CN110230504A - A kind of soft lower hard full packet waterproof of compound stratum composite lining structure resistant to pressure and its construction method - Google Patents
A kind of soft lower hard full packet waterproof of compound stratum composite lining structure resistant to pressure and its construction method Download PDFInfo
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- CN110230504A CN110230504A CN201910557258.4A CN201910557258A CN110230504A CN 110230504 A CN110230504 A CN 110230504A CN 201910557258 A CN201910557258 A CN 201910557258A CN 110230504 A CN110230504 A CN 110230504A
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- 239000002131 composite material Substances 0.000 title claims abstract description 27
- 150000001875 compounds Chemical class 0.000 title claims abstract description 27
- 238000010276 construction Methods 0.000 title claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 54
- 239000010959 steel Substances 0.000 claims abstract description 54
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 53
- 239000011435 rock Substances 0.000 claims abstract description 26
- 238000004806 packaging method and process Methods 0.000 claims abstract description 18
- 239000004567 concrete Substances 0.000 claims abstract description 10
- 239000011378 shotcrete Substances 0.000 claims abstract description 6
- 239000010410 layer Substances 0.000 claims description 51
- 239000011247 coating layer Substances 0.000 claims description 16
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 238000009412 basement excavation Methods 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 8
- 210000003205 muscle Anatomy 0.000 claims description 5
- 238000007363 ring formation reaction Methods 0.000 claims description 5
- 238000004078 waterproofing Methods 0.000 claims description 5
- 239000000203 mixture Substances 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 239000003755 preservative agent Substances 0.000 claims description 3
- 230000002335 preservative effect Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 claims description 2
- 230000007613 environmental effect Effects 0.000 abstract description 4
- 230000006835 compression Effects 0.000 description 6
- 238000007906 compression Methods 0.000 description 6
- 238000013461 design Methods 0.000 description 6
- 239000003673 groundwater Substances 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000005094 computer simulation Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- 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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
- E21D11/383—Waterproofing; Heat insulating; Soundproofing; Electric insulating by applying waterproof flexible sheets; Means for fixing the sheets to the tunnel or cavity wall
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
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- 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 present invention is suitable for Tunnel Engineering technical field, provides a kind of soft lower hard full packet waterproof of compound stratum composite lining structure resistant to pressure and its construction method.The composite lining structure includes grouting reinforced region outside tunnel, preliminary bracing, secondary lining, full-packaging waterproof layer, waterproof bottom plate, bed course and anchor pole resistant to pressure, grouting reinforced region, preliminary bracing, full-packaging waterproof layer and secondary lining are set gradually from outside to inside outside tunnel, waterproof bottom plate has just been connected to secondary lining bottom, bed course is set to below waterproof bottom plate, and is located at the bottom of full-packaging waterproof layer；One end of anchor pole resistant to pressure is protruded into waterproof bottom plate after passing through bed course and full-packaging waterproof layer, and the other end is anchored in country rock；Preliminary bracing includes that top soft formation just props up branch at the beginning of with lower part hard formation, and top soft formation is just propped up and is made of gunite concrete, steel arch-shelf and steel mesh, and branch is made of gunite concrete and steel mesh at the beginning of the hard formation of lower part.The present invention has the characteristics that reasonable stress, convenient for construction, economic, environmental protection.
Description
Technical field
The invention belongs to Tunnel Engineering technical field more particularly to a kind of soft lower hard full packet waterproof of compound stratum are resistant to pressure
Composite lining structure and its construction method.
