CN108119149B - The tunnel support structure and construction method of existing building are worn under a kind of - Google Patents
The tunnel support structure and construction method of existing building are worn under a kind of Download PDFInfo
- Publication number
- CN108119149B CN108119149B CN201810000387.9A CN201810000387A CN108119149B CN 108119149 B CN108119149 B CN 108119149B CN 201810000387 A CN201810000387 A CN 201810000387A CN 108119149 B CN108119149 B CN 108119149B
- Authority
- CN
- China
- Prior art keywords
- steel pipe
- steel
- slurry
- extravasation
- support structure
- 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.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
Abstract
The tunnel support structure and construction method that existing building is worn under a kind of belong to Tunnel Engineering supporting field, are made of carrying friction pile, concrete filled steel tube crossbeam and telescopic device；Carrying friction pile is reinforced concrete pile；Slurry steel pipe will be seeped to be sequentially connected composition extravasation steel pipe out of active well and push to from received well, using same method, auxiliary steel pipe is sequentially connected and is inserted into extravasation steel pipe, extravasation steel pipe both ends are blocked using circular steel plate, pass through injected hole slip casting into steel pipe gap, after intensity satisfaction, removes slip casting end circular steel plate and auxiliary steel pipe and inject concrete composition concrete filled steel tube crossbeam；Telescopic device band angle steel one end is connect with building bottom end by expansion bolt, and the other end is welded on extravasation steel pipe, will be carried in the aperture that reserved steel bar insertion concrete filled steel tube crossbeam both ends open up at the top of friction pile and is poured composition tunnel support structure.The principle of the invention is simple, reasonable stress, can reduce working space.
Description
Technical field
The tunnel support structure technology that existing building is worn the present invention relates under belongs to Tunnel Engineering supporting field, is applicable in
The tunnel support engineering under city.
Background technique
The fast development of urban construction has greatly driven the construction of Urban underground Tunnel, since subterranean tunnel is some
The case where bustling large size city is quite intensive, wears existing building under inevitably encountering.Under wear existing building
When construction, supporting construction and construction method to tunnel have strict demand, and supporting construction Lack of support and construction method are not
When causing the excessive disturbance of the soil body that will all will affect the normal use of existing building, serious production safety thing is resulted even in
Therefore.Mainly there are shield method, supporting pile structure to underpin method etc., shield currently, wearing the method for tunnel construction of existing building under existing
Structure method can not use any auxiliary method can smoothly complete shield crossing existing building construction, but due to only according to
Construction parameter by itself controls tunnel deformation, wears for super high rise building under, and construction risk is still very big；Support pile
Structure underpins method and building load can be transferred in tunnel soil at both sides, reduces tunnel top load, but the construction method
The construction space needed is big, larger to the disturbance of existing building and the lower part soil body, and building inclination easily occurs in work progress
Etc. adverse consequences.Therefore, it needs to seek a kind of tunnel support knot easy for construction, supporting stability is big, construction area space is small
Structure, complicated, limited space the city tunnel support engineering that makes that it is suitable for environment.
Summary of the invention
The object of the present invention is to provide tunnel support structures and construction method that existing building is worn under one kind.
The present invention is that the tunnel support structure and construction method of existing building are worn under one kind, under wear the tunnel of existing building
Road supporting construction, including carrying friction pile 1, concrete filled steel tube crossbeam 2 and telescopic device 3；Carrying friction pile 1 is armored concrete
Bored concrete pile；Concrete filled steel tube crossbeam 2 is by seeping slurry steel pipe 8, infiltration slurry inner sleeve joint steel pipe 9, circular steel plate 10, assisting steel pipe 11, auxiliary
Inner sleeve joint steel pipe 12 and bolt 17 is helped to form；Slurry 9 both ends strap bolt hole 18 of inner sleeve joint steel pipe is seeped, will be hung in by bolt 17
Infiltration slurry inner sleeve joint steel pipe 9 and infiltration slurry steel pipe 8 in active well 4 are sequentially connected composition extravasation steel pipe 6 and push to received well 5
Interior, auxiliary steel pipe 11 is connected with auxiliary 12 bolt of inner sleeve joint steel pipe, is pushed in turn in extravasation steel pipe 6 and forms inner sealing steel pipe 7,
Circular steel plate 10 is fixed on extravasation 6 both ends of steel pipe by bolt 17, by the injected hole 20 of circular steel plate 10 between two steel pipes
Slip casing by pressure in gap is removed slip casting end circular steel plate 10 and inner sealing steel pipe 7, is reinjected mixed after mortar meets intensity requirement
Solidifying soil constitutes concrete filled steel tube crossbeam 2；Telescopic device 3 is by angle steel 13, interior positive silk steel pipe 14,16 structure of interior wire inversion steel pipe 15 and screw rod
At angle steel 13 is weldingly connected with interior positive 14 one end of silk steel pipe, and interior positive silk steel pipe 14 and interior wire inversion steel pipe 15 pass through 16 mantle fiber of screw rod
Connection；Telescopic device 3 is connect with building bottom end by expansion bolt with 13 one end of angle steel, and the other end is welded on extravasation steel pipe 6
On, it will carry in the aperture that 1 top reserved steel bar of friction pile insertion, 2 both ends of concrete filled steel tube crossbeam open up and anchor, to anchoring
Point pours to form tunnel support structure.
