CN110230516A - A kind of non-built-in type monitoring method of shield tunnel longitudinal direction internal force - Google Patents
A kind of non-built-in type monitoring method of shield tunnel longitudinal direction internal force Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
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Abstract
A kind of non-built-in type monitoring method of shield tunnel longitudinal direction internal force, including it is directed to rejected region or environmental change position, longitudinal length of the section of jurisdiction under different stresses is measured, section of jurisdiction longitudinal length changing value is calculated；Based on the section of jurisdiction longitudinal length and length varying value, the back analysis of internal force is carried out；Based on back analysis as a result, judging whether the section has the necessity monitored for a long time, targetedly installation monitoring component, monitors its structural stress state for a long time.The present invention is from the point of view of the permanent health of structure, it is really most dangerous, need most the section that monitors for a long time often construct in because a variety of causes causes defective locations, since construction factor has randomness, these defective locations are difficult to expect, environment change factor also because planning variation or various cause specifics are equally difficult to it is anticipated that thus be also difficult to carry out component it is pre-buried.The present invention is pre-buried by later period component, accurately can implement to monitor to position that is most dangerous, needing most monitoring.
Description
Technical field
The invention belongs to Tunnel Engineering fields, and in particular to a kind of shield tunnel longitudinal direction non-built-in type monitoring side of internal force
Method.
Background technique
Shield tunnel has the advantages that fast speed of application, environmental protection, economy, but its special structure type, and makes its tool
There is the distinguishing feature that overall stiffness is small, non-deformability is weak, easily generation cracking, leakage, transversely deforming are aobvious after surrounding formations disturbance
The diseases such as increase, longitudinal differential settlement are write, various regions are commonplace about the report of all kinds of defect phenomenons of shield tunnel in recent years.
Therefore shield tunnel health monitoring technique is gradually used in the field large-scale popularization, is tried hard to realize and be grown to structure stress situation
Monitoring long, to assess the safe condition in tunnel.
But existing structure health monitoring technique default section before mainly constructing, and in default section pre-buried component into
The monitoring in row later period, thus unavoidably there is the following technical problem for being difficult to overcome:
1) it is difficult to be monitored position that is most dangerous, needing most monitoring.In design, the general geology item according to locating for tunnel
The factors such as part, surrounding enviroment condition, long term planning condition are chosen and think that least favorable, most dangerous position carry out in design process
Monitoring, pre-buried good Water And Earth Pressures, reinforcement stresses, concrete stress, bolt stress etc. test component in the section of jurisdiction at the position,
It can be monitored after on-site consolidation.It is really most dangerous, need most to structure longitudinal direction internal force but from the point of view of the permanent health of structure
The section monitored for a long time be often construct in because caused by a variety of causes settle or float, cracking, serious faulting of slab ends position (referred to as
" rejected region "), or the position (referred to as " environmental change position ") of larger change occurs for construction Later Zhou Dynasty, one of the Five Dynasties's surrounding environment, due to applying
Work factor has randomness, these " rejected region " positions are difficult to it is anticipated that environment changes factor also because of planning variation or various spies
Different reason be equally difficult to it is anticipated that thus be also difficult to carry out component it is pre-buried.
2) it is difficult to realize monitor for a long time.The survival rate of pre-buried component is difficult to reach 100%, short (the conventional machine of service life
Tool formula measurement method only 5-10, fiber grating component 15 years or so), and basically can not realize replacement and regeneration.
3) it is difficult to full tunnel monitoring.It for cost reasons, can not be to institute generally only to the pre-buried component in a few position
There is section of jurisdiction all pre-buried.
In addition, there are two ways to commonly using: first method is suitable for having in terms of the internal force inverting of shield tunnel longitudinal direction
The case where pre-buried component, carries out internal force inverse by the measured stress of pre-buried component；Second method is suitable for without pre-
The case where burying component carries out inverse by actual measurement tunnel Longitudinal Settlement (or floating) deformation curve.For first method, when
When the quantity of pre-buried component is enough, internal force inverse result is more accurate, and when negligible amounts, error is larger.For second of side
Method, due to including section of jurisdiction interannular faulting of slab ends amount in actual measurement tunnel Longitudinal Settlement (or floating) deformation curve and being difficult to reject its shadow
It rings, thus there are maximum errors for internal force inversion result, are unable to satisfy real requirement.
