CN110778342A - Corrugated steel plate lining arch springing structure of railway tunnel and optimization design method thereof - Google Patents
Corrugated steel plate lining arch springing structure of railway tunnel and optimization design method thereof Download PDFInfo
- Publication number
- CN110778342A CN110778342A CN201911175148.8A CN201911175148A CN110778342A CN 110778342 A CN110778342 A CN 110778342A CN 201911175148 A CN201911175148 A CN 201911175148A CN 110778342 A CN110778342 A CN 110778342A
- Authority
- CN
- China
- Prior art keywords
- arch springing
- corrugated steel
- foot
- steel plate
- lining
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 125
- 239000010959 steel Substances 0.000 title claims abstract description 125
- 238000013461 design Methods 0.000 title claims abstract description 34
- 238000000034 method Methods 0.000 title claims abstract description 20
- 238000005457 optimization Methods 0.000 title description 3
- 238000010276 construction Methods 0.000 claims abstract description 29
- 230000002787 reinforcement Effects 0.000 claims abstract description 22
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 12
- 239000011435 rock Substances 0.000 claims description 20
- 239000004567 concrete Substances 0.000 claims description 16
- 238000004873 anchoring Methods 0.000 claims description 15
- 238000004364 calculation method Methods 0.000 claims description 9
- 239000002131 composite material Substances 0.000 claims description 8
- 238000005452 bending Methods 0.000 claims description 7
- 230000007547 defect Effects 0.000 claims description 7
- 238000001514 detection method Methods 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 230000003993 interaction Effects 0.000 claims description 4
- 238000009933 burial Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 238000009659 non-destructive testing Methods 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 238000012938 design process Methods 0.000 abstract description 2
- 238000013139 quantization Methods 0.000 abstract description 2
- 230000006872 improvement Effects 0.000 description 6
- 239000000945 filler Substances 0.000 description 5
- 239000011083 cement mortar Substances 0.000 description 4
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 201000004569 Blindness Diseases 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 238000002513 implantation Methods 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 238000011002 quantification Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Images
Classifications
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/183—Supporting means for arch members, not provided for in E21D11/22
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/20—Special cross- sections, e.g. corrugated
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a corrugated steel plate lining arch springing structure of a railway tunnel and an optimized design method thereof, wherein the structure comprises an arch springing foundation structure and a plurality of locking anchor rods, wherein the arch springing foundation structure and the plurality of locking anchor rods are respectively positioned at two arch springing positions of an arch corrugated steel plate lining, the arch springing foundation structure is of a reinforced concrete structure and is longitudinally arranged along the corrugated steel plate lining, the arch springing of the corrugated steel plate lining is anchored with the corresponding arch springing foundation structure, one end of each locking anchor rod is inserted into an anchor hole of a tunnel wall, the other end of each locking anchor rod is anchored with the arch springing foundation structure, and the plurality of locking anchor rods are longitudinally distributed along the corrugated steel plate lining. The invention realizes the quantitative design of the reinforcement of the foundation structure and the parameters of the locking anchor rod by determining the external load of the foundation structure, has the advantages of clear quantization of the whole design process, convenient implementation, safety, reliability, economy and applicability, avoids the original secondary lining chiseling construction, reduces the construction risk, saves the construction cost and shortens the construction period.
Description
Technical Field
The invention belongs to the field of reinforcing design of corrugated steel plate linings for tunnel lining defects, and particularly relates to a corrugated steel plate lining arch springing structure of a railway tunnel and an optimization design method thereof.
Background
With the continuous increase of the operating service time of the tunnel, the conditions that the tunnel has the defects of lining leakage water, erosion, cracking loss and the like under the interaction of various influencing factors increase year by year, the normal operation safety of the tunnel is influenced, and the tunnel must be timely treated and remedied. At present, the method for reinforcing the corrugated steel plate lining is widely used due to the advantages of controllable quality of factory prefabrication construction, good durability, environmental protection, short construction period, large integral rigidity, high bending resistance bearing capacity, capability of meeting the requirements of building clearance and tunnel clearance and the like.
When the existing corrugated steel plate lining reinforcing method is applied to railway tunnel lining defect treatment design, the method is limited by the horizontal distance between a tunnel secondary lining and a power cable trough of a tunnel auxiliary structure, a corrugated steel plate lining arch foot foundation structure obtains a reinforced concrete foundation structure construction space by partially chiseling the secondary lining close to the arch foot position, and the foundation structure reinforcement is determined through similar engineering experience. The method has three disadvantages, one is that a reinforced concrete foundation structure construction space is obtained by partially chiseling the secondary lining close to the arch springing, adverse influence is generated on the stress of the tunnel lining, the construction risk is higher, and the construction period is longer; secondly, the external force load of the corrugated steel plate lining arch springing foundation structure is not clear, so that the rationality of the reinforcement of the foundation structure depends on the working experience of engineers under similar engineering to a great extent, the subjectivity is high, and the accuracy and the economy of related parameters cannot be ensured; the third disadvantage is that there is no effective measure to ensure the lateral stability of the foundation structure.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a corrugated steel plate lining arch springing structure of a railway tunnel and an optimized design method thereof, which avoid the original secondary lining chiseling construction, reduce the construction risk, save the construction cost and shorten the construction period; the external load of the foundation structure is determined, the quantitative design of the reinforcement of the foundation structure and the parameters of the foot-locking anchor rod is realized, and the whole design process is clear in quantification, convenient to implement, safe, reliable, economical and applicable.