The construction method that the tunnel support structure of existing building is worn under of the invention, the steps include:
(1) prefabricated required component: according to engineering design requirements, determine that infiltration starches steel pipe 8, infiltration starches inner sleeve joint steel pipe 9, round
Steel plate 10, auxiliary steel pipe 11, auxiliary inner sleeve joint steel pipe 12, interior positive silk steel pipe 14, interior wire inversion steel pipe 15 and screw rod 16 diameter,
Length, thickness and quantity；The length and quantity of bolt 17 and angle steel 13；
(2) it unwrapping wire and positioning: is carried out with measuring instrument in the building two sides for being parallel to tunnel trend according to design requirement
Unwrapping wire, the position of positioning carrying friction pile 1；
(3) construction carrying friction pile 1: excavating active well 4 and received well 5 using the method for hand excavation, from centre to two
Side, two sides are symmetrically excavated to supporting course simultaneously, the steel reinforcement cage that binding is completed are hung in hole, and casting concrete to design stake top is simultaneously
Maintenance；
(4) slurry steel pipe 8 is seeped in installation: lateral manually digging hole, each borehole length are carried out at 4 subterranean designation absolute altitude of active well
When equal to seeping slurry 8 length of steel pipe, next section of infiltration slurry steel pipe 8 is seeped into slurry 8 bolt of steel pipe by seeping slurry inner sleeve joint steel pipe 9 and leading portion
It is connected, is pushed into hole, continues next segment length and excavate, until digging to received well 5, in 6 crossbeam of extravasation steel pipe connected into
Portion is cleared up, will be in the push-in extravasation steel pipe 6 of inner sealing steel pipe 7 of external coating release agent using same connection method；
(5) telescopic device 3 is installed: angle steel 13 being fixed on building bottom end by expansion bolt, interior positive silk steel pipe 14 divides
It is not welded on the side and bottom surface of angle steel 13, interior wire inversion steel pipe 15 is respectively with 50o~70oInclination angle be welded on extravasation 6 end of steel pipe
Top and with 90oInclination angle be welded on distance extravasation 6 end preset length of steel pipe 6 top of extravasation steel pipe, pass through 16 sets of screw rod
Positive silk steel pipe 14 and interior wire inversion steel pipe 15 in silk connection, rotary screw rod 16 make device come into force stress；
(6) slip casting and concreting: circular steel plate 10 is fixed on extravasation 6 both ends of steel pipe by bolt 17, passes through circle
The slip casing by pressure into two steel pipe gaps of the injected hole 20 of shape steel plate 10 removes slip casting end circle after mortar meets intensity requirement
Shape steel plate 10 and inner sealing steel pipe 7, reinject concrete and conserve；
(7) stake beam junction is constructed: by 2 both ends steel pipe of concrete filled steel tube crossbeam according to the quantity of carrying 1 reinforcing bar of friction pile
Aperture is opened up with size, in 1 reinforcing bar of carrying friction pile insertion concrete filled steel tube crossbeam 2, casting concrete is simultaneously conserved；
(8) it constructs according to the step of step (2), step (3), step (4), step (5), step (6), step (7) next
A supporting construction is until complete all supporting constructions.
The beneficial effects of the present invention are: the tunnel support structure and construction method of existing building are worn under of the invention, it is main
Have the advantage that the load of upper building can be efficiently transferred to carrying using collar roof formula supporting construction and resisted by (1)
In sliding pile, reduces the upper load that tunnel top is born, improve stability, the safety in tunnel；(2) construction carrying friction pile
When, using the symmetrical manually digging hole in two sides, reduces disturbance of the construction to the soil body, prevent existing building run-off the straight, carry simultaneously
Friction pile can bear upper load and play the role of resisting tunnel perimeter resistance to shear of soil；(3) construction steel pipe concrete is horizontal
Liang Shi can improve soil capability in crossbeam or more sphere of action using slurry steel pipe slip casing by pressure is seeped, enhance the globality of the soil body,
Steel pipe crossbeam is segmented propelling construction, and hole wall collapse can be effectively prevented, and enhances the firm effect of surrounding soil, accounts for when reducing construction
Work area, auxiliary steel pipe can be reused, be economized on resources.