Background technique
With the development of City Underground Transportation, occur more and more shallow-depth-excavation tunnels during tunnel construction, it is right
In the shallower area of certain buried depth of bedrock, the situation that bored tunnel is located in upper-soft lower-hard ground, i.e. tunnel arch position is commonly formed
In completely decomposed, strongly weathered sand-rock even in soil layer, and tunnel inverted arch is located at the preferably middle weathering of integrality, in micro- weathered rocks,
When level of ground water is higher, it is contemplated that the requirement of environmental protection also needs to carry out full packet waterproofing design to tunnel.The existing rule of country
About the division of Grades of Surrounding Rock mainly using groundwater condition, edpth of tunnel and tunnel arch country rock as foundation in model, standard, upper
Tunnel surrounding rank is often divided into V grades even VI grades in soft lower hard formation.When encountering above situation, according to the design that country is existing
Specification, usual way is that not only inverted arch is arranged in tunnel in engineering at present, also intensification processing is carried out to inverted arch when necessary, to reduce tunnel
Road inverted arch radius of curvature, while increasing inverted arch and abutment wall junction radius of curvature, increase tunnel flat ratio, so that entire tunnel is disconnected
Face is more round suitable, and increases lining cutting especially inverted arch thickness, to carry out full packet waterproofing design.Not only the way does not give full play to inverted arch
It is also largely excavated, separately performs reinforced concrete inverted arch, cause engineering by the bearing capacity of the preferable basement rock of position integrality
On significant wastage, it is unreasonable.
Summary of the invention
The technical problem to be solved by the embodiment of the invention is that it is anti-to provide a kind of soft lower hard full packet waterproof of compound stratum
Hydraulic pressure composite lining structure and its construction method, it is intended to which inverted arch cannot be given full play to by solving tunnel lining structure in the prior art
The rock bearing capacity of position integrality and there are engineerings to waste uneconomic problem.
The embodiments of the present invention are implemented as follows, provides a kind of full packet waterproof of compound stratum composite lining structure resistant to pressure,
It includes grouting reinforced region outside tunnel, preliminary bracing, secondary lining and full-packaging waterproof layer；The full packet waterproof is resistant to pressure compound
Liner structure further includes waterproof bottom plate, bed course and anchor pole resistant to pressure, grouting reinforced region, preliminary bracing, Quan Bao outside the tunnel
Waterproof layer and secondary lining are set gradually from outside to inside, and the waterproof bottom plate has just been connected to the bottom end of secondary lining, the bed course
It is set to below the waterproof bottom plate, and is located at the bottom end of the full-packaging waterproof layer, one end of the anchor pole resistant to pressure passes through institute
It is protruded into the waterproof bottom plate after stating bed course and full-packaging waterproof layer, the other end of the anchor pole resistant to pressure is anchored in country rock；Institute
State preliminary bracing include top soft formation just prop up and lower part hard formation just prop up, the top soft formation just prop up by gunite concrete,
Steel arch-shelf and steel mesh composition, lower part hard formation are just propped up and are made of gunite concrete and steel mesh.
Further, it is provided with expansion arch springing in the lower part hard formation, the steel arch-shelf propped up at the beginning of the top soft formation
Lower end is fallen on the expansion arch springing, and the steel arch-shelf foot is provided with lock foot steel pipe.
Further, the anchor rod anchored length in country rock resistant to pressure, which is not less than, calculates required anchorage length, and not
Less than 4m.
Further, it is " umbrella " steel bar, the waterproof that the anchor pole resistant to pressure, which protrudes into one end in the waterproof bottom plate,
Steel bar stress is embedded in bottom plate, " umbrella " steel bar on the steel bar stress and the anchor pole resistant to pressure is welded to each other fixation.
Further, the full-packaging waterproof layer includes arch pre-installed and inverted adhered type waterproof roll layer, waterproof bottom plate position waterproof
Dope layer and tunnel inverted arch position waterproof coating layer, the both ends of the arch pre-installed and inverted adhered type waterproof roll layer are separately connected institute
State the both ends of tunnel inverted arch position waterproof coating layer, the arch pre-installed and inverted adhered type waterproof roll layer and waterproof bottom plate position
Waterproof coating layer mutually overlaps at arch springing, and closing cyclization, when overlap joint, the arch pre-installed and inverted adhered type waterproof roll layer was located at institute
It states below the waterproof coating layer of waterproof bottom plate position, the anchor pole resistant to pressure passes through tunnel inverted arch position waterproof coating layer.
