CN108119149A - 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
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- CN108119149A CN108119149A CN201810000387.9A CN201810000387A CN108119149A CN 108119149 A CN108119149 A CN 108119149A CN 201810000387 A CN201810000387 A CN 201810000387A CN 108119149 A CN108119149 A CN 108119149A
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- extravasation
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 303
- 239000010959 steel Substances 0.000 claims abstract description 303
- 239000002002 slurry Substances 0.000 claims abstract description 66
- 206010015866 Extravasation Diseases 0.000 claims abstract description 41
- 230000036251 extravasation Effects 0.000 claims abstract description 41
- 239000004567 concrete Substances 0.000 claims abstract description 40
- 238000000034 method Methods 0.000 claims abstract description 13
- 238000007569 slipcasting Methods 0.000 claims abstract description 12
- 239000000203 mixture Substances 0.000 claims abstract description 7
- 238000003780 insertion Methods 0.000 claims abstract description 6
- 230000037431 insertion Effects 0.000 claims abstract description 6
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 3
- 239000002689 soil Substances 0.000 claims description 21
- 238000007789 sealing Methods 0.000 claims description 13
- 238000013461 design Methods 0.000 claims description 8
- 238000005266 casting Methods 0.000 claims description 6
- 239000000835 fiber Substances 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 229920002472 Starch Polymers 0.000 claims description 4
- 235000019698 starch Nutrition 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 239000008107 starch Substances 0.000 claims 2
- 230000015572 biosynthetic process Effects 0.000 claims 1
- 238000010586 diagram Methods 0.000 description 11
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 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
- E21D11/18—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
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The tunnel support structure and construction method of existing building are worn under a kind of, belongs to Tunnel Engineering supporting field, is 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 oozed to be sequentially connected composition extravasation steel pipe out of active well and push at 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, remove 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 connected with building bottom 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 of 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 technology
The fast development of urban construction has greatly driven the construction of Urban underground Tunnel, since subterranean tunnel is at some
Bustling large size city is quite intensive, and the situation of existing building is worn under inevitably running into.Under wear existing building
During 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 undue disturbance of the soil body that will all influence the normal use of existing building, serious production safety thing is resulted even in
Therefore.At present, the method for tunnel construction for wearing existing building under existing mainly has shield method, supporting pile structure to underpin method etc., shield
Structure method can not use any auxiliary method can smoothly complete shield crossing existing building construction, but due to only according to
Tunnel deformation is controlled by the construction parameter of itself, is worn under for super high rise building, 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, there is an urgent need for seek a kind of tunnel support knot easy for construction, supporting stability is big, construction area space is small
Structure, makes that it is suitable for environment is complicated, city tunnel support engineering of limited space.
The content of the invention
The object of the present invention is to provide the tunnel support structures and construction method that existing building is worn under a kind of.
The present invention be it is a kind of under wear the tunnel support structure and construction method of existing building, 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 oozing slurry steel pipe 8, oozing slurry inner sleeve joint steel pipe 9, circular steel plate 10, auxiliary steel pipe 11, auxiliary
Inner sleeve joint steel pipe 12 and bolt 17 is helped to form；9 both ends strap bolt hole 18 of slurry inner sleeve joint steel pipe is oozed, will be hung in by bolt 17
Oozing slurry inner sleeve joint steel pipe 9 and oozing slurry steel pipe 8 in active well 4 is sequentially connected composition extravasation steel pipe 6 and pushes to received well 5
Interior, auxiliary steel pipe 11 is connected with auxiliary 12 bolt of inner sleeve joint steel pipe, forms inner sealing steel pipe 7 in push-in extravasation steel pipe 6 successively,
Circular steel plate 10 is fixed on 6 both ends of extravasation 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 after mortar meets intensity requirement, is removed slip casting end circular steel plate 10 and inner sealing steel pipe 7, is reinjected mixed
Solidifying soil forms 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
Into 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
Connection；Telescopic device 3 is connected with 13 one end of angle steel with building bottom by expansion bolt, and the other end is welded on extravasation steel pipe 6
On, it will carry in the aperture that 1 top reserved steel bar insertion concrete filled steel tube crossbeam of friction pile, 2 both ends open up and anchor, to anchoring
Point pours to form tunnel support structure.