Detailed description of the invention
Fig. 1 is the elevation that the tunnel support structure of existing building is worn under the present invention；Fig. 2 is extravasation 6 schematic diagram of steel pipe；
Fig. 3 is to seep slurry steel pipe 8 and infiltration slurry 9 connection schematic diagram of inner sleeve joint steel pipe；Fig. 4 is to seep slurry 8 schematic diagram of steel pipe；Fig. 5 is to seep in slurry
Cover 9 schematic diagram of joint steel pipe；Fig. 6 is 10 schematic diagram of active well end circular steel plate；Fig. 7 is the signal of received well end circular steel plate 10
Figure；Fig. 8 is 7 schematic diagram of inner sealing steel pipe；Fig. 9 is the connection schematic diagram for assisting steel pipe 11 and assisting inner sleeve joint steel pipe 12；Figure
10 be auxiliary 11 schematic diagram of steel pipe；Figure 11 is auxiliary 12 schematic diagram of inner sleeve joint steel pipe；Figure 12 is 17 schematic diagram of bolt；Figure 13 is
3 schematic diagram of telescopic device.Appended drawing reference and corresponding title are as follows: carrying friction pile 1, concrete filled steel tube crossbeam 2, telescopic device 3, work
Make well 4, received well 5, extravasation steel pipe 6, inner sealing steel pipe 7, seeps slurry steel pipe 8, seep slurry inner sleeve joint steel pipe 9, is circular steel plate 10, auxiliary
Help steel pipe 11, auxiliary inner sleeve joint steel pipe 12, angle steel 13, interior positive silk steel pipe 14, interior wire inversion steel pipe 15, screw rod 16, bolt 17, spiral shell
Keyhole 18, slurry outlet 19, injected hole 20, gas vent 21.
Specific embodiment
The present invention will be further described in the following with reference to the drawings and specific embodiments, and example is served only for explaining this hair
It is bright, it is not intended to limit the present invention.In principle of the present invention, the modifications, equivalent substitutions and improvements done belong to of the invention
Protection scope.
As shown in figs. 1-13, the present invention be the tunnel support structure and construction method of existing building are worn under one kind, including
Carry friction pile 1, concrete filled steel tube crossbeam 2 and telescopic device 3；Carrying friction pile 1 is deposited reinforced concrete pile；Steel tube concrete
Native crossbeam 2 is by seeping slurry steel pipe 8, seeping slurry inner sleeve joint steel pipe 9, circular steel plate 10, auxiliary steel pipe 11, auxiliary inner sleeve joint steel pipe 12
It is formed with bolt 17, seeps slurry 9 both ends strap bolt hole 18 of inner sleeve joint steel pipe, starched the infiltration hung in active well 4 by bolt 17
Inner sleeve joint steel pipe 9 and seep slurry steel pipe 8 and be sequentially connected composition extravasation and steel pipe 6 and push in received well 5, auxiliary steel pipe 11 with it is auxiliary
It helps 12 bolt of inner sleeve joint steel pipe to be connected, is pushed in turn in extravasation steel pipe 6 and forms inner sealing steel pipe 7, circular steel plate 10 passes through spiral shell
Bolt 17 is fixed on extravasation 6 both ends of steel pipe, by the slip casing by pressure into two steel pipe gaps of injected hole 20 of circular steel plate 10, to sand
After slurry meets intensity requirement, slip casting end circular steel plate 10 and inner sealing steel pipe 7 are removed, concrete is reinjected and constitutes concrete filled steel tube
Crossbeam 2；Telescopic device 3 is made of angle steel 13, interior positive silk steel pipe 14, interior wire inversion steel pipe 15 and screw rod 16, angle steel 13 and interior positive silk
14 one end of steel pipe is weldingly connected, and interior positive silk steel pipe 14 is connected with interior wire inversion steel pipe 15 by 16 mantle fiber of screw rod；Telescopic device 3 is with angle
13 one end of steel is connect with building bottom end by expansion bolt, and the other end is welded on extravasation steel pipe 6, and carrying friction pile 1 is pushed up
It in the aperture that portion's reserved steel bar insertion 2 both ends of concrete filled steel tube crossbeam open up and anchors, anchor point is poured to form tunnel support
Structure.
As shown in Figure 1, 2, laterally than existing building long 1m~2m, concrete filled steel tube are horizontal for 2 length of concrete filled steel tube crossbeam
The slip casting pressure of beam 2 is 0.5MPa~0.8MPa.
As shown in Fig. 1,4,4 width of active well is identical as slurry 8 length of steel pipe is seeped, and is opened by the way of manually digging hole of job-hoping
It digs.