The invention is realized by the following steps: the invention provides a corrugated steel plate lining arch springing structure of a railway tunnel, which comprises an arch springing foundation structure and a plurality of locking anchor rods, wherein the arch springing foundation structure and the locking anchor rods are respectively positioned at two arch springing positions of an arch corrugated steel plate lining, the arch springing foundation structure is of a reinforced concrete structure, the arch springing foundation structure is longitudinally arranged along the corrugated steel plate lining, the arch springing of the corrugated steel plate lining is fixed with the corresponding arch springing foundation structure, one end of each locking anchor rod is inserted into an anchor hole of a tunnel wall, the other end of each locking anchor rod is fixed in the arch springing foundation structure, and the locking anchor rods are longitudinally distributed along the corrugated steel plate lining.
The end of the locking anchor rod is connected with the arch springing of the corrugated steel plate lining.
The end of the locking anchor rod is connected with the corrugated steel plate lining arch springing through the anchor backing plate and the nut component, so that the corrugated steel plate arch and the locking anchor rod are stressed together to limit the lateral deformation of the corrugated steel plate arch springing.
The arch springing of the corrugated steel plate lining is fixedly connected with the corresponding arch springing foundation structure through the embedded anchor bolt; the arch springing of corrugated steel sheet inside lining is equipped with the ground connection flange, and the ground connection flange that is located the embedded anchor of arch springing foundation structure and corrugated steel sheet inside lining arch springing passes through nut fixed connection.
The installation direction of the foot locking anchor rod is inclined downwards.
The arch foot foundation structure comprises a concrete structure and a steel reinforcement framework positioned in the concrete structure, wherein the steel reinforcement framework is formed by connecting a longitudinal stress main reinforcement and a construction stirrup; the structural stirrups are triangular stirrups.
Arch foot foundation structures respectively positioned at two arch feet of the arch corrugated steel plate lining are respectively fixed on the bases at two sides of the tunnel, and the arch foot foundation structures are positioned between the secondary lining of the tunnel and a power cable trough arranged on the bases; the arch springing foundation structure is fixedly connected with the secondary lining through the implanted steel bars, one end of the implanted steel bars is positioned in the secondary lining of the tunnel, and the other end of the implanted steel bars is positioned in the arch springing foundation structure.
The invention provides an optimized design method for a corrugated steel plate lining arch springing structure of a railway tunnel, which comprises the following steps:
s1: designing the geometric dimension of the foundation structure of the corrugated steel plate lining arch springing;
s2: determining external load of the corrugated steel plate lining arch springing foundation structure;
s3: determining the strength grade of the concrete of the corrugated steel plate lining arch springing foundation structure, and adopting a label higher than the strength grade of the secondary lining concrete to ensure the strength of the foundation structure;
s4: the reinforcement design of the foundation structure of the corrugated steel plate lining arch springing;
s5: the design of a foot locking anchor rod of a corrugated steel plate lining arch foot foundation structure determines the longitudinal distance D of the foot locking anchor rod, the longitudinal number N of the foot locking anchor rod per linear meter and the diameter D
1And length L
RAnd (4) parameters.
As a further improvement of the present invention, the geometric design of the deck arch foundation structure in step S1 can be determined by the following steps:
s11: the length of the arch springing foundation structure longitudinally arranged along the corrugated steel plate is equal to the treatment length of the damaged section of the tunnel;
s12: in order to ensure the strength, rigidity and stability of the corrugated steel plate lining arch springing foundation structure, the geometric dimension of the foundation structure needs to be increased as much as possible, and considering that the length of the damaged section of the tunnel is short, the foundation structure can occupy half of the space of a power cable groove of an auxiliary structure of the tunnel according to the field conditionPosition, base bottom width b
2The top width b of the arch springing foundation structure can be obtained based on the formula (1) and the formula (2) for the closest horizontal distance from the intersection point of the vertical central line of the cable trough and the horizontal line of the bottom surface of the cable trough to the secondary lining structure
1Height h:
b
1＝b-b
3-b
4(1)
h＝2(h
1+h
2) (2)
in the formula: b is the closest horizontal distance from the intersection point of the vertical central line of the cable trough and the horizontal line of the top surface of the base to the secondary lining structure; b
3The cover plate of the cable duct is sewn wide; b
4The lapping width of the cable trough cover plate is set; h is
1The net width of the cable groove is obtained; h is
2Is the thickness of the cable trough cover plate.
As a further improvement of the present invention, the external load of the deck inside arch springing base structure in the step S2 can be determined as follows:
s21: according to the field detection and investigation results, obtaining a nondestructive testing secondary lining thickness table of the tunnel defect section, and selecting a section with the worst stress of the secondary lining;
s22: according to the worst fracture surface determined in the step S21, calculating to obtain the horizontal surrounding rock pressure of the secondary lining by considering factors such as the stratum where the worst fracture surface is located, hydrogeology, surrounding rock level, burial depth, primary support and secondary lining load distribution proportion and the like;
s23: according to the worst fracture surface determined in the step S21, the surrounding rock pressure and the geometric parameters of the corrugated steel plate determined in the step S22, a two-dimensional plane strain composite numerical calculation model containing a damaged secondary lining, a filling layer and the corrugated steel plate is established, wherein the damaged secondary lining and the filling layer are considered to be in rigid connection, and the secondary lining structure is simulated by adopting full-ring partitioned unequal-thickness beam units according to the thickness result of the nondestructive detection of the secondary lining; the filling layer is simulated by a solid elastic unit; the corrugated steel plate structure is simulated by adopting an equivalent beam unit, and the beam height and the density of the corrugated steel plate equivalent beam are obtained according to the bending rigidity equivalent principle; the interaction of the surrounding rock and the secondary lining is simulated by adopting a spring unit, and the position nodes of the arch springing base structures on the two sides are simulated by adopting fixed ends;
s24: according to the composite numerical calculation model determined in the step S23, calculating to obtain the maximum horizontal reaction force F borne by the fixed nodes of the two-side arch springing foundation structure
xMaximum vertical reaction force F
yAnd a maximum bending moment M.