The construction method of the tunnel support structure of existing building is worn under the present invention, step is：
（1）Component needed for prefabricated：According to engineering design requirements, determine to ooze slurry steel pipe 8, ooze slurry inner sleeve joint steel pipe 9, circular steel plate
10th, diameter, the length of steel pipe 11, auxiliary inner sleeve joint steel pipe 12, interior positive silk steel pipe 14, interior wire inversion steel pipe 15 and screw 16 are aided in
Degree, thickness and quantity；The length and quantity of bolt 17 and angle steel 13；
（2）Unwrapping wire and positioning：Unwrapping wire is carried out in the building both sides moved towards parallel to tunnel with measuring instrument according to design requirement,
The position of positioning carrying friction pile 1；
（3）Construction carrying friction pile 1：Active well 4 and received well 5 are excavated using the method for hand excavation, from centre to both sides, two
Side is symmetrically excavated to supporting course simultaneously, and the steel reinforcement cage for binding completion is hung in hole, and casting concrete to design stake top simultaneously conserves；
（4）Slurry steel pipe 8 is oozed in installation：Horizontal manually digging hole is carried out at 4 subterranean designation absolute altitude of active well, each borehole length is equal to
When oozing slurry 8 length of steel pipe, ooze slurry steel pipe 8 by next section and ooze slurry 8 bolt phase of steel pipe by oozing slurry inner sleeve joint steel pipe 9 and leading portion
Even, it is pushed into hole, continues next segment length and excavate, until digging to received well 5, to inside 6 crossbeam of extravasation steel pipe that connects into
It is cleared up, using same connection method, the inner sealing steel pipe 7 of external coating releasing agent is pushed into extravasation steel pipe 6；
（5）Telescopic device 3 is installed：Angle steel 13 is fixed on building bottom by expansion bolt, interior positive silk steel pipe 14 welds respectively
The side and bottom surface of angle steel 13 are connected on, interior wire inversion steel pipe 15 is respectively with 50o~70oInclination angle be welded on extravasation steel pipe 6 end top
With with 90oInclination angle be welded on distance extravasation 6 end preset length of steel pipe 6 top of extravasation steel pipe, pass through 16 mantle fiber of screw connect
Connect interior positive silk steel pipe 14 and interior wire inversion steel pipe 15, rotary screw rod 16 makes device come into force stress；
（6）Slip casting and concreting：Circular steel plate 10 is fixed on 6 both ends of extravasation steel pipe by bolt 17, passes through circular steel
The slip casing by pressure into two steel pipe gaps of the injected hole 20 of plate 10 after mortar meets intensity requirement, removes slip casting end circular steel
Plate 10 and inner sealing steel pipe 7, reinject concrete and conserve；
（7）The junction construction of stake beam：By 2 both ends steel pipe of concrete filled steel tube crossbeam according to the quantity and ruler of carrying 1 reinforcing bar of friction pile
Very little to open up aperture, in 1 reinforcing bar of carrying friction pile insertion concrete filled steel tube crossbeam 2, casting concrete simultaneously conserves；
（8）According to step（2）, step（3）, step（4）, step（5）, step（6）The step of next supporting construction of constructing it is straight
The supporting construction all to completion.
The beneficial effects of the invention are as follows：The tunnel support structure and construction method of existing building are worn under the present invention, it is main
It has the advantage that：（1）It is anti-that the load of upper building can be efficiently transferred to using collar roof formula supporting construction by carrying
In sliding pile, reduce the upper load that tunnel top is born, improve stability, the security in tunnel；（2）Construction carrying friction pile
When, using the symmetrical manually digging hole in both sides, reduce 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 above and below crossbeam soil capability in sphere of action using slurry steel pipe slip casing by pressure is oozed, enhance the globality of the soil body,
Steel pipe crossbeam is segmented propelling construction, can effectively prevent hole wall collapse, enhances the firm effect of surrounding soil, is accounted for when reducing construction
Work area, auxiliary steel pipe can be reused, economized on resources.