Further, ring seal steel disc is welded on one end that the anchor pole resistant to pressure protrudes into the waterproof bottom plate.
The embodiment of the invention also provides the above-mentioned upper soft lower hard full packet waterproof of compound stratum composite lining structures resistant to pressure
Construction method, the construction method includes the following steps:
A, data is surveyed in base area and Geological Advanced Prediction data determines excavation face upper-soft lower-hard ground line of demarcation；
B, grouting reinforced region outside the soft stratum tunnel of top is performed in advance；
C, excavate ground within the scope of the soft stratum of tunnel excavation face top, and excavate expansion arch springing；
D, top soft formation is performed just to prop up；
E, excavate ground within the scope of the hard formation of tunnel excavation face lower part；
F, lower part hard formation is performed just to prop up；
G, building waterproofing bottom cushion is poured；
H, it is laid with arch pre-installed and inverted adhered type waterproof layer to prop up at the beginning of top soft formation is just propped up with lower part hard formation, and in arch springing
Reserve the lap of splice in position；
I, bind arch reinforcing bar, perform arch secondary lining, with waterproof back plate connections reserved steel bar connector；
J, anchor pole resistant to pressure being performed, specific step is continuous are as follows: drilling -> insertion anchor pole resistant to pressure -> pours into cement mortar in hole,
It needs to carry out preservative treatment before anchor bolt construction；
K, waterproof layer below waterproof bottom plate is performed, is overlapped with arch waterproof layer, closing cyclization；
L, anchor pole sealing steel loop resistant to pressure, the construction of umbellate form reinforcement welding；
M, waterproof baseplate reinforcing bar is bound, waterproof baseplate reinforcing bar is effectively connect using reserved steel bar connector with two lined steel muscle of arch
Form whole, steel bar stress welding at the top of the umbellate form reinforcing bar and waterproof bottom plate of anchor pole resistant to pressure；
N, it is poured waterproof underplate concrete.
Compared with prior art, beneficial effect is the embodiment of the present invention: upper soft lower hard compound stratum of the invention wraps entirely
Waterproof composite lining structure resistant to pressure is anti-by being arranged in tunnel bottom in the higher soft lower hard compound stratum of level of ground water
Water-bed plate, bed course and anchor pole resistant to pressure play bearing capacity, and discriminatively use targetedly top in soft stratum, hard formation
Soft formation just props up and the just branch measure of lower part hard formation, effectively to solve the problems, such as Tunnel Design in upper-soft lower-hard ground, have by
The features such as power is reasonable, convenient for construction, economy, environmental protection.
Detailed description of the invention
Fig. 1 is the soft lower hard full packet waterproof of compound stratum provided in an embodiment of the present invention composite lining structural representation resistant to pressure
Figure；
Fig. 2 is the preliminary bracing structural schematic diagram in Fig. 1；
Fig. 3 is that preliminary bracing, secondary lining layer, full-packaging waterproof layer, waterproof bottom plate and the bed course composite structure in Fig. 1 are shown
It is intended to；
Fig. 4 is the anchor pole attachment structure schematic diagram resistant to pressure in Fig. 1；
Fig. 5 is the full packet waterproof of the compound stratum composite lining structural computational model load signal resistant to pressure of the embodiment of the present invention
Figure；
Fig. 6 is the compound stratum full packet waterproof composite lining structural computational model resistant to pressure stratum spring of the embodiment of the present invention
Distribution schematic diagram.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, and
It is not used in the restriction present invention.
It as shown in Figures 1 to 4, is that a kind of soft lower hard full packet waterproof of compound stratum provided in an embodiment of the present invention is resistant to pressure
Composite lining structure.The full packet waterproof of compound stratum composite lining structure resistant to pressure includes grouting reinforced region 1 outside tunnel, initial stage branch
Shield 3, secondary lining 2, full-packaging waterproof layer 4, waterproof bottom plate 5, bed course 6 and anchor pole resistant to pressure 7, it is the outer grouting reinforced region 1 in tunnel, first
Phase supporting 2, full-packaging waterproof layer 3 and secondary lining 1 are set gradually from outside to inside, wherein waterproof bottom plate 5 is just connected to secondary lining
The bottom end of layer 2, bed course 6 is set to 5 lower section of waterproof bottom plate, and is located at the bottom end of full-packaging waterproof layer 4, one end of anchor pole 7 resistant to pressure
It is protruded into waterproof bottom plate 5 after bed course 6 and full-packaging waterproof layer 4, the other end of anchor pole 7 resistant to pressure is anchored in country rock.Wherein,
Preliminary bracing 3 uses different structure form in soft stratum A and hard formation B.Preliminary bracing 3 includes that top soft formation just props up 31 Hes
Lower part hard formation just props up 32, and top soft formation just props up 31 and is located in soft stratum A, which just props up 31 by injection coagulation
Soil, steel arch-shelf a and steel mesh composition, lower part hard formation just prop up 32 and are located in hard formation B, which just props up 32 by spraying
Penetrate concrete and steel mesh composition, no longer setting steel arch-shelf a.It is arranged below the C of soft stratum line of demarcation not less than at 1.5m
Expand arch springing b, the lower end steel arch-shelf a that the top soft formation in soft stratum A just props up on 31, which is fallen in, to be expanded on arch springing b, and top is soft
The steel arch-shelf a foot that stratum just props up 31 is provided with lock foot steel pipe d.
In the present embodiment, which is anchored in the length in country rock not less than anchorage length needed for calculating, and
Not less than 4m, to guarantee the inbuilt stability of anchor pole 7 resistant to pressure.In above-described embodiment, full-packaging waterproof layer 4 includes that arch is overlay instead
Viscous type waterproof roll layer 41, waterproof bottom plate position waterproof coating layer 42 and tunnel inverted arch position waterproof coating layer, arch is overlay
The both ends of anti-viscous type waterproof roll layer 41 are separately connected the both ends of tunnel inverted arch position waterproof coating layer, and arch pre-installed and inverted adhered type is anti-
Water coiled material layer 41 mutually overlaps at arch springing with waterproof bottom plate position waterproof coating layer 42, and closing cyclization, arch is overlay when overlap joint
Anti- viscous type waterproof roll layer 41 is located at below waterproof bottom plate position waterproof coating layer 42, and anchor pole 7 resistant to pressure passes through tunnel inverted arch portion
Position waterproof coating layer.
In above-described embodiment, it is " umbrella " steel bar 70, " umbrella " type that anchor pole 7 resistant to pressure, which protrudes into one end in secondary lining layer 2,
It is connected with stirrup 71 on reinforcing bar, steel bar stress 8, " umbrella " on steel bar stress 8 and anchor pole 7 resistant to pressure are embedded in waterproof bottom plate 5
Steel bar 70 is welded to each other fixation, to increase the cutting-bearing capacity of anchor pole 7 and 5 junction of waterproof bottom plate resistant to pressure, improves anchor
Solidity energy.Specifically, which includes steel bar stress 81 and waterproof bottom base plate steel bar stress 82 at the top of waterproof bottom plate,
Several distribution bars 9 are longitudinally arranged in waterproof bottom plate 5, and are welded on one end that anchor pole 7 resistant to pressure protrudes into waterproof bottom plate 5
It is connected to ring seal steel disc 10, enhances the waterproof performance of the full packet waterproof of compound stratum composite lining structure resistant to pressure.
