
Rock Under the Influence of High Rock Pressures
Mild squeezing Heavy squeezing
rock pressure rock pressure Swelling Rock : Chemical Swelling Activity Depending on Presence of Water
Mild swelling rock pressure Heavy swelling rock pressure NOTES
1 Reduce these values of SRF by 25-50 percent if the relevant shear zones the excavation. 3 Few case records available where depth of crown below surface is less than span from 2’5 to 5 for such cases ( see H ) width.16
2’5 1’0 0’5-2’0 5-10 1O-20
hledium stress High stress. or chemically clay. IODSSsurrounding
rock ( clay free ) ( depth of excavation rock ( clay free ) ( depth of excavation
Loose open joints. the final support pressures tend to be somewhat greater if the temporary support is excessively flexible ( that is steel ribs and wooden blocking ) or if the installation of support is delayed. reduce GGand ot to 0’6 0~ and 0’6 ot. elc ( any depth )
2 For strongly anisotropic stress field ( if measured ): when 5 < CS.IS 13365 ( Part 2 ) : 1992 Table 6 Stress Reduction Factor ( Ciuuse 3. heavily jointed or ‘sugar cube’.1. and q and ua = major and minor principal stresses. In tunnels.
Low stress. etc. near surface
> 200 200-10 to
> 13 13-3’66 0’66-0’33 0’33-0’16 CO. when Q~/Q ‘> 10. which may Cause Loosening When Tunnel is Excavated
SRF clay or chemically disintegrated disintegrated disintegrated rock. In most of the poorer qualities of rock masses ( excluding squeezing and swelling conditions ). allow some degree of deformation of the surrounding rock mass. Suggest SRF increase
3. Rock Stress Problems %/~I or/o.5 Estimating
All methods of tunnel excavation and suppoit systems presently used. the geology of the rock mass is usually studied after blasting and on the spot decisiort is taken on support density of spacing of steel ribs. very light structure ( usually favourable stability may be unfavourable to wall stability ) Mild rock burst ( massive rock ) Heavy rock burst ( massive rock )
Squeezing Rock./O~ < 10. or chemically
rock ( depth of rock (depth rock <50 m ) >50 m ) of
rock (clay free ).
However.2 Short-term support pressure Temporary supports should be designed for shortterm support pressure only. . .( 3 )
i_?!)_
-163 . . (Qwi
)-l/3 .1. . .f
. . .1 Ultimate roof support pressure a) Vertical support prtssure The ultimate roof support pressure is related to ultimate roof rock mass quality ( Qru ) by the following empirical correlation: P r. . . .( 4 ) )/SO0 > 1 = overburden-above crown or tunnel depth below ground level in metres... .(
short-term vertical sure in kg/cm2
roof support roof rock
= correction factor for overburden = 1 + ( H-320 . . invert support may be used when the estimated wall support pressure requires the use of wall support in exceptionally poor rock conditions and squeezing ground conditions. . .. the observed short-term wall support pressure is not significant in non-squeezing rock conditions. . These supports may he strengthened later on by shotcreting or lining to take care of ultimate support pressures.(
where QWU = ultimate
wall rock quality. .5.term roof support pressure The short-term roof support pressure is related with the so called short-term roof rock quality ( Qri ) by the following correlation:
3. the corresponding support pressure may also be obtained from the chart given in Fig. . .IS 13365 ( Part 2 ) : 1992 3. . Jr ( Qru
)--I”
. . . .” = where P ru = ultimate kg/cm’ J = joint roof support number = Q pressure in ( 2’0 ) --.5. . .b ) to as high as 6 in cases of rock mass with soluble and erodible joint fillings and seepage problems. . . (6)
where Qwi = short-term wall rock quality
ii) In very poor to fair qualities masses of Group 2 ( Qu< 10 ) Qwu = 2’5 Qu . . . a) Short. .
NO-rE . . Although
.The ratio of ultimate to short-term support pressures may increase from 5’P as assumed in 3.. ..1. .I . It is. . . .
NOTE the bottom support pressure is ground conditions. the following hypothetically increased value of wall rock quality ( QW ) may be used to find out ultimate wall support ( horizontal support ) pressure on the walls: i> In good to exceptionally of rock masses of group QWU = 5 QU good qualities 1 ( Qu > 10 ) . . ._. . . .lining should be designed for high net ultimate support pressures in the roof in such rock masses. ( Qwu )-‘j3 .
negligible in non-squeezing
. . . therefore. recommended that these may be neglected in the case of tunnels in rock masses of good quality of group 1 ( Q> 10 ). Concret. . . . b) Short-term wall support pressure The short-term wall support pressure (Pwi) is similarly given by the following equation in kg/cm2:
Pwi = 9.
The short-term wall rock quality Qwi is obtained after multiplying Q by a factor which depends on the magnitude of Q as given below: i) Q > 10 ii) 0’1 < Q < 10 iii) Q < 0’1
: Qwi : Qwi I Qwi = = =
5’0 Qri = 25 Q 2’5
1’0 Qri Qri = =
poor iii) In extremely poor and exceptionally qualities of rock masses of Group 3 ( QU < 0’1 ) Qwu = Qu . The shaded envelope is the estimate of range of support pressures to be expected in practice._ ( 7 ) pressure following
12’5 Q 5Q
The ultimate wall support ( PWU) is given by the correlation in kg/cm2: P wu = F
.. .. 1. (5) of rock .f . . .f
For rock mass quality ( Q ) used in Equations 1 to 10.