Description of the drawings
Fig. 1 is the elevation for the tunnel support structure that existing building is worn under the present invention；Fig. 2 is extravasation 6 schematic diagram of steel pipe；
Fig. 3 starches 9 connection diagram of inner sleeve joint steel pipe to ooze slurry steel pipe 8 and oozing；Fig. 4 starches 8 schematic diagram of steel pipe to ooze；Fig. 5 is to ooze 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 illustrates for received well end circular steel plate 10
Figure；Fig. 8 is 7 schematic diagram of inner sealing steel pipe；Fig. 9 is connection diagram of the auxiliary steel pipe 11 with aiding in inner sleeve joint steel pipe 12；Figure
10 be auxiliary 11 schematic diagram of steel pipe；Figure 11 is 12 schematic diagram of auxiliary inner sleeve joint steel pipe；Figure 12 is 17 schematic diagram of bolt；Figure 13 is
3 schematic diagram of telescopic device.Reference numeral and correspondence are entitled：Carry 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, ooze slurry steel pipe 8, ooze 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 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 the present invention's
Protection domain.
As shown in figs. 1-13, the present invention be it is a kind of under wear the tunnel support structure and construction method of existing building, 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 oozing slurry steel pipe 8, oozing 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, oozes 9 both ends strap bolt hole 18 of slurry inner sleeve joint steel pipe, will be hung in by bolt 17 in active well 4 and ooze slurry
Inner sleeve joint steel pipe 9 and ooze 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
12 bolt of inner sleeve joint steel pipe is helped to be connected, forms inner sealing steel pipe 7 in push-in extravasation steel pipe 6 successively, circular steel plate 10 passes through spiral shell
Bolt 17 is fixed on 6 both ends of extravasation steel pipe, by the slip casing by pressure into two steel pipe gaps of injected hole 20 of circular steel plate 10, treats 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 forms 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 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；Telescopic device 3 is with angle
13 one end of steel is connected with building bottom 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 reserved steel bar insertion concrete filled steel tube crossbeam 2 both ends in portion's open up and anchors, anchor point is poured to form tunnel support
Structure.
As shown in Figure 1, 2, laterally long 1m~2m, concrete filled steel tube are horizontal than existing building 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 with oozing slurry 8 length of steel pipe, is opened by the way of manually digging hole of job-hoping
It digs.
As shown in Figure 2,3, 4, it is 2.5m~4m to ooze 8 length of slurry steel pipe, and interior diameter is 0.9m~1.2m, thickness of pipe 100mm
~120mm is oozed in slurry steel pipe 8 every 1m~1.5m 5~8 triangular support brackets evenly distributed in the circumferential direction, oozed outside slurry steel pipe 8
Every 250mm~300mm 10~12 slurry outlets 19 evenly distributed in the circumferential direction, ooze the bolt hole 18 at 8 both ends of slurry steel pipe with
The bolt hole 18 for oozing slurry inner sleeve joint steel pipe 9 is corresponding.
As shown in Fig. 3,5, ooze 9 overall diameter of slurry inner sleeve joint steel pipe and be equal to the interior diameter for oozing slurry steel pipe 8, ooze 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 aided in be equal to the overall diameter of auxiliary inner sleeve joint steel pipe 12, auxiliary
The overall diameter of steel pipe 11 is smaller 0.2m~0.4m than the interior diameter for oozing slurry steel pipe 8.
As shown in Fig. 2,6,7, circular steel plate 10 divide for diameter with ooze slurry steel pipe 8 overall diameter it is identical, thickness of slab for 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 circular, a diameter of 0.05m~0.1m, positioned at circle
Directly over steel plate 10,20 center of circle of injected hole and the distance in 10 center of circle of circular steel plate are 0.35m~0.45m, and 21 shape of gas vent is
Circle, a diameter of 20mm~30mm, positioned at the surface of injected hole 20, the distance of center circle of holes is 0.1m~0.2m, and another kind is round
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 angle of inclination of one type telescopic device is 50o~70o , one
End is welded on 6 end top of extravasation 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
It spends for 90o, one end is welded on 6 top of extravasation steel pipe of 6 end 0.5m~1m of distance extravasation 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 with 16 diameter of screw.