Summary of the invention
For the technological deficiency for solving existing shield tunnel health monitoring, proposes the present invention and propose a kind of completely new health monitoring side
Method, technical scheme is as follows:
A kind of non-built-in type monitoring method of shield tunnel longitudinal direction internal force, which comprises
Step 1, longitudinal length of the measurement section of jurisdiction under different stresses, it is longitudinal under different stresses according to section of jurisdiction
Length calculates section of jurisdiction longitudinal length changing value；
Step 2, for rejected region or environmental change position, longitudinal length based on section of jurisdiction under different stresses with
And length varying value, carry out the back analysis of internal force；
Step 3, the inverting value obtained based on inverting, judges whether the section has the necessity monitored for a long time, is directed to
Monitoring component is installed to property, its structural stress state is monitored for a long time.
Further, the method also includes:
When segment prefabricated production, every piece of section of jurisdiction inner surface is provided with the survey line of n+2 item along the longitudinal direction, n is the block pipe
Longitudinal bolt number in piece has a survey line, two other survey line difference on the inner surface of section of jurisdiction at corresponding bolt longitudinally in each
At two straight flanges of section of jurisdiction inner surface, every survey line length is equal to the longitudinal length of the section of jurisdiction inner surface corresponding position, leads to
Cross the length for measuring corresponding survey line as section of jurisdiction the longitudinal length under different stresses.
Further, at least three high accuracy positioning measurements that are fixed, can saving for a long time are reserved on every survey line
Basic point, survey line head end and tail end respectively have a measurement basic point, other measurement basic points are located at survey line head end and tail end, on every survey line
The distance between adjacent measurement basic point it is equal.
Further, the step 1 specifically includes:
At rejected region or environmental change position, the two section of jurisdiction rings for enabling the section part adjacent are respectively section of jurisdiction ring A and pipe
Loop B；Survey line in the ring of section of jurisdiction is numbered, i is enabled to indicate i-th survey line number, adjacent two section of jurisdiction ring in respective tube loop
In i-th survey line position it is opposite；
Before the installation of section of jurisdiction, the length of all surveys line in section of jurisdiction under zero stress state is measured, each survey line in section of jurisdiction ring A is obtained
Length L under zero stress stateA0i, obtain length L of each survey line under zero stress state in section of jurisdiction ring BB0i；
Section of jurisdiction is after tunnel installation cyclization, and at rejected region or environmental change position, measurement pipe loop A is in stabilization shape
The length L of each survey line under stateA1i, the length L of measurement pipe loop B each survey line under stabilization stateB1i；
According to LA0i、LA1i、LB0iAnd LB1i, calculate the length varying value Δ of each survey line of section of jurisdiction ring AAi=LA1i-LA0i, section of jurisdiction
The length varying value Δ of each survey line of ring BBi=LB1i-LB0i；
By section of jurisdiction ring A and section of jurisdiction ring B collectively as one group, i-th survey line of section of jurisdiction ring A and section of jurisdiction ring B becomes one jointly
I-th survey line of group section of jurisdiction ring, calculates length L of each survey line under zero stress state in one group of section of jurisdiction ringAB0i=LA0i+LB0i；
Calculate length L of each survey line under the annular strain stable state of section of jurisdiction in one group of section of jurisdiction ringAB1i=LA1i+LB1i；To calculate one group
Each survey line length varying value Δ in the ring of section of jurisdictionABi=LAB1i-LAB0i。
Further, the step 2 specifically includes:
Step 2.1, the longitudinal length and length varying value based on section of jurisdiction under different stresses, is calculated circumferential weld
Surface concrete compressive strain figure and circumferential weld face bolt stretching strain figure obtain compressive region concrete by circumferential weld surface concrete compressive strain figure
Circumferential direction distance h1 obtains the circumferential distance h2 of tension bolt region concrete by stitching face bolt stretching strain figure；
Step 2.2, if as h1+h2 circumferential direction distance H total not equal to the tunnel in circumferential weld face, to circumferential weld surface concrete compressive strain
The relevant parameter of figure and circumferential weld face bolt stretching strain figure is adjusted, so that h1+h2=H；According to strain figure adjusted, obtain
To the stretching strain and pulling force in the horizontal direction of corresponding tensile region bolt, the stress of compressive region concrete and compressive strain and circumferential weld
Face moment of flexure, i.e. inverting value.
Further, described that circumferential weld surface concrete compressive strain figure is calculated in step 2.1, pass through circumferential weld surface concrete
Compressive strain figure obtains compressive region concrete ring to distance h1 specifically:
Work as ΔABiWhen≤0, concrete is in compressive region at corresponding survey line position, calculates the coagulation at corresponding each survey line position
Soil pressure strain stress ci is expressed as following formula one:
One: ε ci=(Δ of formulaAi+ΔBi)/(LA0i+LB0i)；
Circumferential weld surface concrete compressive strain figure is obtained according to formula one, and then obtains compressive region concrete ring to distance h1.