As a further improvement of the present invention, the reinforced design of the deck steel plate lined arch springing foundation structure described in step S4 is based on the geometric dimension of the foundation structure determined in step S1, the external force load determined in step S24 and the strength grade of the concrete determined in step S3, and the reinforced design of the reinforced concrete structure in the limit state of bearing capacity and the limit state of normal use is performed, and the longitudinal stressed main reinforcement is determined, and the structural stirrups are configured according to the construction requirements.
As a further improvement of the present invention, the design of the deck steel plate lining arch springing foundation structure locking bolt of the step S5 can be determined according to the following steps:
s51: according to the longitudinal block length L of the corrugated steel plate lining
1The longitudinal distance D between the foot locking anchor rods can be determined based on the formula (3) and the longitudinal number n of the foot locking anchor rods per linear meter can be determined:
n＝L
1/D (3)
in the formula, D is the longitudinal distance of the foot locking anchor rods;
s52: the design anchoring force Nr of each foot-locking anchor rod can be determined based on the formula (4):
Nr＝(k
1×F
x)/(n×cosθ) (4)
in the formula, k
1Designing an anchoring force safety coefficient for the anchor rod; f
xDetermining the maximum horizontal counter force borne by the two-side arch springing base structure nodes in the step S24; n is the longitudinal number of the foot-locking anchor rods determined in the step S51 in each linear meter, and theta is the included angle between the foot-locking anchor rods and the horizontal plane;
s53: determining the foot-locking anchor rod diameter d based on the formula (5)
1：
Wherein Nr is the designed anchoring force of each foot-locking anchor rod determined in step S52; sigma is the tensile strength of the anchor rod body;
s54: determining the length L of the foot-locking anchor rod based on the formula (6) and the formula (7)
R：
L
R≥L
R1+L
R2+L
R3(6)
In the formula: l is
R1The length of the exposed part of the anchor rod of the locking pin; l is
R2The effective length of the foot-locking anchor rod is; l is
R3The anchoring length of the foot-locking anchor rod is set; k is a radical of
2The safety factor of the length of the foot-locking anchor rod is set; d
1The foot-locking anchor diameter determined in step S53; d
2Drilling a hole for the foot locking anchor rod; f. of
stDesigning tensile strength for the body of the anchor rod of the locking pin; f. of
csThe bonding strength between the foot-locking anchor rod filling body and the reinforcing steel bar is obtained; f. of
crThe bonding strength between the foot-locking anchor rod filling body and the surrounding rock is improved.
Compared with the prior art, the invention has the following beneficial effects:
the construction method has the advantages that (1) the construction space of the arch springing foundation structure is obtained by occupying a half space position of the original tunnel power cable groove, so that secondary lining chiseling construction of the arch springing position is avoided, the construction risk is reduced, the construction cost is saved, the operation time is shortened, and the geometric dimension of the arch springing foundation structure is reasonably determined according to the actual field requirement;
the method has the advantages that (2) a two-dimensional plane strain composite numerical calculation model containing the damaged secondary lining, the filling layer and the corrugated steel plate is established on the basis of the tunnel lining disease detection result, the external load of the arch springing foundation structure is determined according to the calculation result, the quantitative design of the reinforcement of the foundation structure is realized, the blindness and the randomness of the traditional method are avoided, and the safety and the reliability of the arch springing foundation structure are effectively improved.
The method has the advantages that the effect (3) is based on the calculation result of the composite numerical model of the whole load of the damaged secondary lining, the filling layer and the corrugated steel plate, the required bearing capacity of the foundation structure foot-locking anchor rod is determined, the quantitative design of parameters of the foundation structure foot-locking anchor rod is realized, and the lateral stability of the arch foot foundation structure is powerfully guaranteed.
In conclusion, the invention provides a design method of a corrugated steel plate lining arch springing foundation structure of a railway tunnel, which avoids the original secondary lining chiseling construction, effectively reduces the construction risk, saves the construction cost, shortens the operation time, further defines the external load of the foundation structure, realizes the quantitative design of the reinforcement of the foundation structure and the parameters of a locking anchor rod, has clear quantization of the whole design flow, convenient implementation, safety and reliability, can be widely applied to the field of tunnel lining disease treatment design, is economical and applicable, and has a wide popularization and application prospect.
Drawings
FIG. 1 is a flow chart of a deck liner arch springing infrastructure design of a railway tunnel according to an embodiment of the present invention;
FIG. 2 is a schematic view of the structural design of the liner arch springing of the corrugated steel plate of the railway tunnel of the present invention;
FIG. 3 is a schematic view of the reinforcing structure of the corrugated steel plate lining of the railway tunnel according to the present invention;
FIG. 4 is a schematic view of the connection of the deck liner of the present invention to the soffit foundation structure;
FIG. 5 is a schematic view of the foot-locking anchor of the present invention in connection with surrounding rock;
fig. 6 is a reinforcement diagram of the arch springing structure of the invention.