As shown in figs. 1-13, the construction method of the tunnel support structure of existing building is worn under, step is：
（1）Component needed for prefabricated：According to engineering design requirements, determine to ooze slurry steel pipe 8, ooze slurry inner sleeve joint steel pipe 9, circular steel plate
10th, diameter, the length of steel pipe 11, auxiliary inner sleeve joint steel pipe 12, interior positive silk steel pipe 14, interior wire inversion steel pipe 15 and screw 16 are aided in
Degree, thickness and quantity；The length and quantity of bolt 17 and angle steel 13；
（2）Unwrapping wire and positioning：Unwrapping wire is carried out in the building both sides moved towards parallel to tunnel with measuring instrument according to design requirement,
The position of positioning carrying friction pile 1；
（3）Construction carrying friction pile 1：Active well 4 and received well 5 are excavated using the method for hand excavation, from centre to both sides, two
Side is symmetrically excavated to supporting course simultaneously, and the steel reinforcement cage for binding completion is hung in hole, and casting concrete to design stake top simultaneously conserves；
（4）Slurry steel pipe 8 is oozed in installation：Horizontal manually digging hole is carried out at 4 subterranean designation absolute altitude of active well, each borehole length is equal to
When oozing slurry 8 length of steel pipe, ooze slurry steel pipe 8 by next section and ooze slurry 8 bolt phase of steel pipe by oozing slurry inner sleeve joint steel pipe 9 and leading portion
Even, it is pushed into hole, continues next segment length and excavate, until digging to received well 5, to inside 6 crossbeam of extravasation steel pipe that connects into
It is cleared up, using same connection method, the inner sealing steel pipe 7 of external coating releasing agent is pushed into extravasation steel pipe 6；
（5）Telescopic device 3 is installed：Angle steel 13 is fixed on building bottom by expansion bolt, interior positive silk steel pipe 14 welds respectively
The side and bottom surface of angle steel 13 are connected on, interior wire inversion steel pipe 15 is respectively with 50o~70oInclination angle be welded on extravasation steel pipe 6 end top
With with 90oInclination angle be welded on 6 top of extravasation steel pipe of distance extravasation steel pipe 6 end 0.5m~1m, pass through 16 mantle fiber of screw and connect
Connect interior positive silk steel pipe 14 and interior wire inversion steel pipe 15, rotary screw rod 16 makes device come into force stress；
（6）Slip casting and concreting：Circular steel plate 10 is fixed on 6 both ends of extravasation steel pipe by bolt 17, passes through circular steel
The slip casing by pressure into two steel pipe gaps of the injected hole 20 of plate 10 after mortar meets intensity requirement, removes slip casting end circular steel
Plate 10 and inner sealing steel pipe 7, reinject concrete and conserve；
（7）The junction construction of stake beam：By 2 both ends steel pipe of concrete filled steel tube crossbeam according to the quantity and ruler of carrying 1 reinforcing bar of friction pile
Very little to open up aperture, in 1 reinforcing bar of carrying friction pile insertion concrete filled steel tube crossbeam 2, casting concrete simultaneously conserves；
（8）According to step（2）, step（3）, step（4）, step（5）, step（6）The step of next supporting construction of constructing it is straight
The supporting construction all to completion.
The present invention its working mechanism be mainly：（1）Shift tunnel upper building load：It constructs under existing building tunnel
Road, tunnel top bear larger load, and the stability for causing tunnel is poor, and supporting is difficult, and the present invention is by building bottom shelf
If telescopic device, most of load of building is made to pass to the carrying friction pile of tunnel both 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, so as to eliminate building load to tunnel
The influence of supporting.（2）Carry the shearing resistance effect of friction pile：Friction pile is carried while upper load is born, also resists tunnel
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）It is compacted to change
Kind tunnel top soil mass property enhances the stability of the soil body：By using slurry steel pipe crossbeam is oozed, mortar pressure is injected into the soil body
It is interior, enhance the cohesive force between the soil body, the tunnel top soil body is made to link into an integrated entity, improves soil body globality, so as 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. the tunnel support structure of existing building is worn under a kind of, including carrying friction pile（1）, concrete filled steel tube crossbeam（2）With