Further, described to obtain calculating circumferential weld face bolt stretching strain figure in step 2.1, by stitching the stretching strain of face bolt
Figure obtains the circumferential distance h2 of tension bolt region concrete specifically:
Work as ΔABiWhen ﹥ 0, concrete is in tensile region at corresponding survey line position, takes the bolt tension force at corresponding survey line position
For Ti, following second formula is obtained:
Formula two:
In formula, ECFor the elasticity modulus of concrete；ACiFor at survey line i it is corresponding with bolt at this part concrete area,
ACi=Ac/n, AcFor the sectional area of Lining Ring A concrete, n is the spiral shell of Lining Ring A；
The pulling force Ti that bolt can be acquired by formula two, is expressed as third formula:
Formula three:
The stretching strain ε that bolt projects in the horizontal direction is obtained by formula threeTi, it is expressed as the 4th formula:
Formula four:
In formula, α i is the angle of bolt and horizontal axis at the i-th survey line；
Circumferential weld face bolt stretching strain figure is obtained according to formula formula four, and then obtains the circumferential distance of tension bolt region concrete
h2。
Further, step 2.2 specifically:
If the total circumferential distance in the tunnel in circumferential weld face is that H needs to be adjusted h1, h2 as h1+h2 ≠ H；
The gross pressure Fc for calculating compressive region concrete, is expressed as formula five:
Formula five: FC=∑ ε ciACiEC；
As ε ci ﹥ ε c, the ε ci in the region by compressive strain greater than ε c is modified to ε c, wherein ε c is the limit pressure of concrete
Strain；
Calculate the total pulling force F of tensile region boltT, it indicates such as following 6th formula, formula three is substituted into formula six:
Formula six: FT=∑ Ti；
Work as εTi﹥ εTWhen, stretching strain is greater than εTRegion εTiIt is modified to εT, wherein εTIt is answered for the limit surrender drawing of bolt
Become；
Resultant force Δ F=F is calculated according to formula five and formula sixC-FT；
As Δ F=0, drawn by gross pressure Fc constant principle adjustment circumferential weld surface concrete compressive strain figure and circumferential weld face bolt
The relevant parameter of strain figure, so that h1+h2=H；
As Δ F ≠ 0, by FC、FTIt is adjusted to (FC+FT)/2 adjust circumferential weld face coagulation by gross pressure Fc constant principle
The relevant parameter of soil pressure strain figure and circumferential weld face bolt stretching strain figure, so that h1+h2=H；
According to strain figure adjusted, obtain corresponding tensile region bolt stretching strain and pulling force in the horizontal direction, by
The stress and compressive strain and circumferential weld face moment of flexure, i.e. inverting value of compressive concrete.
Further, the step 3 specifically includes:
When the stretching strain of tensile region bolt and the ratio of corresponding stretching strain limiting value, tensile region bolt are in the horizontal direction right
Answer stress and the pressure of the ratio of corresponding limiting range of stress value, compressive region concrete of the ratio of pulling force limiting value, compressive region concrete
It strains and any one ratio in the ratio of the ratio of corresponding compressive strain limiting value, circumferential weld face moment of flexure and corresponding moment of flexure limiting value
More than corresponding preset value, then judge that the section has the necessity monitored for a long time, targetedly installation monitoring component, with
Initial value of the inverting value as monitoring, monitors its structural stress state for a long time.
Further, after subsequent monitoring component is due to service life failure, inverting is re-measured, to reacquire correspondence
Inverting value, as the initial value of monitoring, replacement monitoring component continues monitoring.
The invention has the following advantages:
(1) really most dangerous, need most the section monitored for a long time to structure longitudinal direction internal force from the point of view of the permanent health of structure
Often because of sedimentation caused by a variety of causes or the position (referred to as " rejected region ") of floating, cracking, serious faulting of slab ends in construction, or
Person is the position (referred to as " environmental change position ") that larger change occurs for construction Later Zhou Dynasty, one of the Five Dynasties's surrounding environment, since construction factor has at random
Property, these " rejected region " positions are difficult to it is anticipated that environment changes factor also because planning variation or various cause specifics are equally difficult to
It is anticipated that being thus also difficult to carry out component pre-buried.It is pre-buried that the present invention then passes through later period component, can accurately to it is most dangerous,
Implement monitoring in the position for needing most monitoring.
(2) later period of the invention pre-buried component high survival rate, and replacement can be implemented in the operation phase, is realized and the structure longevity
Order same monitoring cycle.
(3) present invention can realize that displacement measurement point is reserved in all sections of jurisdiction by lesser cost, have and increase prison at any time
It surveys or the condition of whole monitoring, monitoring scheme implementation is more flexible.