In all the figures, the same reference numerals denote the same features, in particular: 1 is a secondary lining, 2 is a filling layer between the secondary lining and a corrugated steel plate, 3 is a corrugated steel plate lining, 31 is a grounding flange, 4 is an arch foot foundation structure, 41 is a longitudinal stress main rib, 42 is a construction stirrup, 5 is a locking pin anchor rod, 6 is an original tunnel power cable trough, 7 is a power cable trough after a compression space, 8 is a longitudinal stress main rib, 9 is a construction stirrup, 10 is a filling body, 11 is surrounding rock, 12 is an embedded anchor bolt, 13 is a nut, 14 is an implanted steel bar, and b is the closest horizontal distance from the intersection point of the vertical central line of the cable trough and the horizontal line of the top surface of the base to the secondary lining structure; b
1Is the width of the top of the reinforced concrete base, b
2The width of the bottom of the reinforced concrete base; b
3For the seam width of the cable trough cover plate，b
4The lapping width of the cable trough cover plate is set; h is the height of the reinforced concrete base, h
1For the clear width of the cable trough, h
2Thickness of cover plate of cable trough, d
1For locking the diameter of the anchor rod, L
RFor locking the length of the anchor, L
R1The anchor rod being of exposed length, L
R2Is the effective length of the anchor rod, L
R3Is the anchoring length.
Detailed Description
The scheme of the invention is further explained by combining the drawings and the embodiment.
Example one
Referring to fig. 1 to 6, the present embodiment provides a corrugated steel plate lining arch springing structure of a railway tunnel, and the present invention provides a corrugated steel plate lining arch springing structure of a railway tunnel, including arch springing base structures and a plurality of locking anchor rods, which are respectively located at two arch springing positions of an arch corrugated steel plate lining, where the arch springing base structures are reinforced concrete structures, the arch springing base structures are longitudinally arranged along the corrugated steel plate lining, the arch springing of the corrugated steel plate lining is fixed with the corresponding arch springing base structure, one end of each locking anchor rod is inserted into an anchor hole of a tunnel wall, the other end of each locking anchor rod is fixed in the arch springing base structure, and the plurality of locking anchor rods are longitudinally arranged along the corrugated steel plate lining.
The end of the locking anchor rod is connected with the arch springing of the corrugated steel plate lining.
The end of the locking anchor rod is connected with the corrugated steel plate lining arch springing through the anchor backing plate and the nut component, so that the corrugated steel plate arch and the locking anchor rod are stressed together to limit the lateral deformation of the corrugated steel plate arch springing.
The arch springing of the corrugated steel plate lining is fixedly connected with the corresponding arch springing foundation structure through the embedded anchor bolt; the arch springing of the corrugated steel plate lining 3 is provided with a grounding flange 31, and the embedded anchor bolt 12 positioned in the arch springing foundation structure is fixedly connected with the grounding flange 31 of the corrugated steel plate lining arch springing through a nut 13.
The installation direction of the foot locking anchor rod is inclined downwards.
The arch foot foundation structure comprises a concrete structure and a steel reinforcement framework positioned in the concrete structure, wherein the steel reinforcement framework is formed by connecting a longitudinal stress main reinforcement 41 and a construction stirrup 42.
Arch foot foundation structures respectively positioned at two arch feet of the arch corrugated steel plate lining are respectively fixed on the bases at two sides of the tunnel, and the arch foot foundation structures are positioned between the secondary lining of the tunnel and a power cable trough arranged on the bases; the arch springing foundation structure is fixedly connected with the secondary lining through the implanted steel bars 14, one end of the implanted steel bars is positioned in the secondary lining of the tunnel, and the other end of the implanted steel bars is positioned in the arch springing foundation structure.
In order to ensure the effective connection and the integral stress of the arch springing foundation structure and the secondary lining, the surface of the original secondary lining concrete is roughened, HRB400 reinforcing steel bars with the diameter of 20mm are implanted, end head belts are implanted with 180-degree hooks, the implantation depth is 20cm, the arrangement is in a quincunx shape with the interval of 0.3m, and A-level glue is adopted for anchoring.