The embodiment of the present invention also provides a kind of construction of the above-mentioned full packet waterproof of compound stratum composite lining structure resistant to pressure
Method, the construction method include the following steps:
A, data is surveyed in base area and Geological Advanced Prediction data determines excavation face upper-soft lower-hard ground boundary C.
B, grouting reinforced region 1 outside the tunnel soft stratum A of top is performed in advance.
C, excavate ground within the scope of the soft stratum A of tunnel excavation face top, and excavate and expand arch springing b.
D, it performs top soft formation and just props up 31.
E, excavate ground within the scope of the hard formation B of tunnel excavation face lower part.
F, it performs lower part hard formation and just props up 32；
G, building waterproofing bottom cushion 6 is poured.
H, arch pre-installed and inverted adhered type waterproof layer 41 is laid with to prop up on 32 at the beginning of top soft formation just props up 31 with lower part hard formation, and
The lap of splice is reserved at arch springing position.
I, bind arch reinforcing bar, perform secondary lining 2, with 5 junction reserved steel bar connector of waterproof bottom plate.
J, anchor pole 7 resistant to pressure is performed, specific step is continuous are as follows: drilling -> insertion anchor pole 7- resistant to pressure > cement bonded sand is poured into hole
It starches, needs to carry out preservative treatment before anchor bolt construction.
K, waterproof bottom plate position waterproof coating layer 42 and arch pre-installed and inverted adhered type waterproof roll layer 41 is performed to overlap, closing at
Ring.
L, anchor pole sealing steel loop 10 resistant to pressure, umbellate form reinforcing bar 70 and 7 body of rod welding procedure of anchor pole resistant to pressure.
M, 5 reinforcing bar of waterproof bottom plate is bound, 5 reinforcing bar of waterproof bottom plate is effectively connected using reserved steel bar connector and two lined steel muscle of arch
It connects to form entirety, steel bar stress 81 welds at the top of the umbellate form reinforcing bar 70 and waterproof bottom plate of anchor pole 7 resistant to pressure.
N, it is poured 5 concrete of waterproof bottom plate.
As shown in figs. 5 and 6, the embodiment of the present invention also provides above-mentioned compound stratum full packet waterproof composite lining resistant to pressure
For the computation model of structure for instructing engineering design, cardinal principle is as follows:
(1) soft stratum A, hard formation B should divide soft stratum A and hard formation B according to differences such as its position, Geotechnical properties
Grades of Surrounding Rock, determine excavation face upper-soft lower-hard ground line of demarcation C.
(2) the top soft formation in soft stratum A just prop up 31 by with the common stress of country rock can guarantee the construction stage safety and
The requirement for controlling subsidence value determines, installs with its Grades of Surrounding Rock, is designed using heuristic methods.The lower part hard formation B hard place
Branch 32 presses hard formation country rock feature at the beginning of layer, according to corresponding Grades of Surrounding Rock, is also designed using heuristic methods.
(3) secondary lining 2 is designed by load structure method.
(4) secondary lining 2 by undertake the vertical pressure from surrounding rock e1 of later period top soft stratum, top soft stratum horizontal direction is enclosed
Rock pressure power e2, lower part hard formation horizontal direction pressure from surrounding rock e3 and external water pressure g, country rock share ratio and external water pressure reduction system
Number is determined by national regulation by Grades of Surrounding Rock soft stratum A different with hard formation B respectively.
(5) the Grades of Surrounding Rock point soft stratum A that tunnel arch and two sides load are divided according to difference different with hard formation B
It does not calculate.
(6) secondary lining layer 2 and waterproof bottom plate 5 are reduced to beam-spring model, and waterproof bottom plate 5 undertakes tunnel bottom water pressure
e4。
(7) arch portion of secondary lining layer 2 and waterproof bottom plate 5 are simplified to beam element 11.
(8) country rock is reduced to unidirectional compression spring 12, unidirectional compression spring 12 to the constraint of the arch portion of secondary lining layer 2
It is evenly arranged on the outside of the arch portion of secondary lining layer 2.
(9) the bottom end constraint of secondary lining layer 2 be reduced to bottom end vertically unidirectional compression spring 13+ lower horizontal to tension and compression bullet
Spring 14 is arranged in the bottom end of secondary lining layer 2, bottom end vertically unidirectional 13 rigidity of compression spring and lower horizontal to drawing-pressing spring 14
Rigidity is calculated as follows:
Kv=Kd × B
Kh=Kd × H
Kv is bottom end vertically unidirectional 13 rigidity of compression spring in formula, and Kh is lower horizontal to drawing-pressing spring rigidity 14, and Kd is
The elasticity resisting coefficient of country rock, B are to expand arch springing width, and H is arch springing buried depth (waterproof bottom plate following depth).
(10) anchor pole 7 resistant to pressure is reduced to unidirectional extension spring 15 to the constraint of waterproof bottom plate 5, and unidirectional extension spring 15 is pressed
7 physical location of anchor pole resistant to pressure, direction are arranged in 5 beam element of waterproof bottom plate, 11 downside, and 7 rigidity of anchor pole resistant to pressure is counted as the following formula
It calculates:
Ks=Es × A/L
Ks is 7 rigidity of anchor pole resistant to pressure in formula, and Es is 7 elasticity modulus of anchor pole resistant to pressure, and A is 7 sectional area of anchor pole resistant to pressure,
L is 7 length of anchor pole resistant to pressure.
The upper soft lower hard full packet waterproof of compound stratum composite lining structure resistant to pressure of the invention is on level of ground water is higher
In soft lower hard compound stratum, bearing capacity is played by the way that waterproof bottom plate 5, bed course 6 and anchor pole resistant to pressure 7 is arranged in tunnel bottom, and
It is discriminatively arranged using branch 32 at the beginning of branch 31 at the beginning of targetedly top soft formation and lower part hard formation in soft stratum A, hard formation B
It applies, effectively to solve the problems, such as Tunnel Design in upper-soft lower-hard ground, with reasonable stress, convenient for spies such as construction, economy, environmental protection
Point.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (7)
1. a kind of soft lower hard full packet waterproof of compound stratum composite lining structure resistant to pressure, including grouting reinforced region outside tunnel, just
Phase supporting, secondary lining and full-packaging waterproof layer；It is characterized in that, the full packet waterproof composite lining structure resistant to pressure further includes
Waterproof bottom plate, bed course and anchor pole resistant to pressure, grouting reinforced region outside the tunnel, preliminary bracing, full-packaging waterproof layer and secondary
Lining cutting is set gradually from outside to inside, and the waterproof bottom plate has just been connected to the bottom of secondary lining layer, and the bed course is set to described anti-
Below water-bed plate, and it is located at the bottom of the full-packaging waterproof layer, one end of the anchor pole resistant to pressure passes through the bed course and Quan Bao
It is protruded into after waterproof layer in the waterproof bottom plate, the other end of the anchor pole resistant to pressure is anchored in country rock；The preliminary bracing packet
It includes top soft formation and just props up branch at the beginning of with lower part hard formation, the top soft formation is just propped up by gunite concrete, steel arch-shelf and steel
Muscle net composition, lower part hard formation are just propped up and are made of gunite concrete and steel mesh.
2. the soft lower hard full packet waterproof of compound stratum as described in claim 1 composite lining structure resistant to pressure, which is characterized in that
Expansion arch springing is provided in the lower part hard formation, the steel arch-shelf lower end that the top soft formation just props up falls in the expansion arch
On foot, the steel arch-shelf foot is provided with lock foot steel pipe.
3. the soft lower hard full packet waterproof of compound stratum as described in claim 1 composite lining structure resistant to pressure, which is characterized in that
The anchor rod anchored length in country rock resistant to pressure is not less than 4m not less than anchorage length needed for calculating.
4. the soft lower hard full packet waterproof of compound stratum as described in claim 1 composite lining structure resistant to pressure, which is characterized in that
It is " umbrella " steel bar that the anchor pole resistant to pressure, which protrudes into one end in the waterproof bottom plate, is embedded with stress steel in the waterproof bottom plate
" umbrella " steel bar on muscle, the steel bar stress and the anchor pole resistant to pressure is welded to each other fixation.
5. the soft lower hard full packet waterproof of compound stratum as described in claim 1 composite lining structure resistant to pressure, which is characterized in that
Ring seal steel disc is welded on one end that the anchor pole resistant to pressure protrudes into the waterproof bottom plate.
6. the soft lower hard full packet waterproof of compound stratum as described in claim 1 composite lining structure resistant to pressure, which is characterized in that
The full-packaging waterproof layer includes arch pre-installed and inverted adhered type waterproof roll layer, waterproof bottom plate position waterproof coating layer and tunnel inverted arch
Position waterproof coating layer, the both ends of the arch pre-installed and inverted adhered type waterproof roll layer are separately connected tunnel inverted arch position waterproof
The both ends of dope layer, the arch pre-installed and inverted adhered type waterproof roll layer and waterproof bottom plate position waterproof coating layer are at arch springing
Mutually overlap joint, closing cyclization, when overlap joint, the arch pre-installed and inverted adhered type waterproof roll layer was located at waterproof bottom plate position waterproof
Below dope layer, the anchor pole resistant to pressure passes through tunnel inverted arch position waterproof coating layer.
7. a kind of construction party of soft lower hard full packet waterproof of compound stratum as described in claim 1 composite lining structure resistant to pressure
Method, which is characterized in that the construction method includes the following steps:
A, data is surveyed in base area and Geological Advanced Prediction data determines excavation face upper-soft lower-hard ground line of demarcation；
B, grouting reinforced region outside the soft stratum tunnel of top is performed in advance；
C, excavate ground within the scope of the soft stratum of tunnel excavation face top, and excavate expansion arch springing；
D, top soft formation is performed just to prop up；
E, excavate ground within the scope of the hard formation of tunnel excavation face lower part；
F, lower part hard formation is performed just to prop up；
G, building waterproofing bottom cushion is poured；
H, it is laid with arch pre-installed and inverted adhered type waterproof layer to prop up at the beginning of top soft formation is just propped up with lower part hard formation, and at arch springing position
The reserved lap of splice；
I, bind arch reinforcing bar, perform arch secondary lining, with waterproof back plate connections reserved steel bar connector；
J, anchor pole resistant to pressure is performed, specific step is continuous are as follows: drilling -> insertion anchor pole resistant to pressure -> pours into cement mortar, anchor pole in hole
It needs to carry out preservative treatment before construction；
K, waterproof layer below waterproof bottom plate is performed, is overlapped with arch waterproof layer, closing cyclization；
L, anchor pole sealing steel loop resistant to pressure, the construction of umbellate form reinforcement welding；
M, waterproof baseplate reinforcing bar is bound, waterproof baseplate reinforcing bar effectively connect to be formed with two lined steel muscle of arch using reserved steel bar connector
Whole, steel bar stress welds at the top of the umbellate form reinforcing bar and waterproof bottom plate of anchor pole resistant to pressure；
N, it is poured waterproof underplate concrete.
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| CN110905555A (en) * | 2019-12-11 | 2020-03-24 | 湘潭大学 | UHPC lining structure for tunnel and construction method thereof |
| CN111042843A (en) * | 2019-12-16 | 2020-04-21 | 中铁十四局集团大盾构工程有限公司 | Pre-anchoring method for underground excavated tunnel |
| CN115994494A (en) * | 2022-11-21 | 2023-04-21 | 长江三峡勘测研究院有限公司（武汉） | Method and system for estimating diving high external water pressure of multilayer slowly-inclined rock-soil body deep-buried tunnel |
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