As shown in Figure 2,3, 4, seeping slurry 8 length of steel pipe is 2.5m~4m, and interior diameter is 0.9m~1.2m, thickness of pipe 100mm
~120mm is seeped in slurry steel pipe 8 every 1m~1.5m 5~8 triangular support brackets evenly distributed in the circumferential direction, is seeped outside slurry steel pipe 8
Every 250mm~300mm 10~12 slurry outlets 19 evenly distributed in the circumferential direction, seep the bolt hole 18 at slurry 8 both ends of steel pipe with
The bolt hole 18 for seeping slurry inner sleeve joint steel pipe 9 is corresponding.
It as shown in Fig. 3,5, seeps slurry 9 overall diameter of inner sleeve joint steel pipe and is equal to the interior diameter for seeping slurry steel pipe 8, seep slurry inner sleeve connection
The overall diameter of steel pipe 9 is 0.9m~1.2m, and the thickness of pipe is 60mm~80mm, and length is 70mm~90mm.
As shown in Figure 8,9, 10, the interior diameter of steel pipe 11 is assisted to be equal to the overall diameter of auxiliary inner sleeve joint steel pipe 12, auxiliary
The overall diameter of steel pipe 11 is 0.2m~0.4m smaller than the interior diameter for seeping slurry steel pipe 8.
As shown in Fig. 2,6,7, circular steel plate 10 divide for diameter with seep slurry the overall diameter of steel pipe 8 it is identical, plate thickness be 40mm~
50mm, is evenly arranged two kinds of steel plates of 10~12 bolts hole 18 around the center of circle, and a kind of circular steel plate 10 is located at 4 end of active well,
Surface is equipped with injected hole 20 and gas vent 21, and wherein 20 shape of injected hole is circle, and diameter is 0.05m~0.1m, is located at circle
Right above steel plate 10,20 center of circle of injected hole is 0.35m~0.45m at a distance from 10 center of circle of circular steel plate, and 21 shape of gas vent is
Circle, diameter are 20mm~30mm, and positioned at the surface of injected hole 20, the distance of center circle in two holes is 0.1m~0.2m, another kind circle
Shape steel plate 10 is located at 5 end of received well, surface-closed.
As shown in Fig. 1,13, telescopic device 3 is divided to for two classes, and 3 tilt angle of one type telescopic device is 50o~70o , one
End is welded on extravasation 6 end top of steel pipe, and the side of the other end and angle steel 13 is weldingly connected；Another kind of 3 inclination angle of telescopic device
Degree is 90o, one end is welded on 6 top of extravasation steel pipe of distance extravasation 6 end 0.5m~1m of steel pipe, the bottom of the other end and angle steel 13
End is weldingly connected.
As shown in Fig. 1,13, the length of interior positive silk steel pipe 14 and interior wire inversion steel pipe 15 is 0.8m~1m, and overall diameter is
0.2m~0.4m, wall thickness are 0.1m~0.2m, and interior diameter is identical as 16 diameter of screw rod.
As shown in figs. 1-13, the construction method that the tunnel support structure of existing building is worn under, the steps include:
(1) prefabricated required component: according to engineering design requirements, determine that infiltration starches steel pipe 8, infiltration starches inner sleeve joint steel pipe 9, round
Steel plate 10, auxiliary steel pipe 11, auxiliary inner sleeve joint steel pipe 12, interior positive silk steel pipe 14, interior wire inversion steel pipe 15 and screw rod 16 diameter,
Length, thickness and quantity；The length and quantity of bolt 17 and angle steel 13；
(2) it unwrapping wire and positioning: is carried out with measuring instrument in the building two sides for being parallel to tunnel trend according to design requirement
Unwrapping wire, the position of positioning carrying friction pile 1；
(3) construction carrying friction pile 1: excavating active well 4 and received well 5 using the method for hand excavation, from centre to two
Side, two sides are symmetrically excavated to supporting course simultaneously, the steel reinforcement cage that binding is completed are hung in hole, and casting concrete to design stake top is simultaneously
Maintenance；
(4) slurry steel pipe 8 is seeped in installation: lateral manually digging hole, each borehole length are carried out at 4 subterranean designation absolute altitude of active well
When equal to seeping slurry 8 length of steel pipe, next section of infiltration slurry steel pipe 8 is seeped into slurry 8 bolt of steel pipe by seeping slurry inner sleeve joint steel pipe 9 and leading portion
It is connected, is pushed into hole, continues next segment length and excavate, until digging to received well 5, in 6 crossbeam of extravasation steel pipe connected into
Portion is cleared up, will be in the push-in extravasation steel pipe 6 of inner sealing steel pipe 7 of external coating release agent using same connection method；
(5) telescopic device 3 is installed: angle steel 13 being fixed on building bottom end by expansion bolt, interior positive silk steel pipe 14 divides