Example two
Referring to fig. 1 to 6, the present embodiment provides a method for designing a corrugated steel plate lining arch springing foundation structure of a railway tunnel, including the following steps:
s1: the geometric dimension design of the corrugated steel plate 3 lining arch springing foundation structure 4;
s11: the length of the arch springing foundation structure 4 longitudinally arranged along the corrugated steel plate 3 is equal to the treatment length of the damaged section of the tunnel;
s12: in order to ensure the strength, rigidity and stability of the corrugated steel plate 3 lining arch springing foundation structure 4, the geometric dimension of the foundation structure needs to be increased as much as possible, the length of the damaged section of the tunnel is considered to be short, the damaged section can occupy a half of the space position of the power cable groove 6 of the auxiliary structure of the tunnel according to the field condition, and the width b of the bottom of the base is considered to be
2For the nearest horizontal distance from the intersection point of the vertical central line of the tunnel power cable groove 6 and the horizontal line of the bottom surface of the tunnel power cable groove 6 to the secondary lining 3 structure, the top width b of the arch springing foundation structure 4 can be obtained based on the formula (1) and the formula (2)
1Height h:
b
1＝b-b
3-b
4(1)
h＝2(h
1+h
2) (2)
in the formula: b is the vertical central line of the power cable groove 6 of the tunnel and the top of the baseThe shortest horizontal distance from the intersection point of the horizontal line of the surface to the structure of the secondary lining 3; b
3For the cover plate seam width of the power cable groove 6 of the tunnel, generally take b
3＝10mm；b
4For the overlapping width of the cover plate of the cable groove 6 in the tunnel power, b is generally taken
4＝70mm；h
1The width of the power cable groove 6 of the tunnel is clear; h is
2For the thickness of the cover plate of the power cable groove 6 of the tunnel, generally take h
2＝80mm。
S2: determining the external load of the corrugated steel plate 3 lining arch springing foundation structure 4;
s21: according to the field detection and investigation results, obtaining a nondestructive testing secondary lining 3 thickness table of the tunnel defect section, and selecting the most unfavorable stressed section of the secondary lining 1;
s22: according to the worst fracture surface determined in the step S21, calculating to obtain the horizontal surrounding rock pressure of the secondary lining 1 by considering factors such as the stratum where the worst fracture surface is located, hydrogeology, surrounding rock level, burial depth, primary support and load distribution proportion of the secondary lining 1;
s23: according to the worst fracture surface determined in the step S21, the surrounding rock pressure and the geometric parameters of the corrugated steel plate 3 determined in the step S22, a two-dimensional plane strain composite numerical calculation model containing the damaged secondary lining 1, the filling layer 2 and the corrugated steel plate 3 is established, wherein the damaged secondary lining 1 and the filling layer 2 are considered to be in rigid connection, and the filling layer 2 and the corrugated steel plate 3 are considered to be in rigid connection, and the structure of the secondary lining 1 is simulated by adopting full-ring block-divided unequal-thickness beam units according to the thickness result of the nondestructive detection secondary lining 1; the filling layer 2 is simulated by a solid elastic unit; the structure of the corrugated steel plate 3 is simulated by adopting an equivalent beam unit, and the beam height and the density of the equivalent beam of the corrugated steel plate 3 are obtained according to the bending rigidity equivalence principle; the interaction between the surrounding rock and the secondary lining 1 is simulated by a spring unit, and the position nodes of 4 arch springing base structures on two sides are simulated by fixed ends;
s24: according to the composite numerical calculation model determined in the step S23, calculating to obtain the maximum horizontal reaction force F borne by the fixed nodes of the two-side arch springing foundation structure 4
xMaximum vertical reaction force F
yAnd a maximum bending moment M.
S3: the strength grade of the concrete of the corrugated steel plate 3 lining arch springing foundation structure 4 is determined, and in order to ensure the strength of the foundation structure, a label higher than the strength grade of the concrete of the secondary lining 1 is adopted;
s4: and (3) designing reinforcement of the corrugated steel plate 3 lining arch springing foundation structure 4, designing reinforcement of the reinforced concrete structure in the limit state of bearing capacity and the limit state of normal use according to the geometric dimension of the foundation structure 4 determined in the step S1, the external load determined in the step S24 and the strength grade of the concrete determined in the step S3, determining a longitudinal stress main reinforcement 8, and configuring a structural stirrup 9 according to the construction requirement. If the triangular stirrup is adopted, the stirrup adopts HRB400 steel bars with the diameter of 12mm, and the longitudinal distance is 100 mm.
S5: the design of a corrugated steel plate 3 lining arch springing foundation structure 4 foot-locking anchor rod 5 determines the longitudinal distance D, the longitudinal number N of each linear meter and the diameter D of the foot-locking anchor rod 5
1And length L
RA parameter;
s51: according to the longitudinal block length L of the corrugated steel plate lining
1The longitudinal distance D between the foot locking anchor rods 5 can be determined based on the formula (3) that the longitudinal number n of the foot locking anchor rods 5 per linear meter is as follows:
n＝L
1/D (3)
in the formula, D is the longitudinal distance of the foot locking anchor rods 5, and is generally 0.3 m-0.5 m;
s52: the design anchoring force Nr of each foot-locking anchor rod 5 can be determined based on the formula (4):
Nr＝(k
1×F
x)/(n×cosθ) (4)
in the formula, k
1Designing an anchoring force safety coefficient for the anchor rod, wherein the anchoring force safety coefficient is generally 1.2-1.3; f
xDetermining the maximum horizontal counter force borne by the two-side arch springing base structure 4 nodes in step S24; n is the longitudinal number of the foot-locking anchor rods 5 determined in the step S51 per linear meter, theta is the included angle between the foot-locking anchor rods 5 and the horizontal plane, and is generally taken to be 15-20 degrees;
s53: determining the diameter d of the foot-locking anchor rod 5 based on the formula (5)
1：
Wherein Nr is the designed anchoring force of each foot-locking anchor rod 5 determined in step S52; sigma is the tensile strength of the anchor rod body;
s54: determining the length L of the foot-locking anchor rod 5 based on the formula (6) and the formula (7)
R：
L
R≥L
R1+L
R2+L
R3(6)
In the formula: l is
R1The exposed length of the foot-locking anchor rod 5 is generally 0.2m to 0.3 m; l is
R2Is the effective length of the foot-locking anchor rod 5; l is
R3The anchoring length of the foot-locking anchor rod 5 is generally (0.5-0.6) m; k is a radical of
2Generally 1.3 is taken as the safety coefficient of the length of the foot locking anchor rod 5; d
1The diameter of the locking pin bolt 5 determined in step S53; d
2Drilling hole diameter for locking anchor foot, taking d
2＝d
1+25mm；f
stDesigning tensile strength for the 5-rod body of the foot-locking anchor rod; f. of
csThe bonding strength between the foot-locking anchor rod filling body 10 and the reinforcing steel bar (the anchor rod body 5) is obtained; f. of
crThe bonding strength of the filler of the foot-locking anchor rod 5 and the surrounding rock 11 is improved.