Telescopic device（3）, it is characterised in that：Carry friction pile（1）For deposited reinforced concrete pile；Concrete filled steel tube crossbeam（2）By oozing
Starch steel pipe（8）, ooze slurry inner sleeve joint steel pipe（9）, circular steel plate（10）, auxiliary steel pipe（11）, auxiliary inner sleeve joint steel pipe（12）
And bolt（17）Composition；Ooze slurry inner sleeve joint steel pipe（9）Both ends strap bolt hole（18）, pass through bolt（17）Active well will be hung in
（4）Interior oozes slurry inner sleeve joint steel pipe（9）With oozing slurry steel pipe（8）It is sequentially connected composition extravasation steel pipe（6）And push to received well
（5）It is interior, aid in steel pipe（11）With aiding in inner sleeve joint steel pipe（12）Bolt is connected, successively push-in extravasation steel pipe（6）In interior formation
Close steel pipe（7）, circular steel plate（10）Pass through bolt（17）It is fixed on extravasation steel pipe（6）Both ends pass through circular steel plate（10）'s
Injected hole（20）The slip casing by pressure into two steel pipe gaps after mortar meets intensity requirement, removes slip casting end circular steel plate
（10）With inner sealing steel pipe（7）, reinject concrete and form 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（16）It forms, angle steel（13）With interior positive silk steel pipe（14）It welds one end
It is connected, interior positive silk steel pipe（14）With interior wire inversion steel pipe（15）Pass through screw（16）Mantle fiber connects；Telescopic device（3）Band angle steel（13）
One end is connected with building bottom by expansion bolt, and the other end is welded on extravasation steel pipe（6）On, friction pile will be carried（1）Top
Portion's reserved steel bar insertion concrete filled steel tube crossbeam（2）It in the aperture that both ends open up and anchors, anchor point is poured to form tunnel branch
Protection structure.
2. the tunnel support structure of existing building is worn under according to claim 1, it is characterised in that：The steel pipe mixes
Solidifying soil crossbeam（2）Length is laterally longer than existing building, concrete filled steel tube crossbeam（2）Slip casting pressure for 0.5MPa~
0.8MPa。
3. the tunnel support structure of existing building is worn under according to claim 1, it is characterised in that：The active well
（4）Width is with oozing slurry steel pipe（8）Length is identical, is excavated by the way of manually digging hole of job-hoping.
4. the tunnel support structure of existing building is worn under according to claim 1, it is characterised in that：Described oozes slurry steel
Pipe（8）It is interior every preset length 5~8 triangular support brackets evenly distributed in the circumferential direction, ooze slurry steel pipe（8）Outside every default length
Spend 10~12 slurry outlets evenly distributed in the circumferential direction（19）, ooze slurry steel pipe（8）The bolt hole at both ends（18）With oozing slurry inner sleeve
Joint steel pipe（9）Bolt hole（18）It is corresponding.
5. the tunnel support structure of existing building is worn under according to claim 1, it is characterised in that：Described oozes in slurry
Cover joint steel pipe（9）Overall diameter, which is equal to, oozes slurry steel pipe（8）Interior diameter.
6. the tunnel support structure of existing building is worn under according to claim 1, it is characterised in that：The auxiliary steel
Pipe（11）Interior diameter be equal to auxiliary inner sleeve joint steel pipe（12）Overall diameter, aid in steel pipe（11）Overall diameter ratio ooze slurry steel pipe
（8）Interior diameter it is small.
7. the tunnel support structure of existing building is worn under according to claim 1, it is characterised in that：The circular steel
Plate（10）It is divided into diameter and oozes slurry steel pipe（8）Overall diameter it is identical, be evenly arranged 10~12 bolts hole around the center of circle（18）'s
Two kinds of steel plates, a kind of circular steel plate（10）Positioned at active well（4）End, surface are equipped with injected hole（20）And gas vent（21）, wherein
Injected hole（20）Shape is circular, a diameter of 0.05m~0.1m, positioned at circular steel plate（10）Surface, injected hole（20）The center of circle
With circular steel plate（10）The distance in the center of circle be 0.35m~0.45m, gas vent（21）Shape is circular, a diameter of 20mm~30mm,
Positioned at injected hole（20）Surface, the distance of center circle of holes is 0.1m~0.2m；Another circular steel plate（10）Positioned at received well
（5）End, surface-closed.