(4) precision for the internal force and Monitoring Result that the present invention obtains is high, routinely has the method for pre-buried component to be difficult to obtain
Least favorable situation, and the method that inverse is carried out by actual measurement tunnel Longitudinal Settlement (or floating) deformation curve, due to surveying tunnel
Include section of jurisdiction interannular faulting of slab ends amount in Longitudinal Settlement (or floating) deformation curve and is difficult to reject its influence, thus internal force inverting knot
There are maximum errors for fruit, are unable to satisfy real requirement.
Detailed description of the invention
Fig. 1 is a kind of process of the non-built-in type structure health monitoring method of shield tunnel provided in an embodiment of the present invention
Figure；
Fig. 2 is rings survey point set aside pre-embedded figure provided in an embodiment of the present invention and section of jurisdiction arc length schematic diagram；
Fig. 3 is the section of jurisdiction ring structure figure after assembly provided in an embodiment of the present invention；
Fig. 4 is circumferential weld surface concrete compressive strain figure provided in an embodiment of the present invention；
Fig. 5 is bolt stretching strain figure in circumferential weld face provided in an embodiment of the present invention；
Fig. 6 is strain figure comparison before and after inverting provided in an embodiment of the present invention.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiment is only present invention a part, instead of all the embodiments.Based on the present invention
In embodiment, all other implementation obtained by those of ordinary skill in the art without making creative efforts
Example, shall fall within the protection scope of the present invention.
As shown in Figure 1, internal force non-built-in type monitoring method in a kind of shield tunnel longitudinal direction provided in an embodiment of the present invention, packet
It includes:
Step 1, longitudinal length of the measurement section of jurisdiction under different stresses, it is longitudinal under different stresses according to section of jurisdiction
Length calculates section of jurisdiction longitudinal length changing value；
Step 2, for rejected region or environmental change position, longitudinal length based on section of jurisdiction under different stresses with
And length varying value, carry out the back analysis of internal force；
Step 3, the inverting value obtained based on inverting, judges whether the section has the necessity monitored for a long time, is directed to
Monitoring component is installed to property, its structural stress state is monitored for a long time.
Wherein, the inverting value include tensile region bolt tension force and stretching strain, compressive region concrete stress and compressive strain and
Circumferential weld face moment of flexure, if, using the inverting value as initial value, it is permanent to carry out to its structural stress state it is necessary to monitor for a long time
Monitoring.
Wherein, longitudinal direction is along tunnel extending direction.
Preferably, the method also includes:
As Figure 2-3, the inner surface of the section of jurisdiction is cambered surface, there is two parallel straight flanges and two parallel arcs
Side when segment prefabricated production, is provided with the survey line 1 of n+2 item along the longitudinal direction in every piece of section of jurisdiction inner surface, n is in the block section of jurisdiction
Longitudinal bolt number, all surveys line 1 are parallel with the straight flange of section of jurisdiction inner surface, on the inner surface of section of jurisdiction at corresponding bolt longitudinally in each
There is a survey line 1, two other survey line 1 is located at two straight flanges of section of jurisdiction inner surface, and every 1 length of survey line is equal to the pipe
The longitudinal length of plate inner surface corresponding position, by measuring the length of corresponding survey line 1 as section of jurisdiction under different stresses
Longitudinal length.
Preferably, at least three high accuracy positioning measurement bases that are fixed, can saving for a long time are reserved on every survey line 1
Point 2,1 head end of survey line and tail end respectively have a measurement basic point 2, other measurement basic points 2 are located at 1 head end of survey line and tail end, every survey
The distance between adjacent measurement basic point 2 on line 1 is equal.
Basic point 2 is measured by setting, convenient for measuring instrument by the length of the measurement 2 precise measurement survey line 1 of basic point, is surveyed
Accuracy of measurement should be controlled in 0.1mm or less, wherein measurement basic point 2 includes but is not limited to pre-buried steel pricker, reserved sags and crests, applies oil
The modes such as paint are implemented.