It is not welded on the side and bottom surface of angle steel 13, interior wire inversion steel pipe 15 is respectively with 50o~70oInclination angle be welded on extravasation 6 end of steel pipe
Top and with 90oInclination angle be welded on distance extravasation 6 end 0.5m~1m of steel pipe 6 top of extravasation steel pipe, pass through 16 sets of screw rod
Positive silk steel pipe 14 and interior wire inversion steel pipe 15 in silk connection, rotary screw rod 16 make device come into force stress；
(6) slip casting and concreting: circular steel plate 10 is fixed on extravasation 6 both ends of steel pipe by bolt 17, passes through circle
The slip casing by pressure into two steel pipe gaps of the injected hole 20 of shape steel plate 10 removes slip casting end circle after mortar meets intensity requirement
Shape steel plate 10 and inner sealing steel pipe 7, reinject concrete and conserve；
(7) stake beam junction is constructed: by 2 both ends steel pipe of concrete filled steel tube crossbeam according to the quantity of carrying 1 reinforcing bar of friction pile
Aperture is opened up with size, in 1 reinforcing bar of carrying friction pile insertion concrete filled steel tube crossbeam 2, casting concrete is simultaneously conserved；
(8) it constructs according to the step of step (2), step (3), step (4), step (5), step (6), step (7) next
A supporting construction is until complete all supporting constructions.
Its working mechanism of the invention is main are as follows: (1) shifts tunnel upper building load: tunnel of constructing under existing building
Road, tunnel top bear larger load, cause the stability in tunnel poor, and supporting is difficult, and the present invention passes through in building bottom shelf
If telescopic device, most of load of building is made to pass to the carrying friction pile of tunnel two sides by telescopic device, carrying is anti-
Sliding pile is made using the friction of stake week and bottom end with stable Rock And Soil is delivered load to, to eliminate building load to tunnel
The influence of supporting.(2) carry the shearing resistance effect of friction pile: carrying friction pile also resists tunnel while bearing upper load
The part soil lateral pressure that the periphery soil body generates reduces destruction of the soil lateral pressure to tunnel by shearing resistance effect.(3) compacted to change
Kind tunnel top soil mass property, enhances the stability of the soil body: starching steel pipe crossbeam by using seeping, mortar pressure is injected into the soil body
It is interior, enhance the cohesive force between the soil body, so that the tunnel top soil body is linked into an integrated entity, improve soil body globality, to reduce soil
Influence of the body load to tunnel top supporting construction makes tunnel be in safety, the state of reasonable stress.
Claims (10)
1. wear the tunnel support structure of existing building under one kind, including carrying friction pile (1), concrete filled steel tube crossbeam (2) and
Telescopic device (3), it is characterised in that: carrying friction pile (1) is deposited reinforced concrete pile；Concrete filled steel tube crossbeam (2) is by seeping
It starches steel pipe (8), seep slurry inner sleeve joint steel pipe (9), circular steel plate (10), auxiliary steel pipe (11), auxiliary inner sleeve joint steel pipe (12)
It is formed with bolt (17)；Slurry inner sleeve joint steel pipe (9) both ends strap bolt hole (18) is seeped, active well will be hung in by bolt (17)
(4) infiltration slurry inner sleeve joint steel pipe (9) and infiltration slurry steel pipe (8) in are sequentially connected composition extravasation steel pipe (6) and push to received well
(5) in, auxiliary steel pipe (11) is connected with auxiliary inner sleeve joint steel pipe (12) bolt, is pushed in turn in extravasation steel pipe (6) in being formed
It closes steel pipe (7), circular steel plate (10) is fixed on extravasation steel pipe (6) both ends by bolt (17), passes through circular steel plate (10)
Slip casing by pressure in injected hole (20) Xiang Lianggen steel pipe gap removes slip casting end circular steel plate after mortar meets intensity requirement
(10) and inner sealing steel pipe (7) it, reinjects concrete and constitutes concrete filled steel tube crossbeam (2)；Telescopic device (3) by angle steel (13),
Interior positive silk steel pipe (14), interior wire inversion steel pipe (15) and screw rod (16) are constituted, and angle steel (13) and interior positive silk steel pipe (14) one end are welded
It is connected, interior positive silk steel pipe (14) is connected with interior wire inversion steel pipe (15) by screw rod (16) mantle fiber；Telescopic device (3) band angle steel (13)
One end is connect with building bottom end by expansion bolt, and the other end is welded in extravasation steel pipe (6), by carrying friction pile (1) top
It in the aperture that portion's reserved steel bar insertion concrete filled steel tube crossbeam (2) both ends open up and anchors, anchor point is poured to form tunnel branch
Protection structure.