8. the tunnel support structure of existing building is worn under according to claim 1, it is characterised in that：The flexible dress
It puts（3）It is divided into two classes, one type telescopic device（3）Angle of inclination is 50o~70o , one end is welded on extravasation steel pipe（6）End
Top, the other end and angle steel（13）Side be weldingly connected；Another kind of telescopic device（3）Angle of inclination is 90o, one end is welded on
Distance extravasation steel pipe（6）The extravasation steel pipe of end preset length（6）Top, the other end and angle steel（13）Bottom be weldingly connected.
9. it is according to claim 1 it is a kind of under wear the tunnel support structure of existing building, it is characterised in that：Interior positive silk steel
Pipe（14）With interior wire inversion steel pipe（15）Length and overall diameter all same, interior diameter and screw（16）Diameter is identical.
10. the construction method of the tunnel support structure of existing building is worn under a kind of, which is characterized in that its step is：
（1）Component needed for prefabricated：According to engineering design requirements, determine to ooze slurry steel pipe（8）, ooze slurry inner sleeve joint steel pipe（9）, it is circular
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
Bar（16）Diameter, length, thickness and quantity；Bolt（17）And angle steel（13）Length and quantity；
（2）Unwrapping wire and positioning：Unwrapping wire is carried out in the building both sides moved towards parallel to tunnel with measuring instrument according to design requirement,
Positioning carrying friction pile（1）Position；
（3）Construction carrying friction pile（1）：Active well is excavated using the method for hand excavation（4）And received well（5）, from centre to
Both sides, both sides are symmetrically excavated to supporting course simultaneously, will bind the steel reinforcement cage completed and hang in hole, casting concrete is to designing stake top
And it conserves；
（4）Slurry steel pipe is oozed in installation（8）：In active well（4）Horizontal manually digging hole, each borehole length are carried out at subterranean designation absolute altitude
Equal to oozing slurry steel pipe（8）During length, slurry steel pipe is oozed by next section（8）By oozing slurry inner sleeve joint steel pipe（9）Slurry steel is oozed with leading portion
Pipe（8）Bolt is connected, and is pushed into hole, continues next segment length and excavates, until digging to received well（5）Place, the extravasation to connecting into
Steel pipe（6）Inside is cleared up, using same connection method, by the inner sealing steel pipe of external coating releasing agent（7）Push-in is outer
Ooze steel pipe（6）It is interior；
（5）Telescopic device is installed（3）：By angle steel（13）Building bottom, interior positive silk steel pipe are fixed on by expansion bolt（14）
It is respectively welded at angle steel（13）Side and bottom surface, interior wire inversion steel pipe（15）Respectively with 50o~70oInclination angle be welded on extravasation steel
Pipe（6）End top and with 90oInclination angle be welded on distance extravasation steel pipe（6）The extravasation steel pipe of end preset length（6）Top,
Pass through screw（16）Positive silk steel pipe in mantle fiber connection（14）With interior wire inversion steel pipe（15）, rotary screw rod（16）Make device come into force by
Power；
（6）Slip casting and concreting：By circular steel plate（10）Pass through bolt（17）It is fixed on extravasation steel pipe（6）Both ends pass through
Circular steel plate（10）Injected hole（20）The slip casing by pressure into two steel pipe gaps after mortar meets intensity requirement, removes note
Starch end circular steel plate（10）With inner sealing steel pipe（7）, reinject concrete and conserve；
（7）The junction construction of stake beam：By concrete filled steel tube crossbeam（2）Both ends steel pipe is according to carrying friction pile（1）The quantity of reinforcing bar
Aperture is opened up with size, carrying friction pile（1）Reinforcing bar is inserted into concrete filled steel tube crossbeam（2）Interior, casting concrete simultaneously conserves；
（8）According to step（2）, step（3）, step（4）, step（5）, step（6）The step of next supporting construction of constructing it is straight
The supporting construction all to completion.
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| 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 |
| CN109944593A (en) * | 2019-02-25 | 2019-06-28 | 中交（广州）建设有限公司 | The reinforcement means of existing building is worn under a kind of shield tunnel |
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| 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 |
| CN109944593A (en) * | 2019-02-25 | 2019-06-28 | 中交（广州）建设有限公司 | The reinforcement means of existing building is worn under a kind of shield tunnel |
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| CN109779636B (en) * | 2019-02-25 | 2024-06-07 | 中交（广州）建设有限公司 | Reinforcing structure for shield tunnel to penetrate through 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 |
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| 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 |
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