Qri = 5Qru = short-term = SQ
Field observations of the support pressures are close to those estimated from Equation 9 for non-squeezing rock conditions. . .5. I . .. . . .1 (a.f
.51 Non-squeezing Ground ( H < 350 QliJ ) 3.-(
b) Ultimate wall support pressure In view of the more favourable position of walls as compared to roofs.
5 In shall clear span case of parallel tunnels.5. .f’ .1.f’ Pwi = or. 2 ). ( 11 )
where QWU should be used as per 3.5.f.( 13 ) rock
Values of correction factors for tunnel closure ( f’ ) may be obtained from Table 7 the basis of design value of tunnel closure.
. additional rock anchors should be installed immcdiate!y to arrest the tunnel closure within limiting value.5. . . .1( b ). .<( 15 )
De = limiting value of ( span.
.i.. . .f.2 Short-term support pressure ( corrected )
roof support pressure
The short-term roof support: pressure is related with the short-term rock mass quality ( Qri ) by the following correlation:
f’ = correction factor for tunnel ( Table 7 and Fig.2.
3. and ESR = equivalent support ratio..
Correction Factor for Tunnel Closure ( Clause 3. 4 In case of very good and hard rocks. Tunnel instrumentation is recommended.IS 13365 (Part 2) : 1992 3.
NOTES 1 Tunnel closures more than 6 percent of tunnel span should not be allowed otherwise support pressures are likely to build up rapidly due to loosening of rock mass: In such cases.6 Unsupported Span The equivalent dimensions ( De ) of self supporting of unsupported tunnel is given below: 2w.2 3. Otherwise the ratio of ultimate to short-term support pressure may rise to 2 to 3. .50 Q”3 ) Ultimate support pressure Roof support pressure
b) Wall support pressure The ultimate wail support pressure ( PWU ) is obtained by the following empirical correlation: P wll = (Jr 2’0 ) ( Qwu )-1’3 . .( 12)
The ultimate roof support pressure ( P~u ) is related to ultimate roof rock quality ( Qru ) by the following empirical correlation: P ru = (9 where f = correction ( Equation factor 4 ). diameter or height in meters ) ESR Q = rock mass quality. ..ff’. . ._. .f’ . 3...5. 1 2 3 4 5 6
Rock Condition Non-squeezing ( H < 350 Q1/’ )
Squeezing ( H > 350 Q1/’ ) Squeezing ( H > 350 Q’I’ ) Squeezing ( H 4 350 Q’I’ ) Squeezing ( H > 350 Q’ia )
Squeezing ( H $ 350 Q1ls )
. 2 Steel ribs with struts may not absorb percent tunnel closure.2.. ( 14) where wail Qwi = short-term [ see 3. .f. and for overburden closure ( Qru)-1/3
.2( b ) I.1 Squeezing Ground ( H > 3. .5. rockburst may occur in place of squsczing when overstressed ( H > 350 Q ‘1’ m ).2.0 ( Q”‘” ) rock
3 Tunnels in highly squeezing ground should be less than 6 m in span to ensure better rate of tunnelling with less construction problems.
( 2’o)
)-l/3
Support System Tunnel Closure u/a ( percent ) f’ 1’1 Very stiff Stiff Flexible Very flexible Extremely flexible -=G2 2-4 4-6 6-8 >8 > 1’8 0’85 0’70 1’15 1’8
Sl No. the wall support pressure be much higher than roof support pressure if spacing between tunnels is less than sum of the of openings.5. . more than 2
Qri = 5Q = immediate or short-term
mass quality b) Short-term
wall support pressure
The short-term wall support pressure ( Pwi ) is similarly given by the following equation: ( 2’0 ) ( Qwi )-1’3 .
.IS 13365 ( Part 2 > : 1992
ROCK FIG.
RELATIONSHIP BETWEEN Q AND SUPPORT PRESSURE
pwall*f *fLJ.
=Proof’f'froof
10 TUNNEL WALL CLOSURE (O/o)
CORRECTION FACTORS FOR TUXXEL WALL CLOSURE UNDER SQUEEZING GROUND CONDITION ( H > 350 Q l/3 m )
need Jn < 4 and SRF C 1
. etc --. need Jr > 1’5
1’0 . water tunnels for hydro power (excluding high pressure penstocks ). General requirements for permanently ed openings are: unsupport-
a) Jn < 9. etc iii) Power stations. minor road and railway tunnels. need Jr > 1’5 and RQD > 90
Type of Excavation i) Permanent mine openings. ESR values mentioned above should be multiplied by a factor 1’5 and Q should be increased to SQ. Excavation support ratio ( ESR ) appropriate to a variety of underground excavations is listed in Table 8 increasing order of importance or degree
of safety. water treatment plants. need Jn < 2 c) If Jn = 9. Jr :* 1’0. Jw = 1’0 SRF < 2’5 Further. major road and railway tunnels. intersections.^ ^_
f) If span > 10 m. the span or diameter is used when analyzing the roof support. . etc ii) Storage rooms. need Jw < 4 e) If SRF > 1. surge chambers. conditional requirements for permanently unsupported openings shall be as follows: b) If RQD i 40. drift and headings for large excavations and oil storage caverns. and the diameter or height for the wall support. pilot tunnels. need Jn C 9 g) If span > 20 m. civil defence chambers. Ja < 1‘0. portals. Table 8 Values of Excavation Ratio ( ESR ) Support
ESR 1’6
For working out the temporary support requirements.IS 13365( Part 2 ) : 1992
In equivalent dimension.____
d) If Jr = 1’0. access tunnels.
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