NL2032137B1 - On-line real-time estimation and early-warning method of rock mass strength and integrity in tbm excavation - Google Patents

On-line real-time estimation and early-warning method of rock mass strength and integrity in tbm excavation Download PDF

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NL2032137B1
NL2032137B1 NL2032137A NL2032137A NL2032137B1 NL 2032137 B1 NL2032137 B1 NL 2032137B1 NL 2032137 A NL2032137 A NL 2032137A NL 2032137 A NL2032137 A NL 2032137A NL 2032137 B1 NL2032137 B1 NL 2032137B1
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rock mass
tbm
strength
rock
excavated
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Quan Yongwei
Li Qingwei
Du Lijie
Shi Quan
Wei Fei
Yang Yalei
Yang Gang
Wang Zhe
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Xinjiang Irtysh Invest And Development Co Ltd
Univ Shijiazhuang Tiedao
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Abstract

The present invention discloses a method for estimating the strength and integrity of a tunnel boring machine (TBM) excavated rock mass and early—warning by a grade. The use of a graded index parameter is simple, and easy to obtain online. It is very 5 important to judge the excavability of a surrounding rock in time, to early—warn a risk of TBM stuck in rock mass collapse, and to prepare appropriate support measures in advance.

Description

P1385/NLpd
ON-LINE REAL-TIME ESTIMATION AND EARLY-WARNING METHOD OF ROCK MASS
STRENGTH AND INTEGRITY IN TBM EXCAVATION
TECHNICAL FIELD
The present invention belongs to the technical field of rock tunnel boring machine (TBM) tunnel construction, in particular to a method for estimating strength and integrity of a TBM excavated rock mass and early-warning by a grade.
BACKGROUND ART
Traditional rock strength test method and rock mass integrity coefficient acquisition method are both field sampling tests after excavation, which belong to the after-action behavior of TBM shut- down, and it is difficult to provide TBM with online identifica- tion and early-warning of excavated rock mass characteristics.
SUMMARY
A purpose of the present invention is to solve the above technical problems in the prior art that a rock strength measure- ment model based on an excavation parameter is not suitable for a
Jointed rock mass; and a traditional tunnel surrounding rock grad- ing method is not suitable for TBM construction.
In order to solve the above technical problems, a technical scheme adopted by the present invention is as follows:
A method for estimating strength of a TBM excavated rock mass and early-warning by a grade, comprising the following steps:
S1: establishing a general relationship model between equiva- lent strength Rec of the TBM excavated rock mass and a field pene- tration index (FPI) as follows:
Rec= 64.98In{FPI) — 140.32 (1) wherein a determination coefficient of Formula (1) is
R2=09146,
S2: applying the model in Formula (1) to TBM excavation con-
struction, calculating FPI according to an excavation parameter collected in real time by TBM of the construction in progress, us- ing the model in Formula (1) to calculate the equivalent strength
Rec of the excavated rock mass, and estimating an integrity coef-
Fa ficient Kv of the TBM excavated rock mass in combination with the compressive strength of the same lithological complete rock mass of the project sampled and measured in advance; and
S53: based on the equivalent strength B& and the integrity coefficient Kv of the rock mass calculated in real time by the model in Formula (1), and according to given grading standard and early-warning value, grading and early-warning the TBM excavated rock mass.