The foot-locking anchor rod filling body is generally cement mortar, and the anchor rod body (namely steel bars) is bonded with surrounding rocks through the cement mortar. The filler is cement mortar, and the anchor rod body (namely the steel bar) is connected with the surrounding rock through the cement mortar, so that the bonding surface of the filler and the steel bar and the bonding surface of the filler and the surrounding rock are formed. f. of
csDetermining according to the material of the anchor rod body and the material of the filler; f. of
crCan be determined according to the field anchor rod drawing force experiment.
It will be understood by those skilled in the art that the foregoing is only a preferred embodiment of the present invention, and is not intended to limit the invention, and that any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the scope of the present invention.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (10)
1. The utility model provides a corrugated steel plate inside lining hunch foot structure of railway tunnel which characterized in that: including being located arch springing foundation structure and a plurality of lock foot stock of two arch springing departments of arch corrugated steel sheet inside lining respectively, arch springing foundation structure is reinforced concrete structure, arch springing foundation structure is along corrugated steel sheet inside lining longitudinal arrangement, and the arch springing of corrugated steel sheet inside lining is fixed with the arch springing foundation structure who corresponds, the one end of lock foot stock is inserted in the anchor eye of tunnel wall, the other end of lock foot stock is fixed in arch springing foundation structure, and a plurality of lock foot stocks are along corrugated steel sheet inside lining longitudinal distribution.
2. The deck lined arch springing structure of a railway tunnel as claimed in claim 1, wherein: the end of the locking anchor rod is connected with the arch springing of the corrugated steel plate lining; the arch springing of the corrugated steel plate lining is fixedly connected with the corresponding arch springing foundation structure through the embedded anchor bolt; the arch springing of corrugated steel plate inside lining is equipped with the ground flange, the ground flange of embedded anchor and corrugated steel plate inside lining arch springing passes through nut fixed connection.
3. The deck lined arch springing structure of a railway tunnel as claimed in claim 1, wherein: the end of the foot locking anchor rod is connected with the arch foot of the corrugated steel plate lining through an anchor backing plate and a nut component; the installation direction of the foot locking anchor rod is inclined downwards.
4. The deck lined arch springing structure of a railway tunnel as claimed in claim 1, wherein: the arch foot foundation structure comprises a concrete structure and a steel reinforcement framework positioned in the concrete structure, wherein the steel reinforcement framework is formed by connecting a longitudinal stress main reinforcement and a construction stirrup; the structural stirrups are triangular stirrups.
5. The deck lined arch springing structure of a railway tunnel as claimed in claim 1, wherein: arch foot foundation structures respectively positioned at two arch feet of the arch corrugated steel plate lining are respectively fixed on the bases at two sides of the tunnel, and the arch foot foundation structures are positioned between the secondary lining of the tunnel and a power cable trough arranged on the bases; the arch springing foundation structure is fixedly connected with the secondary lining through the implanted steel bars, one end of the implanted steel bars is positioned in the secondary lining of the tunnel, and the other end of the implanted steel bars is positioned in the arch springing foundation structure.
6. An optimized design method for a corrugated steel plate lining arch springing structure of a railway tunnel is characterized by comprising the following steps:
s1: designing the geometric dimension of the foundation structure of the corrugated steel plate lining arch springing;
s2: determining external load of the corrugated steel plate lining arch springing foundation structure;
s3: determining the strength grade of the concrete of the corrugated steel plate lining arch springing foundation structure, and adopting a label higher than the strength grade of the secondary lining concrete to ensure the strength of the foundation structure;
s4: the reinforcement design of the foundation structure of the corrugated steel plate lining arch springing;
s5: the design of a foot locking anchor rod of a corrugated steel plate lining arch foot foundation structure determines the longitudinal distance D of the foot locking anchor rod, the longitudinal number N of the foot locking anchor rod per linear meter and the diameter D
1And length L
RAnd (4) parameters.
7. The method of claim 6, wherein: the geometric dimension design of the corrugated steel plate lining arch springing foundation structure is determined according to the following steps:
s11: the length of the arch springing foundation structure longitudinally arranged along the corrugated steel plate is equal to the treatment length of the damaged section of the tunnel;
s12: in order to ensure the strength, rigidity and stability of the corrugated steel plate lining arch springing foundation structure, the geometric dimension of the foundation structure needs to be increased, the length of the damaged section of the tunnel is considered to be short, the damaged section can occupy a half space position of a power cable groove of an auxiliary structure of the tunnel according to the field condition, and the width b of the bottom of the base is
2The top width b of the arch springing foundation structure can be obtained based on the formula (1) and the formula (2) for the closest horizontal distance from the intersection point of the vertical central line of the cable trough and the horizontal line of the bottom surface of the cable trough to the secondary lining structure
1Height h:
b
1＝b-b
3-b
4(1)
h＝2(h
1+h
2) (2)
in the formula: b is the closest horizontal distance from the intersection point of the vertical central line of the cable trough and the horizontal line of the top surface of the base to the secondary lining structure; b
3The cover plate of the cable duct is sewn wide; b
4The lapping width of the cable trough cover plate is set; h is
1The net width of the cable groove is obtained; h is
2Is the thickness of the cable trough cover plate.