2. wearing the tunnel support structure of existing building under according to claim 1, it is characterised in that: the steel pipe is mixed
Solidifying soil crossbeam (2) length is laterally longer than existing building, the slip casting pressure of concrete filled steel tube crossbeam (2) be 0.5MPa~
0.8MPa。
3. wearing the tunnel support structure of existing building under according to claim 1, it is characterised in that: the active well
(4) width is identical as slurry steel pipe (8) length is seeped, and is excavated by the way of manually digging hole of job-hoping.
4. wearing the tunnel support structure of existing building under according to claim 1, it is characterised in that: the infiltration starches steel
It manages in (8) every preset length 5~8 triangular support brackets evenly distributed in the circumferential direction, seeps slurry steel pipe (8) outside every default length
10~12 slurry outlets (19) evenly distributed in the circumferential direction are spent, the bolt hole (18) at slurry steel pipe (8) both ends is seeped and seep slurry inner sleeve
The bolt hole (18) of joint steel pipe (9) is corresponding.
5. wearing the tunnel support structure of existing building under according to claim 1, it is characterised in that: in the infiltration slurry
It covers joint steel pipe (9) overall diameter and is equal to the interior diameter for seeping slurry steel pipe (8).
6. wearing the tunnel support structure of existing building under according to claim 1, it is characterised in that: the auxiliary steel
The interior diameter for managing (11) is equal to the overall diameter of auxiliary inner sleeve joint steel pipe (12), and the overall diameter of auxiliary steel pipe (11) is than seeping slurry steel pipe
(8) interior diameter is small.
7. wearing the tunnel support structure of existing building under according to claim 1, it is characterised in that: the circular steel
Plate (10) be divided into diameter with seep slurry the overall diameter of steel pipe (8) it is identical, be evenly arranged 10~12 bolts hole (18) around the center of circle
Two kinds of steel plates, a kind of circular steel plate (10) are located at active well (4) end, and surface is equipped with injected hole (20) and gas vent (21), wherein
Injected hole (20) shape is circle, and diameter is 0.05m~0.1m, is located at right above circular steel plate (10), injected hole (20) center of circle
With at a distance from circular steel plate (10) center of circle be 0.35m~0.45m, gas vent (21) shape be circle, diameter be 20mm~30mm,
Positioned at the surface of injected hole (20), the distance of center circle in two holes is 0.1m~0.2m；Another circular steel plate (10) is located at received well
(5) it holds, surface-closed.
8. wearing the tunnel support structure of existing building under according to claim 1, it is characterised in that: the flexible dress
It sets (3) and is divided into two classes, one type telescopic device (3) tilt angle is 50o~70o , one end is welded on extravasation steel pipe (6) end
Top, the other end and the side of angle steel (13) are weldingly connected；Another kind of telescopic device (3) tilt angle is 90o, one end is welded on
Extravasation steel pipe (6) top of distance extravasation steel pipe (6) end preset length, the other end and the bottom end of angle steel (13) are weldingly connected.
9. wearing the tunnel support structure of existing building under one kind according to claim 1, it is characterised in that: interior positive silk steel
The length and overall diameter for managing (14) and interior wire inversion steel pipe (15) are all the same, and interior diameter is identical as screw rod (16) diameter.
10. wearing the construction method of the tunnel support structure of existing building under one kind, which is characterized in that the steps include:
(1) prefabricated required component: determining to seep slurry steel pipe (8), seep and starch inner sleeve joint steel pipe (9), circle according to engineering design requirements
Steel plate (10), auxiliary steel pipe (11), auxiliary inner sleeve joint steel pipe (12), interior positive silk steel pipe (14), interior wire inversion steel pipe (15) and silk
Diameter, length, thickness and the quantity of bar (16)；The length and quantity of bolt (17) and angle steel (13)；
(2) unwrapping wire and positioning: carrying out unwrapping wire in the building two sides for being parallel to tunnel trend with measuring instrument according to design requirement,
The position of positioning carrying friction pile (1)；
(3) construction carrying friction pile (1): excavating active well (4) and received well (5) using the method for hand excavation, from centre to
Both sides, two sides are symmetrically excavated to supporting course simultaneously, the steel reinforcement cage that binding is completed are hung in hole, and casting concrete is to designing stake top
And it conserves；
(4) slurry steel pipe (8) is seeped in installation: lateral manually digging hole, each borehole length are carried out at active well (4) subterranean designation absolute altitude
When equal to seeping slurry steel pipe (8) length, next section of infiltration slurry steel pipe (8) is seeped into slurry steel by seeping slurry inner sleeve joint steel pipe (9) and leading portion
It manages (8) bolt to be connected, be pushed into hole, continue next segment length and excavate, the extravasation until digging at received well (5), to connecting into
It is cleared up inside steel pipe (6), using same connection method, the inner sealing steel pipe (7) of external coating release agent is pushed into outer
It seeps in steel pipe (6)；
(5) telescopic device (3) are installed: angle steel (13) is fixed on building bottom end, interior positive silk steel pipe (14) by expansion bolt
It is respectively welded at the side and bottom surface of angle steel (13), interior wire inversion steel pipe (15) is respectively with 50o~70oInclination angle be welded on extravasation steel
Manage (6) end top and with 90oInclination angle be welded on distance extravasation steel pipe (6) end preset length extravasation steel pipe (6) top,
By positive silk steel pipe (14) and interior wire inversion steel pipe (15) in the connection of screw rod (16) mantle fiber, rotary screw rod (16) make device come into force by
Power；
(6) slip casting and concreting: circular steel plate (10) are fixed on extravasation steel pipe (6) both ends by bolt (17), are passed through
Slip casing by pressure in injected hole (20) Xiang Lianggen steel pipe gap of circular steel plate (10) removes note after mortar meets intensity requirement
End circular steel plate (10) and inner sealing steel pipe (7) are starched, concrete is reinjected and conserves；
(7) stake beam junction is constructed: by concrete filled steel tube crossbeam (2) both ends steel pipe according to the quantity of carrying friction pile (1) reinforcing bar
Aperture is opened up with size, in carrying friction pile (1) reinforcing bar insertion concrete filled steel tube crossbeam (2), casting concrete is simultaneously conserved；
(8) it constructs next according to the step of step (2), step (3), step (4), step (5), step (6), step (7)
Protection structure is until complete all supporting constructions.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810000387.9A CN108119149B (en) | 2018-01-02 | 2018-01-02 | The tunnel support structure and construction method of existing building are worn under a kind of |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810000387.9A CN108119149B (en) | 2018-01-02 | 2018-01-02 | The tunnel support structure and construction method of existing building are worn under a kind of |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108119149A CN108119149A (en) | 2018-06-05 |
| CN108119149B true CN108119149B (en) | 2019-04-09 |
Family
ID=62232599
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810000387.9A Active CN108119149B (en) | 2018-01-02 | 2018-01-02 | The tunnel support structure and construction method of existing building are worn under a kind of |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108119149B (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109779636A (en) * | 2019-02-25 | 2019-05-21 | 中交（广州）建设有限公司 | The ruggedized construction of existing building is worn under a kind of shield tunnel |
| CN109944593B (en) * | 2019-02-25 | 2020-11-03 | 中交（广州）建设有限公司 | Reinforcing method for shield tunnel to penetrate existing building |
| CN110106910A (en) * | 2019-06-12 | 2019-08-09 | 中国电力工程顾问集团西南电力设计院有限公司 | A kind of major diameter manually digging hole steel-pipe pile for mountain area overhead transmission line |
| CN110439590A (en) * | 2019-08-06 | 2019-11-12 | 中铁十四局集团有限公司 | Method for tunnel construction |
| CN110344833A (en) * | 2019-08-16 | 2019-10-18 | 招商局重庆交通科研设计院有限公司 | Tunnel excavation support structure and method for tunnel construction |
| CN111997628B (en) * | 2020-09-10 | 2022-11-11 | 天津御加瑞机电设备有限公司 | Tunnel construction method |
| CN111997629B (en) * | 2020-09-10 | 2022-12-13 | 中铁二十一局集团轨道交通工程有限公司 | Tunnel supporting structure |
| CN113006814B (en) * | 2021-04-28 | 2021-10-15 | 西南交通大学 | Pressure reducing structure and construction method for newly-built tunnel to span existing traffic tunnel |