Further, the steps of determining the model of Formula (1) in the step Sl are as follows:
S1.1: acquiring complete rock mass excavation data and geo- logical data at a TBM field: collecting complete rock mass excava- tion data and geological data of TBM tunnel projects under differ- ent tunnel diameters and different rock types, wherein the excava- tion data comprises cutter head thrust and penetration, and is used to calculate FPI; and the geological data comprises rock uni-
F
FP = — axial compressive strength; wh (2) wherein: F is the cutter head thrust, kN; P is the penetra- tion, mm/r; and n is the number of cutters; $1.2: collecting measured data of a complete rock mass at a project field, and using a mathematical regression method to es- tablish a relationship formula between FPI and the rock uniaxial compressive strength (UCS), to obtain a relationship model between the complete rock mass strength Re and FPI:
Re= 54,98 IFPI} — 140.32 {R2= 09145) (3)
S1.3: defining strength of an excavated rock mass that is equivalent to the difficulty of excavation and penetration of a certain complete rock mass as the equivalent strength Ref of the
TBM excavated rock mass (suitable for both the complete rock mass and the jointed rock mass), to namely obtain the model in Formula
The step $2 comprises the following steps: 82.1: calculating FPI of the excavated rock mass according to the excavation parameter collected in real time by a TBM data ac- quisition system of the construction in progress, and substituting
FPI calculated by Formula (2) into Formula (1) to obtain the equivalent strength REC of the TBM excavated rock mass; and 52.2: in the same lithological tunnel section, performing re-
Tr a al-time estimation on the integrity coefficient A? of the TBM ex- cavated rock mass,
Er Ds
Ky Raf Ry (4) wherein: Rec the equivalent strength of the rock mass cal- culated according to the model in Formula (1), and Eos the strength of the complete rock mass having the same lithology as the project measured in advance.
The grading standard and the early-warning value are as fol- lows: while the equivalent strength Rec of the rock mass is >150
MPa, it is a second-level early-warning value of the extremely hard surrounding rock; while the equivalent strength Rec of the rock mass is >200
MPa, it is a first-level early-warning value of the extremely hard surrounding rock; while the equivalent strength Rec of the rock mass is <30
MPa and the integrity coefficient Kv is «0.35, it is a second- level early-warning value of the weak and broken surrounding rock; and . . Hor .
While the eduivalent strength REC. of the rock mass is <15
MPa and the integrity coefficient Kv <0.35, it is a first-level early-warning value of the weak and broken surrounding rock.
The grading and early-warning of the TBM excavated rock mass are as follows: while Rec is 30-150 MPa, the surrounding rock grade is B-T,
the penetration is easy, the risk is low, and the early-warning is not required; while K€Cig 150-200 MPa, or BEC is 15-30 MPa and KV<0.35, the surrounding rock grade is B-II, the penetration is difficult or the risk of breaking is relatively high, and it is the second- level early-warning; and while Rec.o00 MPa, or Recs MPa and Kv.g as, the surround- ing rock grade is B-III, the penetration is very difficult or the risk of breaking is very high, and it is the first-level early- warning.
According to the change of the TBM excavation parameter, the present invention may estimate the equivalent strength and the in- tegrity coefficient of the TBM excavated rock mass online, and in- tuitively understand the excavability and crushing degree of the
TBM excavated rock mass in real time; the eguivalent strength and the integrity coefficient of the rock mass estimated by the model may perform real-time grading identification and early-warning on the TBM excavated rock mass, and a grading index parameter used is simple, and easy to obtain online. It is very important to judge the excavability of a surrounding rock in time, to early-warn a risk of TBM stuck in rock mass collapse, and to prepare appropri- ate support measures in advance.
BRIEF DESCRIPTION OF THE DRAWINGS
FIG. 1 is a flow diagram of a method for estimating strength of a TBM excavated rock mass and early-warning by a grade;
FIG. 2 is a diagram showing a relationship between FPI of the
TBM excavated rock mass and complete rock mass strength Re;
FIG. 3 is a comparison result and error analysis diagram of equivalent strength Ree of the rock mass estimated by a model of the present invention and an empirical formula of quasi-rock mass strength in a specific project example;
FIG. 4 is a change trend diagram of the equivalent strength and integrity coefficient of the rock mass in Embodiment 1; and
FIG. 5 is a change trend diagram of the equivalent strength and integrity coefficient of the rock mass in Embodiment 2.
DETAILED DESCRIPTION OF THE EMBODIMENTS
The present invention provides a method for estimating strength and integrity of a TBM excavated rock mass and early- 5 warning by a grade, and a flow block diagram is shown in FIG. 1, comprising the following steps:
Sl: establishing a general relationship model between equiva- lent strength Rec of the TBM excavated rock mass and FPI as fol- lows:
Recs 64.98In(FPI) — 140.32 (R* = 09146} ,, the determination steps of the above Formula (1) are as fol- lows: 831.1: acquiring complete rock mass excavation data and geo- logical data at a TBM field: collecting complete rock mass excava- tion data and geological data of TBM tunnel projects under differ- ent tunnel diameters and different rock types, wherein the excava- tion data comprises cutter head thrust and penetration, and is used to calculate FPI; and the geological data comprises rock uni-
FPI = — axial compressive strength; AP (2) wherein: F is the cutter head thrust, kN; P is the penetra- tion, mm/r; and n is the number of cutters; 51.2: collecting measured data of a complete rock mass at a project field, using a mathematical regression method to establish a relationship formula between FPI and the rock UCS, selecting the rock mass UCS as a grading index of the rock mass strength, and using the rock UCS as UCS of the complete rock mass, to namely ob- tain a relationship model between the complete rock mass strength
RE and FPI:
Rc-64.98l0{FPI)— 140.32 (R® = 091486) 51.3: defining strength of an excavated rock mass that is equivalent to the difficulty of excavation and penetration of a certain complete rock mass as the equivalent strength Rec of the
TBM excavated rock mass (suitable for both the complete rock mass and the jointed rock mass), to namely obtain the model in Formula
SZ: applying the model in Formula (1) to TBM excavation con- struction, calculating FPI according to an excavation parameter collected in real time by TBM of the construction in progress, us- ing the model in Formula (1) to calculate the equivalent strength
Rec of the excavated rock mass, and estimating an integrity coef- ficient Kv of the TBM excavated rock mass in combination with the compressive strength of the same lithological complete rock mass of the project sampled and measured in advance; it specifically comprises the following steps: 82.1: calculating FPI of the excavated rock mass according to the excavation parameter collected in real time by a TBM data ac- quisition system of the construction in progress, and substituting
FPI calculated by Formula (2) into Formula (1) to obtain the equivalent strength BEE of the TBM excavated rock mass; and
S2.2: in the same lithological tunnel section, performing re-
Fr 3 al-time estimation on the integrity coefficient AV of the TBM ex- cavated rock mass,
PO Ty
Ky = Becks (4) wherein: RECis the equivalent strength of the rock mass cal- culated according to the model in Formula (1), and Bois the strength of the complete rock mass having the same lithology as the project measured in advance.
S3: based on the equivalent strength Rec ang the integrity coefficient ¥ of the rock mass calculated in real time by the model in Formula (1), and according to given grading standard and early-warning value, grading and early-warning the TBM excavated rock mass.
Wherein, the grading standard and the early-warning value are as follows: while the equivalent strength Kec of the rock mass is >150
MFa, it is a second-level early-warning value of the extremely hard surrounding rock;
while the equivalent strength Rec of the rock mass is >200
MFa, it is a first-level early-warning value of the extremely hard surrounding rock; while the equivalent strength Rec of the rock mass is <30
MPa and the integrity coefficient Kv is 0.35, it is a second- level early-warning value of the weak and broken surrounding rock; and while the equivalent strength Rec of the rock mass is <15 ro 5 oe
MPa and the integrity coefficient KV, <0.35, it is a first-level early-warning value of the weak and broken surrounding rock.
The TBM excavated rock mass is early-warned according to the
Dor equivalent strength SL of the TBM excavated rock mass obtained in
Formula {1), and the specific grading and early-warning are as follows: while Rec is 30-150 MPa, the surrounding rock grade is B-I, the penetration is easy, the risk is low, and the early-warning is not required; while B&Cis 150-200 MPa, or BEC is 15-30 MPa and Kv.g. 33, the surrounding rock grade is B-II, the penetration is difficult or the risk of breaking is relatively high, and it is the second- level early-warning; and while R2£>200 MPa, or Rec. 1s MPa and Kv. g 35, the surround- ing rock grade is B-III, the penetration is very difficult or the risk of breaking is very high, and it is the first-level early- warning.
A quasi-rock mass strength method is used to calculate and compare results of the equivalent rock mass strength estimation of the TBM excavated rock mass in the present invention:
Quasi-rock mass strength (rock mass integrity coefficient correction method) is an empirical method for determining rock mass strength, its essence is to correct rock strength with a cer- tain simple test index as an estimated value of the rock mass strength, and a calculation formula is as follows:
Naam
Fem = {1 0
Ver (5)
In the formula: Om: rock mass UCS; 0g: rock UCS; Vom: rock mass elastic longitudinal-wave velocity; Vr: rock elastic longitu- dinal-wave velocity; Vom / Vor): namely K,, the rock mass integrity coefficient. Structural surfaces such as joints and fissures are the main factors affecting the rock mass, the product of the rock
UCS and the integrity coefficient (calculation of elastic wave ve- locity) is used as the estimated value of the rock mass strength, the influence of many subjective factors is avoided, and the meth- od is simple.
Actual field data of a certain project in Northeast China and an HJ project is taken as an example, the equivalent strength
Rec of the rock mass estimated by the present invention is compared with a calculation result of the empirical formula (5) for the guasi-rock mass strength, as to verify the accuracy of the pro- posed method. Comparison results and error analysis are shown in
FIG. 3.
An error analysis formula is as follows:
E = Zen) 1009 on (6)
Project data selection:
Project in Northeast China (20 groups of data): granite; rock
UCS range: 78 MPa~175 MPa; and rock mass integrity coefficient {0.56~0.89).
HJ project (46 groups of data): migmatite; rock UCS range: 74
MPa~107 MPa; and integrity coefficient (0.24~0.72).
It may be seen from FIG. 3 that, Rec. estimated on the basis of Formula (1) in the present invention is compared with the cal- culation results of the empirical formula, the results of the pro- ject in Northeast China and the HJ project are close, error mean values are 6.53% and 16.76%, the overall change trends of the es- timation results of two methods are basically the same, and the error is relatively small.
Embodiment 1: Stake mark section of water diversion project of reservoir in Zhejiang: 15+916-15+716 (200 m)
Lithology: Rhyolitic Breccia Lava Tuff
Average compressive strength: 145 MPa
On-site classification of surrounding rock in tunnel section:
Class II
Actual rock mass conditions: joints and fissures are not well developed on an excavation surface, the structural surface is mainly closed, and the flatness of a cave wall is good; the sur- rounding rock integrity is good; there is no water seepage; and the surrounding rock of a rough cave has the strong self- stabilizing ability. The surrounding rock with stake marks 15+870-15+760 and 15+732~15+726 is partially broken.
Supporting mode: no support; and a mesh support is hanged at a local broken part, and concrete is sprayed plain.
It may be seen from FIG. 4 that, the thrust is basically maintained at 7000 kN, the penetration range is 0.58 mm/r, and the change is larger. The range of the equivalent strength of the rock mass estimated based on Formula (3) is 50 MPa-250 MPa, and the mean value is 114 MPa, wherein the stake mark sections of 15+875-15+860 and 15+737~15+728 are affected by the integrity of the rock mass, the equivalent strength value of the rock mass is lower than that of the complete tunnel section, and it is reflect- ed in the TBM excavation parameter, namely the penetration is rel- atively increased, and the thrust is decreased. In addition, the on-site coring test values at 15+784, 15+737 and 15+724 are 175
MPa, 83.1 MPa and 162 MPa respectively, the corresponding penetra- tion values are 1.3 mm/r, 6.3 mm/r and 1.0 mm/r, and the estimated values obtained by the model of Formula (1) in the present inven- tion are 172 MPa, 94 MPa and 184 MPa respectively. The rock mass of the rock coring tunnel section is complete, so the estimated equivalent strength of the rock mass is the rock strength, a cal- culated value is not much different from an actual value, and the model in the present invention is used to predict more accurately.
Under the same lithology, the ratio of the equivalent strength Rec of the rock mass to the strength Re of the complete rock mass (here the average compressive strength under the lithol- ogy is taken) is the integrity coefficient Kv of the rock mass,
so the equivalent strength of the rock mass estimated based on the model in the present invention has the same change rule as the in- tegrity coefficient. The surrounding rock under the stake marks of 15+875-15+860 and 15+737~15+728 is partially broken, and the cor- responding integrity coefficient is smaller, between 0.25 and 0.55; and the integrity coefficient of the rock mass under the re- maining stake marks is higher, and maintained above 0.55. Rhyolit- ic Breccia Lava Tuff belongs to a hard rock, and the surrounding rock mass of class II is complete to relatively complete, and the integrity coefficient is above 0.55. Therefore, the obtained in- tegrity coefficient Kv accords with the actual situation, and the change trend of the surrounding rock integrity coefficient is ba- sically consistent with the change of the actual on-site rock mass condition.
Embodiment 2:
Stake mark section of water diversion project in Guangzhou: 23+847~23+716 (131 m)
Lithology: granite
Average rock strength: 118 MPa
On-site classification of surrounding rock in tunnel section: 23+847~23+765(82 m): Class II 23+765~2323+743(22 m): Class III 23+743~23+4716(27 m): Class II
Actual rock mass conditions: 23+847~23+765 and 23+743~23+716: the lithology is hard; joints and fissures are not developed on an excavation surface, and the rock mass is complete to relatively complete; the sur- rounding rock is basically stable; and the excavation surface is dry. 234+765~234+743: the lithology is hard; joints and fissures are relatively developed on an excavation surface, and the integrity of the rock mass is poor; the surrounding rock is weakly differen- tiated, and the local stability is poor; and there is a small amount of dripping water locally.
Supporting mode: 23+8B47-23+765, and 23+743+23+716: no support
23+765-23+743: a system anchor bolt is provided with a rein- forcement mesh, and concrete is sprayed.
It may be seen from FIG. 5 that all parameters show regional distributions. The equivalent strength of the rock mass under the stake marks of 23+847~23+800 and 23+743~23+716 is relatively high as a whole, its change range is 60-136 Mpa, the mean value is 85
MPa, and the corresponding integrity coefficient is also relative- ly high, the change range is 0.5~1.16, and the mean value is 0.74; and the equivalent strength and the integrity coefficient of the rock mass within the range of the stake marks of 23+800~23+743 are both reduced, and the mean value of the equivalent strength of the rock mass obtained by using the model of Formula (1) in the pre- sent invention is 50 MPa, and the mean value of the integrity co- efficient is 0.4. From the overall trend, the changes of the equivalent strength and the integrity coefficient of the rock mass are consistent with the actual rock mass conditions and supporting conditions, the estimated value of the integrity coefficient of a partial region (23+800~23+765) is relatively low compared to the integrity coefficient range (0.55~075) corresponding to the actual rock mass conditions, because this tunnel section belongs to the surrounding rock of Class II deviation, and is in the transition section of the surrounding rock from Class II to Class III.

Claims (1)

CONCLUSIESCONCLUSIONS 1. Werkwijze voor het schatten van de sterkte en integriteit van een door een tunnelboormachine (TBM) uitgegraven rotsmassa en vroegtijdige waarschuwing door een gradatie, met het kenmerk, dat de werkwijze de volgende stappen omvat: 81: vaststelling van een algemeen relatiemodel tussen equivalente sterkte Rec van de door de TBM uitgegraven rotsmassa en een veldpenetratie-index (FPI) als volgt: Rec= 64.98 In{FFPI} — 140.32 (1) waarbij een bepalingscoëfficiënt van formule (1) is 5 =09146 ; S2: toepassen van het model in formule (1) op TBM- uitgraafconstructie, FPI berekenen volgens een uitgravingsparame- ter die in realtime door TBM is verzameld van de constructie in uitvoering, gebruikmakend van het model in formule (1) om de equivalente sterkte Rec van de opgegraven rotsmassa, en het schatten van een integriteitscoëfficiënt AV an de TBM opgegraven rotsmassa in combinatie met de druksterkte van dezelfde lithol- ogische volledige rotsmassa van het vooraf bemonsterde en gemeten project; en S3: gebaseerd op de equivalente sterkte Rec en de integri- teitscoëfficiënt Kv van de gesteentemassa berekend in realtime door het model in formule (1), en volgens de gegeven gradatienorm en vroegtijdige waarschuwingswaarde, gradatie en vroege waarschuwing van de opgegraven TBM rotsmassa.1. Method for estimating the strength and integrity of a rock mass excavated by a tunnel boring machine (TBM) and early warning by gradation, characterized in that the method comprises the following steps: 81: establishment of a general relationship model between equivalent strength Rec of the rock mass excavated by the TBM and a field penetration index (FPI) as follows: Rec= 64.98 In{FFPI} — 140.32 (1) where a coefficient of determination of formula (1) is 5 =09146 ; S2: Applying the model in formula (1) to TBM excavation structure, calculating FPI according to an excavation parameter collected in real time by TBM from the construction in progress, using the model in formula (1) to calculate the equivalent strength Rec of the excavated rock mass, and estimating an integrity coefficient AV of the TBM excavated rock mass in combination with the compressive strength of the same lithological complete rock mass of the pre-sampled and measured project; and S3: based on the equivalent strength Rec and the integrity coefficient Kv of the rock mass calculated in real time by the model in formula (1), and according to the given gradation standard and early warning value, gradation and early warning of the excavated TBM rock mass. 2. Werkwijze voor het schatten van de sterkte van de door een TBM uitgegraven rotsmassa en vroegtijdige waarschuwing door de gra- datie volgens conclusie 1, met het kenmerk, dat: de stappen voor het bepalen van het model met formule (1) in stap S1 als volgt zijn:Method for estimating the strength of the rock mass excavated by a TBM and early warning by the gradation according to claim 1, characterized in that: the steps for determining the model of formula (1) in step S1 are as follows: 81.1: het verkrijgen van volledige rotsmassa-uitgravingsgegevens en geologische gegevens op een TBM-veld: het verzamelen van volledige rotsmassa-opgravingsgegevens en geologische gegevens van TBM-tunnelprojecten onder verschillende tunneldiameters en verschillende rotstypes, waarbij de uitgravingsgegevens snijkopstuwkracht en -penetratie omvatten , en wordt gebruikt om FPI te berekenen; en waarbij de geologische gegevens omvatten de F FPI= — uniaxiale druksterkte van rots; wer (2) waarbij: F de stuwkracht van de snijkop is, in kN; P is de pene- tratie, in mm/r; en n is het aantal snijders;81.1: Obtaining complete rock mass excavation data and geological data on a TBM field: collecting complete rock mass excavation data and geological data from TBM tunnel projects under different tunnel diameters and different rock types, where the excavation data includes cutter head thrust and penetration, and is used to calculate FPI; and where the geological data includes the F FPI= — uniaxial compressive strength of rock; wer (2) where: F is the thrust of the cutting head, in kN; P is the penetration, in mm/r; and n is the number of cutters; 51.2: het verzamelen van meetgegevens van een volledige rotsmassa op een projectveld, en met behulp van een wiskundige re- gressiemethode een relatieformule vaststellen tussen FPI en de uniaxiale druksterkte van de rots (UCS), om een relatiemodel te verkrijgen tussen de volledige rotsmassa kracht RE en FPI: Re= 64.98In(FPI) — 140.32 (R2=0.9146} ,,51.2: collecting measurement data from a complete rock mass on a project field, and using a mathematical regression method to determine a relationship formula between FPI and the uniaxial compressive strength of the rock (UCS), to obtain a relationship model between the complete rock mass force RE and FPI: Re= 64.98In(FPI) — 140.32 (R2=0.9146} ,, S1.3: het definiëren van de sterkte van een uitgegraven rotsmassa die equivalent is aan de moeilijkheid van uitgraving en penetratie van een bepaalde volledige rotsmassa als de equivalente sterkte Ree van de door een TBM opgegraven rotsmassa, om namelijk het model in formule (1) te verkrijgen.S1.3: defining the strength of an excavated rock mass equivalent to the difficulty of excavation and penetration of a given complete rock mass as the equivalent strength Ree of the rock mass excavated by a TBM, namely the model in formula (1) to obtain.
NL2032137A 2022-06-13 2022-06-13 On-line real-time estimation and early-warning method of rock mass strength and integrity in tbm excavation NL2032137B1 (en)

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