8. The method of claim 6, wherein: the external load of the corrugated steel plate lining arch springing foundation structure is determined according to the following steps:
s21: according to the field detection and investigation results, obtaining a nondestructive testing secondary lining thickness table of the tunnel defect section, and selecting a section with the worst stress of the secondary lining;
s22: according to the worst fracture surface determined in the step S21, calculating to obtain the horizontal surrounding rock pressure of the secondary lining by considering factors such as the stratum where the worst fracture surface is located, hydrogeology, surrounding rock level, burial depth, primary support and secondary lining load distribution proportion and the like;
s23: according to the worst fracture surface determined in the step S21, the surrounding rock pressure determined in the step S22 and the geometric parameters of the corrugated steel plate, a two-dimensional plane strain composite numerical calculation model containing a damaged secondary lining, a filling layer and the corrugated steel plate is established, wherein the damaged secondary lining and the filling layer are considered to be in rigid connection, and the secondary lining structure is simulated by adopting a full-ring partitioned unequal-thickness beam unit according to the nondestructive detection result of the thickness of the secondary lining; the filling layer is simulated by a solid elastic unit; the corrugated steel plate structure is simulated by adopting an equivalent beam unit, and the beam height and the density of the corrugated steel plate equivalent beam are obtained according to the bending rigidity equivalent principle; the interaction of the surrounding rock and the secondary lining is simulated by adopting a spring unit, and the position nodes of the arch springing base structures on the two sides are simulated by adopting fixed ends;
s24: according to the composite numerical calculation model determined in the step S23, calculating to obtain the maximum horizontal reaction force F borne by the fixed nodes of the two-side arch springing foundation structure
xMaximum vertical inverseForce F
yAnd a maximum bending moment M.
9. The method of claim 6, wherein: and (3) designing the reinforcing bars of the corrugated steel plate lining arch springing foundation structure according to the geometric dimension of the foundation structure determined in the step S1, the external force load determined in the step S2 and the strength grade of the concrete determined in the step S3, designing the reinforcing bars in the limit state of the bearing capacity and the limit state of normal use of the reinforced concrete structure, determining longitudinal stress main bars, and configuring the structural stirrups according to the structural requirements.
10. The method of claim 6, wherein: the design of the foot locking anchor rod of the corrugated steel plate lining arch foot foundation structure is determined according to the following steps:
s51: according to the longitudinal block length L of the corrugated steel plate lining
1The longitudinal distance D between the foot locking anchor rods can be determined based on the formula (3) and the longitudinal number n of the foot locking anchor rods per linear meter can be determined:
n＝L
1/D (3)
in the formula, D is the longitudinal distance of the foot locking anchor rods;
s52: the design anchoring force Nr of each foot-locking anchor rod can be determined based on the formula (4):
Nr＝(k
1×F
x)/(n×cosθ) (4)
in the formula, k
1Designing an anchoring force safety coefficient for the anchor rod; f
xDetermining the maximum horizontal counter force borne by the two-side arch springing base structure nodes in the step S2; n is the longitudinal number of the foot-locking anchor rods determined in the step S51 in each linear meter, and theta is the included angle between the foot-locking anchor rods and the horizontal plane;
s53: determining the foot-locking anchor rod diameter d based on the formula (5)
1：
Wherein Nr is the designed anchoring force of each foot-locking anchor rod determined in step S52; sigma is the tensile strength of the anchor rod body;
s54: determining the length L of the foot-locking anchor rod based on the formula (6) and the formula (7)
R：
L
R≥L
R1+L
R2+L
R3(6)
In the formula: l is
R1The length of the exposed part of the anchor rod of the locking pin; l is
R2The effective length of the foot-locking anchor rod is; l is
R3The anchoring length of the foot-locking anchor rod is set; k is a radical of
2The safety factor of the length of the foot-locking anchor rod is set; d
1The foot-locking anchor diameter determined in step S53; d
2Drilling a hole for the foot locking anchor rod; f. of
stDesigning tensile strength for the body of the anchor rod of the locking pin; f. of
csThe bonding strength between the foot-locking anchor rod filling body and the reinforcing steel bar is obtained; f. of
crThe bonding strength between the foot-locking anchor rod filling body and the surrounding rock is improved.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911175148.8A CN110778342A (en) | 2019-11-26 | 2019-11-26 | Corrugated steel plate lining arch springing structure of railway tunnel and optimization design method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911175148.8A CN110778342A (en) | 2019-11-26 | 2019-11-26 | Corrugated steel plate lining arch springing structure of railway tunnel and optimization design method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110778342A true CN110778342A (en) | 2020-02-11 |
Family
ID=69392614
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911175148.8A Pending CN110778342A (en) | 2019-11-26 | 2019-11-26 | Corrugated steel plate lining arch springing structure of railway tunnel and optimization design method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110778342A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111550262A (en) * | 2020-05-22 | 2020-08-18 | 西华大学 | Tunnel assembly type prestress lining design method |