Preferably, the step 1 specifically includes:
At rejected region or environmental change position, the two section of jurisdiction rings for enabling the section part adjacent are respectively section of jurisdiction ring A4 and pipe
Loop B5；Survey line 1 in the ring of section of jurisdiction is numbered, enables i indicate that i-th survey line 1 is numbered in respective tube loop, adjacent two section of jurisdiction
I-th 1 position of survey line in ring is opposite；
Before the installation of section of jurisdiction, the length of all surveys line 1 in all sections of jurisdiction under zero stress state is measured；
Section of jurisdiction is after tunnel installation cyclization, and at rejected region or environmental change position, measurement pipe loop A4 is in stabilization
The length L of each survey line 1 under stateA1i, the length L of measurement pipe loop B5 each survey line 1 under stabilization stateB1i；By previous
Under the zero stress state of measurement in all sections of jurisdiction all surveys line 1 length, obtain in section of jurisdiction ring A4 each survey line 1 in zero stress state
Under length LA0i, obtain length L of each survey line 1 under zero stress state in section of jurisdiction ring B5B0i；
According to LA0i、LA1i、LB0iAnd LB1i, calculate the length varying value Δ of each survey line 1 of section of jurisdiction ring A4Ai=LA1i-LA0i, pipe
The length varying value Δ of each survey line 1 of loop B5Bi=LB1i-LB0i；
By section of jurisdiction ring A4 and section of jurisdiction ring B5 collectively as one group, i-th survey line 1 of section of jurisdiction ring A4 and section of jurisdiction ring B5 jointly at
For i-th survey line 1 of one group of section of jurisdiction ring, length L of each survey line 1 under zero stress state in one group of section of jurisdiction ring is calculatedAB0i=LA0i
+LB0i；Calculate length L of each survey line 1 under the annular strain stable state of section of jurisdiction in one group of section of jurisdiction ringAB1i=LA1i+LB1i；To count
Calculate each 1 length varying value of survey line in one group of section of jurisdiction ring
ΔABi=LAB1i-LAB0i。
Preferably, the step 2 specifically includes:
Step 2.1, the longitudinal length and length varying value based on section of jurisdiction under different stresses, is calculated circumferential weld
Surface concrete compressive strain figure and circumferential weld face bolt stretching strain figure obtain compressive region concrete by circumferential weld surface concrete compressive strain figure
Circumferential direction distance h1 obtains the circumferential distance h2 of tension bolt region concrete by stitching face bolt stretching strain figure；
Step 2.2, if as h1+h2 circumferential direction distance H total not equal to the tunnel in circumferential weld face, to circumferential weld surface concrete compressive strain
The relevant parameter of figure and circumferential weld face bolt stretching strain figure is adjusted, so that h1+h2=H；According to strain figure adjusted, obtain
To the stretching strain and pulling force in the horizontal direction of corresponding tensile region bolt, the stress of compressive region concrete and compressive strain and circumferential weld
Face moment of flexure, i.e. inverting value.
Preferably, described that circumferential weld surface concrete compressive strain figure is calculated in step 2.1, pass through circumferential weld surface concrete pressure
Strain figure obtains compressive region concrete ring to distance h1 specifically:
Work as ΔABiWhen≤0, concrete is in compressive region at corresponding i-th survey line 1, calculates at corresponding each 1 position of survey line
Concrete compressive strain ε ci is expressed as following formula one:
One: ε ci=(Δ of formulaAi+ΔBi)/(LA0i+LB0i)；
Obtain circumferential weld surface concrete compressive strain figure according to formula one, so obtain compressive region concrete ring to distance h1, such as
Shown in Fig. 4.
Further, described to obtain calculating circumferential weld face bolt stretching strain figure in step 2.1, by stitching the stretching strain of face bolt
Figure obtains the circumferential distance h2 of tension bolt region concrete specifically:
Work as ΔABiWhen ﹥ 0, concrete is in tensile region at corresponding i-th survey line 1, and the bolt at corresponding 1 position of survey line is taken to draw
Power is Ti, obtains following second formula:
Formula two:
In formula, ECFor the elasticity modulus of concrete；ACiFor part corresponding with bolt at this at i-th survey line 1 concrete
Area, ACi=Ac/n, AcFor the sectional area of Lining Ring A concrete, n is the spiral shell of Lining Ring A；
The pulling force Ti that bolt can be acquired by formula two, is expressed as third formula:
Formula three:
The stretching strain ε that bolt projects in the horizontal direction is obtained by formula threeTi, it is expressed as the 4th formula:
Formula four:
In formula, α i is the angle of bolt and horizontal axis at i-th survey line 1；
Circumferential weld face bolt stretching strain figure is obtained according to formula formula four, and then obtains the circumferential distance of tension bolt region concrete
H2, as shown in Figure 5.
Preferably, step 2.2 specifically:
If the total circumferential distance in the tunnel in circumferential weld face is that H needs to be adjusted h1, h2 as h1+h2 ≠ H；
The gross pressure Fc for calculating compressive region concrete, is expressed as formula five:
Formula five: FC=∑ ε ciACiEC；
As ε ci ﹥ ε c, the ε ci in the region by compressive strain greater than ε c is modified to ε c, wherein ε c is the limit pressure of concrete
Strain, by existing specification value；
Calculate the total pulling force F of tensile region boltT, it indicates such as following 6th formula, formula three is substituted into formula six:
Formula six: FT=∑ Ti；
Work as εTi﹥ εTWhen, stretching strain is greater than εTRegion εTiIt is modified to εT, wherein εTIt is answered for the limit surrender drawing of bolt
Become, by existing specification value；
Resultant force Δ F=F is calculated according to formula five and formula sixC-FT；
As Δ F=0, drawn by gross pressure Fc constant principle adjustment circumferential weld surface concrete compressive strain figure and circumferential weld face bolt
The relevant parameter of strain figure, so that h1+h2=H；
As Δ F ≠ 0, by FC、FTIt is adjusted to (FC+FT)/2 adjust circumferential weld face coagulation by gross pressure Fc constant principle
The relevant parameter of soil pressure strain figure and circumferential weld face bolt stretching strain figure, so that h1+h2=H, as shown in Figure 6；
According to strain figure adjusted, obtain corresponding tensile region bolt stretching strain and pulling force in the horizontal direction, by
The stress and compressive strain and circumferential weld face moment of flexure, i.e. inverting value of compressive concrete.
Wherein, the circumferential weld face moment M=∑ ε ciACiEChci+∑TihTi, in formula, hci is i-th survey line 1 of compressive region
To the vertical range of tunnel center of circle plane；HTi be the survey line 1 of tensile region i-th nearby bolt to tunnel center of circle plane it is vertical away from
From.
Preferably, the step 3 specifically includes:
When the stretching strain of tensile region bolt and the ratio of corresponding stretching strain limiting value, tensile region bolt are in the horizontal direction right
Answer stress and the pressure of the ratio of corresponding limiting range of stress value, compressive region concrete of the ratio of pulling force limiting value, compressive region concrete
It strains and any one ratio in the ratio of the ratio of corresponding compressive strain limiting value, circumferential weld face moment of flexure and corresponding moment of flexure limiting value
More than corresponding preset value, then judge that the section has the necessity monitored for a long time, targetedly installation monitoring component, institute
Stating monitoring component can be fiber grating, and using inverting value as the initial value of monitoring, it is permanent to carry out to its structural stress state
Monitoring re-measures inverting after subsequent monitoring component is failed due to service life, to reacquire corresponding inverting value, as
The initial value of monitoring, replacement monitoring component continue monitoring.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of non-built-in type monitoring method of shield tunnel longitudinal direction internal force, which is characterized in that the described method includes:
Step 1, longitudinal length of the measurement section of jurisdiction under different stresses, longitudinally grows under different stresses according to section of jurisdiction
Degree calculates section of jurisdiction longitudinal length changing value；
Step 2, for rejected region or environmental change position, longitudinal length and length based on section of jurisdiction under different stresses
Changing value is spent, the back analysis of internal force is carried out；
Step 3, the inverting value obtained based on inverting, judges whether the section has the necessity monitored for a long time, targetedly
Installation monitoring component, monitors its structural stress state for a long time.
2. the non-built-in type monitoring method of shield tunnel longitudinal direction according to claim 1 internal force, which is characterized in that the side
Method further include:
When segment prefabricated production, every piece of section of jurisdiction inner surface is provided with the survey line of n+2 item along the longitudinal direction, n is in the block section of jurisdiction
Longitudinal bolt number has a survey line at corresponding bolt longitudinally in each on the inner surface of section of jurisdiction, and two other survey line is located at
At two straight flanges of section of jurisdiction inner surface, every survey line length is equal to the longitudinal length of the section of jurisdiction inner surface corresponding position, passes through survey
The length of the corresponding survey line of amount longitudinal length under different stresses as section of jurisdiction.
3. the non-built-in type monitoring method of shield tunnel longitudinal direction according to claim 2 internal force, which is characterized in that every survey
At least three high accuracy positioning measurement basic points that are fixed, can saving for a long time are reserved on line, survey line head end and tail end respectively have
One measurement basic point, other measurement basic points be located at survey line head end and tail end, between the adjacent measurement basic point on every survey line away from
From equal.
4. the non-built-in type monitoring method of shield tunnel longitudinal direction according to claim 2 internal force, which is characterized in that the step
Rapid 1 specifically includes:
At rejected region or environmental change position, the two section of jurisdiction rings for enabling the section part adjacent are respectively section of jurisdiction ring A and section of jurisdiction ring
B；Survey line in the ring of section of jurisdiction is numbered, enables i indicate that i-th survey line is numbered in respective tube loop, in the ring of adjacent two section of jurisdiction
I-th survey line position is opposite；
Before the installation of section of jurisdiction, the length of all surveys line in section of jurisdiction under zero stress state is measured, each survey line is zero in acquisition section of jurisdiction ring A
Length L under stress stateA0i, obtain length L of each survey line under zero stress state in section of jurisdiction ring BB0i；
Section of jurisdiction is after tunnel installation cyclization, and at rejected region or environmental change position, measurement pipe loop A is under stabilization state
The length L of each survey lineA1i, the length L of measurement pipe loop B each survey line under stabilization stateB1i；
According to LA0i、LA1i、LB0iAnd LB1i, calculate the length varying value Δ of each survey line of section of jurisdiction ring AAi=LA1i-LA0i, section of jurisdiction ring B
The length varying value Δ of each survey lineBi=LB1i-LB0i；
By section of jurisdiction ring A and section of jurisdiction ring B collectively as one group, i-th survey line of section of jurisdiction ring A and section of jurisdiction ring B becomes one group of pipe jointly
I-th survey line of loop calculates length L of each survey line under zero stress state in one group of section of jurisdiction ringAB0i=LA0i+LB0i；It calculates
Length L of each survey line under the annular strain stable state of section of jurisdiction in one group of section of jurisdiction ringAB1i=LA1i+LB1i；To calculate one group of section of jurisdiction
Each survey line length varying value Δ in ringABi=LAB1i-LAB0i。
5. the non-built-in type monitoring method of shield tunnel longitudinal direction according to claim 4 internal force, which is characterized in that the step
Rapid 2 specifically include:
Step 2.1, it is mixed that circumferential weld face is calculated in the longitudinal length and length varying value based on section of jurisdiction under different stresses
Solidifying soil pressure strain figure and circumferential weld face bolt stretching strain figure, by circumferential weld surface concrete compressive strain figure obtain compressive region concrete ring to
Distance h1 obtains the circumferential distance h2 of tension bolt region concrete by stitching face bolt stretching strain figure；
Step 2.2, if as h1+h2 circumferential direction distance H total not equal to the tunnel in circumferential weld face, to circumferential weld surface concrete compressive strain figure with
And the relevant parameter of circumferential weld face bolt stretching strain figure is adjusted, so that h1+h2=H；According to strain figure adjusted, phase is obtained
The stretching strain and pulling force in the horizontal direction of the tensile region bolt answered, the stress of compressive region concrete and compressive strain and circumferential weld face are curved
Square, i.e. inverting value.
6. the non-built-in type monitoring method of shield tunnel longitudinal direction according to claim 5 internal force, which is characterized in that step
It is described that circumferential weld surface concrete compressive strain figure is calculated in 2.1, compressive region coagulation is obtained by circumferential weld surface concrete compressive strain figure
Native circumferential direction distance h1 specifically:
Work as ΔABiWhen≤0, concrete is in compressive region at corresponding survey line position, calculates the coagulation soil pressure at corresponding each survey line position
Strain stress ci is expressed as following formula one:
One: ε ci=(Δ of formulaAi+ΔBi)/(LA0i+LB0i)；
Circumferential weld surface concrete compressive strain figure is obtained according to formula one, and then obtains compressive region concrete ring to distance h1.
7. the non-built-in type monitoring method of shield tunnel longitudinal direction according to claim 6 internal force, which is characterized in that step
It is described to obtain calculating circumferential weld face bolt stretching strain figure in 2.1, tension bolt region coagulation is obtained by stitching face bolt stretching strain figure
The circumferential distance h2 of soil specifically:
Work as ΔABiWhen ﹥ 0, concrete is in tensile region at corresponding survey line position, and taking the bolt tension force at corresponding survey line position is Ti,
Obtain following second formula:
Formula two:
In formula, ECFor the elasticity modulus of concrete；ACiFor part corresponding with bolt at this at survey line i concrete area, ACi=
Ac/n, AcFor the sectional area of Lining Ring A concrete, n is the spiral shell of Lining Ring A；
The pulling force Ti that bolt can be acquired by formula two, is expressed as third formula:
Formula three:
The stretching strain ε that bolt projects in the horizontal direction is obtained by formula threeTi, it is expressed as the 4th formula:
Formula four:
In formula, α i is the angle of bolt and horizontal axis at the i-th survey line；
Circumferential weld face bolt stretching strain figure is obtained according to formula formula four, and then obtains the circumferential distance h2 of tension bolt region concrete.
8. the non-built-in type monitoring method of shield tunnel longitudinal direction internal force according to claim, which is characterized in that step 2.2
Specifically:
If the total circumferential distance in the tunnel in circumferential weld face is that H needs to be adjusted h1, h2 as h1+h2 ≠ H；
The gross pressure Fc for calculating compressive region concrete, is expressed as formula five:
Formula five: Fc=∑ ε ciAciEc；
As ε ci ﹥ ε c, the ε ci in the region by compressive strain greater than ε c is modified to ε c, wherein ε c is the compressive ultimate strain of concrete；
Calculate the total pulling force F of tensile region boltT, it indicates such as following 6th formula, formula three is substituted into formula six:
Formula six: FT=∑ Ti；
Work as εTi﹥ εTWhen, stretching strain is greater than εTRegion εTiIt is modified to εT, wherein εTStretching strain is surrendered for the limit of bolt；
Resultant force Δ F=F is calculated according to formula five and formula sixC-FT；
As Δ F=0, by gross pressure Fc constant principle adjustment circumferential weld surface concrete compressive strain figure and the bolt stretching strain of circumferential weld face
The relevant parameter of figure, so that h1+h2=H；
As Δ F ≠ 0, by FC、FTIt is adjusted to (FC+FT)/2 adjust circumferential weld surface concrete pressure by gross pressure Fc constant principle
The relevant parameter of strain figure and circumferential weld face bolt stretching strain figure, so that h1+h2=H；
According to strain figure adjusted, stretching strain and the pulling force in the horizontal direction, compressive region of corresponding tensile region bolt are obtained
The stress and compressive strain and circumferential weld face moment of flexure, i.e. inverting value of concrete.
9. the non-built-in type monitoring method of shield tunnel longitudinal direction according to claim 5 internal force, which is characterized in that the step
Rapid 3 specifically include:
When the stretching strain of tensile region bolt is drawn with the ratio of corresponding stretching strain limiting value, tensile region bolt correspondence in the horizontal direction
Stress and the compressive strain of the ratio, compressive region concrete of corresponding limiting range of stress value of the ratio of power limiting value, compressive region concrete
It is more than with the ratio of corresponding compressive strain limiting value, circumferential weld face moment of flexure and any one ratio in the ratio of corresponding moment of flexure limiting value
Corresponding preset value then judges that the section has the necessity monitored for a long time, targetedly installation monitoring component, with inverting
It is worth the initial value as monitoring, its structural stress state is monitored for a long time.
10. the non-built-in type monitoring method of shield tunnel longitudinal direction according to claim 9 internal force, which is characterized in that subsequent
After component is monitored due to service life failure, inverting is re-measured, to reacquire corresponding inverting value, as the initial of monitoring
Value, replacement monitoring component continue monitoring.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110671128A (en) * | 2019-09-19 | 2020-01-10 | 中铁第四勘察设计院集团有限公司 | Method for evaluating mechanical state of secondary lining of mine tunnel |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102384725A (en) * | 2011-09-26 | 2012-03-21 | 南京大学 | Tunnel convergence deformation distribution fiber monitoring method and system thereof |
| CN104089729A (en) * | 2014-07-23 | 2014-10-08 | 上海市建筑科学研究院 | Stress monitoring sensor and method for connecting bolt of fiber bragg grating structure |
| CN105890834A (en) * | 2015-07-30 | 2016-08-24 | 中铁建设投资集团有限公司 | Shield segment connecting screw bolt stress state detection method |
| CN108086995A (en) * | 2017-11-27 | 2018-05-29 | 中国铁路总公司 | A kind of shield（TBM）Tunnel pipe sheet built seam tests loading method |
| CN108825304A (en) * | 2018-06-19 | 2018-11-16 | 中铁十四局集团有限公司 | A kind of shield tunnel stratum is stable with tunnel structure Long Period Health Monitoring system |
-
2019
- 2019-07-23 CN CN201910664271.XA patent/CN110230516B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102384725A (en) * | 2011-09-26 | 2012-03-21 | 南京大学 | Tunnel convergence deformation distribution fiber monitoring method and system thereof |
| CN104089729A (en) * | 2014-07-23 | 2014-10-08 | 上海市建筑科学研究院 | Stress monitoring sensor and method for connecting bolt of fiber bragg grating structure |
| CN105890834A (en) * | 2015-07-30 | 2016-08-24 | 中铁建设投资集团有限公司 | Shield segment connecting screw bolt stress state detection method |
| CN108086995A (en) * | 2017-11-27 | 2018-05-29 | 中国铁路总公司 | A kind of shield（TBM）Tunnel pipe sheet built seam tests loading method |
| CN108825304A (en) * | 2018-06-19 | 2018-11-16 | 中铁十四局集团有限公司 | A kind of shield tunnel stratum is stable with tunnel structure Long Period Health Monitoring system |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110671128A (en) * | 2019-09-19 | 2020-01-10 | 中铁第四勘察设计院集团有限公司 | Method for evaluating mechanical state of secondary lining of mine tunnel |
| CN110671128B (en) * | 2019-09-19 | 2020-12-29 | 中铁第四勘察设计院集团有限公司 | Method for evaluating mechanical state of secondary lining of mine tunnel |
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