| CN114411761B (en) * | 2022-02-28 | 2023-09-22 | 甘肃第七建设集团股份有限公司 | Advanced pre-supporting system and method for subway tunnel to be built in new building construction |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0188282A2 (en) * | 1985-01-15 | 1986-07-23 | KELLER GRUNDBAU GmbH | Impervious sealing and production method for creating self-supporting and excavatable ground masses for the realization of subterranean constructions such as hollow structures or the like |
| CN201730334U (en) * | 2010-05-21 | 2011-02-02 | 刘玉伟 | Top-pillar retractable tie bar for early/quick-disassembling supporting systems of building formworks |
| CN102071948A (en) * | 2011-02-24 | 2011-05-25 | 湖南省交通规划勘察设计院 | Door type composite pipe roof umbrella arch structure for tunnel opening and construction method thereof |
| CN106368710A (en) * | 2015-07-24 | 2017-02-01 | 中国铁建大桥工程局集团有限公司 | Pavement protection method for super shallow-buried tunnel penetrating through existing road underneath |
| CN106640121A (en) * | 2017-01-11 | 2017-05-10 | 中铁隧道勘测设计院有限公司 | Supporting structure for six-pilot-holes large-section metro station undercrossing existing line |
| KR20170127172A (en) * | 2016-05-11 | 2017-11-21 | 강릉건설 주식회사 | Ground reinforcement method of messer shield tunnel |
-
2018
- 2018-01-02 CN CN201810000387.9A patent/CN108119149B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0188282A2 (en) * | 1985-01-15 | 1986-07-23 | KELLER GRUNDBAU GmbH | Impervious sealing and production method for creating self-supporting and excavatable ground masses for the realization of subterranean constructions such as hollow structures or the like |
| CN201730334U (en) * | 2010-05-21 | 2011-02-02 | 刘玉伟 | Top-pillar retractable tie bar for early/quick-disassembling supporting systems of building formworks |
| CN102071948A (en) * | 2011-02-24 | 2011-05-25 | 湖南省交通规划勘察设计院 | Door type composite pipe roof umbrella arch structure for tunnel opening and construction method thereof |
| CN106368710A (en) * | 2015-07-24 | 2017-02-01 | 中国铁建大桥工程局集团有限公司 | Pavement protection method for super shallow-buried tunnel penetrating through existing road underneath |
| KR20170127172A (en) * | 2016-05-11 | 2017-11-21 | 강릉건설 주식회사 | Ground reinforcement method of messer shield tunnel |
| CN106640121A (en) * | 2017-01-11 | 2017-05-10 | 中铁隧道勘测设计院有限公司 | Supporting structure for six-pilot-holes large-section metro station undercrossing existing line |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108119149A (en) | 2018-06-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108119149B (en) | The tunnel support structure and construction method of existing building are worn under a kind of | |
| CN101737063B (en) | Ground fissure tunnel asphalt concrete composite lining and supporting method thereof | |
| CN108412503B (en) | Bias shallow tunnel entrance construction safeguard structure and its construction method | |
| CN106050266A (en) | Construction method for undermining connected channel between shield sections in water-rich sand cobble stratum tunnel | |
| CN104533453A (en) | Substep dynamic coupling support method for roadway fault fracture zone | |
| CN104612696B (en) | Overpass column hole method construction method is passed through in big cross section tunneling subway station in fine sand layer | |
| CN105041333A (en) | Method for treating tunnel collapse through dugand covered method | |
| CN112031814B (en) | Cave-entering construction method for crossing shallow-layer high-load highway | |
| CN109372520A (en) | One kind passing through Debris Flow Deposition area tunnel support structure and its construction method | |
| CN109026012A (en) | Vertical shaft surrounding rock supporting structure and its excavation supporting method | |
| CN101838957B (en) | Integral type T-shaped outer cantilever roads and construction method thereof | |
| CN207453984U (en) | The constructing structure of existing buildings is worn under a kind of weak soil rich water tunnel | |
| CN113174988A (en) | Double-wall concrete open caisson structure and construction method | |
| CN104631440A (en) | Stiffening core lengthening foundation pit support structure for existing large-diameter bored concrete pile and construction method | |
| CN109853399A (en) | Big section for arch bridge tilts tunnel type skewback structure and its construction method | |
| CN208702421U (en) | The tunnel support structure of existing pile foundation building is worn under a kind of | |
| CN207609428U (en) | The ground handling well Shed-pipe Advanced Support pre-add solid system of existing object is worn under shield section | |
| CN112012762B (en) | Construction method of double-layer secondary lining multi-arch tunnel structure | |
| CN112012763B (en) | Construction method of double-layer primary support multi-arch tunnel structure | |
| CN109958461A (en) | A kind of anti-permeable structure of coal mine tomography | |
| CN214616532U (en) | Tunnel construction pilot tunnel constructional device | |
| CN112012761B (en) | Construction method of anti-disturbance double-arch tunnel structure | |
| CN213175669U (en) | Disturbance-resistant double-arch tunnel structure | |
| CN205617396U (en) | Close on existing railway line construction protection structure | |
| CN110645003B (en) | Completely weathered granite bias steep slope tunnel entry construction method |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230315 Address after: 730011 Room 901, 9th Floor, Jinhui Wealth Center, No. 388, Yantan Road, Chengguan District, Lanzhou City, Gansu Province Patentee after: Gansu Zhiguang Geological Engineering Survey and Design Co.,Ltd. Address before: 730050, No. 287 Lan Ping Road, Qilihe District, Gansu, Lanzhou Patentee before: LANZHOU University OF TECHNOLOGY |