| CN115795618A (en) * | 2022-12-05 | 2023-03-14 | 中铁第四勘察设计院集团有限公司 | Tunnel composite lining reliability index calculation method and device and terminal equipment |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20040001642A (en) * | 2002-06-28 | 2004-01-07 | 지동한 | Lining building method for tunnel |
| JP2004044364A (en) * | 2002-05-20 | 2004-02-12 | Ando Corp | Continuous construction method for tunnel block |
| KR100704304B1 (en) * | 2005-10-10 | 2007-04-06 | 한국건설기술연구원 | Anchor installing method for long span corrugated steel plate structure |
| KR100799979B1 (en) * | 2007-10-12 | 2008-02-01 | 평산에스아이 주식회사 | Lining reinforcing method for both edge parts of corrugated multi plated tunnel |
| CN105804769A (en) * | 2016-03-04 | 2016-07-27 | 中交路桥（北京）科技有限公司 | Method for reinforcing tunnel lining through corrugated steel plate |
| CN106709123A (en) * | 2016-08-26 | 2017-05-24 | 西安工业大学 | Design method for bolting of abscission roof of roadway |
| CN208778027U (en) * | 2018-08-08 | 2019-04-23 | 四川公路桥梁建设集团有限公司 | Hook type foot-locking anchor rod for tunnel steel arch frame |
| CN110410099A (en) * | 2019-05-09 | 2019-11-05 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | It is a kind of using corrugated plating come the construction method of Strengthening Tunnel |
| CN211370434U (en) * | 2019-11-26 | 2020-08-28 | 中铁第四勘察设计院集团有限公司 | Corrugated steel plate lining arch foot structure of railway tunnel |
-
2019
- 2019-11-26 CN CN201911175148.8A patent/CN110778342A/en active Pending
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004044364A (en) * | 2002-05-20 | 2004-02-12 | Ando Corp | Continuous construction method for tunnel block |
| KR20040001642A (en) * | 2002-06-28 | 2004-01-07 | 지동한 | Lining building method for tunnel |
| KR100704304B1 (en) * | 2005-10-10 | 2007-04-06 | 한국건설기술연구원 | Anchor installing method for long span corrugated steel plate structure |
| KR100799979B1 (en) * | 2007-10-12 | 2008-02-01 | 평산에스아이 주식회사 | Lining reinforcing method for both edge parts of corrugated multi plated tunnel |
| CN105804769A (en) * | 2016-03-04 | 2016-07-27 | 中交路桥（北京）科技有限公司 | Method for reinforcing tunnel lining through corrugated steel plate |
| CN106709123A (en) * | 2016-08-26 | 2017-05-24 | 西安工业大学 | Design method for bolting of abscission roof of roadway |
| CN208778027U (en) * | 2018-08-08 | 2019-04-23 | 四川公路桥梁建设集团有限公司 | Hook type foot-locking anchor rod for tunnel steel arch frame |
| CN110410099A (en) * | 2019-05-09 | 2019-11-05 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | It is a kind of using corrugated plating come the construction method of Strengthening Tunnel |
| CN211370434U (en) * | 2019-11-26 | 2020-08-28 | 中铁第四勘察设计院集团有限公司 | Corrugated steel plate lining arch foot structure of railway tunnel |
Non-Patent Citations (1)
| Title |
|---|
| 陈道礼等: "结构分析有限元法的基本原理及工程应用", vol. 2012, 30 June 2012, 冶金工业出版社, pages: 123 - 126 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111550262A (en) * | 2020-05-22 | 2020-08-18 | 西华大学 | Tunnel assembly type prestress lining design method |
| CN115795618A (en) * | 2022-12-05 | 2023-03-14 | 中铁第四勘察设计院集团有限公司 | Tunnel composite lining reliability index calculation method and device and terminal equipment |
| CN115795618B (en) * | 2022-12-05 | 2023-08-22 | 中铁第四勘察设计院集团有限公司 | Tunnel composite type lining reliability index calculation method and device and terminal equipment |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102493360B (en) | Reinforced concrete arch bridge construction method | |
| CN103388341B (en) | Large-sized piled raft foundation structure and construction method | |
| CN105887702A (en) | Method for reinforcing concrete beam by prestressed carbon fiber plate and steel-concrete | |
| CN110909429B (en) | Corrugated steel plate lining reinforcement parameter optimization design method and structure based on tunnel lining defect detection | |
| CN105780964B (en) | A kind of light block filling wall and frame structure construction technique | |
| CN109680979B (en) | Existing structure reinforcing construction method | |
| CN101122159A (en) | Steel pipe integral girders for constructing prestressing force and construction method thereof | |
| CN104674649B (en) | Earthquake damage control system for thin-wall hollow pier | |
| CN110778342A (en) | Corrugated steel plate lining arch springing structure of railway tunnel and optimization design method thereof | |
| CN104260199B (en) | A kind of Wavelike steel webplate prestressed concrete I-beam prefabricating and constructing | |
| CN103821359A (en) | Large-cross-section concrete beam layered casting construction method | |
| CN108589969B (en) | Combined assembly type shear wall with vertical ECC energy consumption belt and manufacturing method thereof | |
| CN116805123A (en) | Design method, checking method and lattice tower independent foundation | |
| CN211370434U (en) | Corrugated steel plate lining arch foot structure of railway tunnel | |
| CN106522272A (en) | Design and construction method of underground pipe rack based on plate with adhesive prestress on cross section | |
| CN106320192A (en) | Beam section replacement reinforcement method for large-span concrete continuous beam bridge | |
| CN103938871A (en) | Method for constructing concrete-filled steel tube column and bonded prestressed frame beam structure adopting reinforced concrete ring beam joints | |
| Kang et al. | Punching and lateral cyclic behavior of slab-column connections with shear bands | |
| CN105862607B (en) | A kind of continuous rigid frame bridge closure segment pushing tow top plate pushing tow system and its construction method | |
| CN105804274B (en) | A kind of light block filling wall and frame structure construction technique | |
| CN104746890B (en) | Method for strengthening dense-rib hollow brick floor slab | |
| CN109184741B (en) | High bearing capacity shield tunnel section of jurisdiction joint structure | |
| CN103397778A (en) | Method for constructing high-rise commercial and residential building structure transfer floor | |
| CN218061703U (en) | Concrete strip foundation reinforced by additional concrete sleeve | |
| CN114991555A (en) | Newly-added rib beam type variable cross-section wing plate reinforced independent foundation and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |