CN108756895A - A kind of tunnel excavation support construction method - Google Patents
A kind of tunnel excavation support construction method Download PDFInfo
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- CN108756895A CN108756895A CN201810426951.3A CN201810426951A CN108756895A CN 108756895 A CN108756895 A CN 108756895A CN 201810426951 A CN201810426951 A CN 201810426951A CN 108756895 A CN108756895 A CN 108756895A
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- 238000010276 construction Methods 0.000 title claims abstract description 64
- 238000009412 basement excavation Methods 0.000 title claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 103
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 78
- 239000010959 steel Substances 0.000 claims abstract description 78
- 239000004567 concrete Substances 0.000 claims abstract description 36
- 239000000463 material Substances 0.000 claims abstract description 13
- 230000008093 supporting effect Effects 0.000 claims description 41
- 230000003014 reinforcing effect Effects 0.000 claims description 30
- 210000003205 muscle Anatomy 0.000 claims description 22
- 238000009792 diffusion process Methods 0.000 claims description 14
- 238000005096 rolling process Methods 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 12
- 230000002787 reinforcement Effects 0.000 claims description 10
- 230000010412 perfusion Effects 0.000 claims description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 4
- 239000011378 shotcrete Substances 0.000 claims description 3
- 239000011152 fibreglass Substances 0.000 claims description 2
- 229910052742 iron Inorganic materials 0.000 claims description 2
- 239000000835 fiber Substances 0.000 claims 1
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 239000011435 rock Substances 0.000 description 7
- 238000010586 diagram Methods 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 5
- 230000007812 deficiency Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011017 operating method Methods 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
Classifications
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- 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
-
- 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
-
- 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
- E21D11/102—Removable shuttering; Bearing or supporting devices 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
- E21D11/04—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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention relates to a kind of tunnel excavation support construction methods, including step：1) hole pipe roof construction；2) advance support is constructed；3) soil layer one excavates in hole；4) steel arch-shelf is laid；5) just lining anchor pole and the just construction of lining concrete layer；6) soil layer two excavates in hole；7) construction of central division wall；8) soil layer four excavates in soil layer three and hole in hole；9) hole bottom inverted arch is constructed.The beneficial effects of the invention are as follows：Invention unit spelling holder carries out pipe canopy template and sets to lay with steel arch-shelf to construct, and support construction can be substantially improved sets and dismount construction efficiency, saving engineering measure expense；Template inner support is arranged in the present invention between pipe canopy internal model and pipe canopy external mold, and wall thickness control volume is arranged in the outside of wall mould, can effectively promote filling concrete construction quality, save the dosage of material.
Description
Technical field
The present invention relates to tunnel construction method, more particularly to a kind of self is poor, tunnel width is big tunnel
Road excavation supporting construction method, belongs to field of civil engineering, is suitable for weak rocks soil layer tunnel excavation support construction work.
Background technology
During large section Modelling of Tunnel Excavation in Soft Rock, traditional excavation method be two side-wall pilot tunnel, CD methods,
CRD methods etc., for large section and the tunnel of country rock difference, two side-wall pilot tunnel, CRD methods have well adapting to property, but because facing
When support that more, site operation speed is slow, the stability of enclosed structure is often difficult to guarantee, construction cost is high.
Have a kind of weak surrounding rock large section tunnel excavation supporting structure and its operating method in the prior art, in use
Step double side wall divides six-zone digging supporting, gets out of a predicament or an embarrassing situation using seven excavation supportings of benching tunnelling method point.Before excavation, first use advanced small
Conduit carries out arch advance support and tunnel cross-section is divided into 13 progress later according to certain sequence.The excavation structure and side
For method, it can be achieved that more work surface parallel operations, work efficiency is high, but is difficult to solve the problems, such as temporary support assembling rapid construction.One kind is squeezed
Die mould weak surrounding rock large section short tunnel excavation supporting structure and construction method, structure include top supporting from top to bottom,
Middle part supporting and lower part supporting, top supporting include the supporting of left side wall base tunnel, mid-board supporting and right side wall base tunnel supporting, middle part
Step supporting during supporting includes left step supporting and is right, lower part supporting includes lower-left step supporting and bottom right step supporting.It should
The excavation work surface of method is more, it is difficult to effectively promote site operation work efficiency.
Though in conclusion existing construction achieves preferable construction effect under suitable operating mode, applied at promotion scene
Work efficiency rate saves supporting construction material utilization amount, preserves the ecological environment etc. and remains deficiency.In consideration of it, to improve tunnel excavation
The site operation quality and efficiency of supporting improve the stress performance and disassembly efficiency of supporting construction object, preserve the ecological environment, at present
Urgently invent it is a kind of can not only enhance tunnel support structure and surrounding rock stability, and tunnel temporary support structures can be promoted
Laying and excavation construction efficiency, can also improve the tunnel excavation support construction method of material recycling rate of waterused.
Invention content
The purpose of the present invention is overcoming deficiency in the prior art, provide it is a kind of can not only enhance tunnel support structure and
Surrounding rock stability, and tunnel temporary support structures laying and excavation construction efficiency can be promoted, material repetition can also be improved
The tunnel excavation support construction method of utilization rate.
This tunnel excavation support construction method, includes the following steps：
1) hole pipe roof construction：It is tested in engineering site and determines that the space of hole pipe canopy is linear, first lay unit spelling branch
Frame, unit spelling holder are connect with pipe canopy internal model by top surface supporting rod and lateral bolster strut, and in top surface supporting rod and side
Supporting rod and pipe canopy internal model joint setting pressure diffusion plate one；Template inner support, auxiliary positioning are laid in pipe canopy internal model again
Then muscle and reinforcing bar position-limiting tube are arranged pipe canopy external mold, Screw arbor with nut at both-ends are arranged between pipe canopy external mold and pipe canopy internal model；Meanwhile
External mold limit body is arranged with soil layer joint outside hole in pipe canopy external mold, and outer diagonal brace is arranged between soil layer outside external mold limit body and hole
With external support pier；Finally to concrete perfusion in the gap of pipe canopy external mold and pipe canopy internal model；
2) advance support is constructed：Advanced conduit is applied to soil layer outside the hole in one outside of soil layer in hole, and in advanced conduit
Mud jacking is carried out, advance support body is formed；
3) soil layer one excavates in hole：It is soil layer one in hole by soil layer subregion, soil layer two in hole, soil in soil layer three and hole in hole
Layer four, first excavates soil layer in hole one；
4) steel arch-shelf is laid：Soil layer one lays steel arch-shelf at once in hole after the completion of excavating, and distinguishes in the both sides of steel arch-shelf
Reinforcing layer one and reinforcing layer two are set, locking angle muscle body is arranged in steel arch-shelf corner, and steel arch-shelf lower surface connects with unit spelling holder,
And in top surface supporting rod and lateral bolster strut and steel arch-shelf joint setting pressure diffusion plate two；
5) just lining anchor pole and the just construction of lining concrete layer：From advance support external surface, soil layer sets and just serves as a contrast anchor to outside hole
Bar, while gap to steel arch-shelf and outside gunite concrete form and just serve as a contrast concrete layer；
6) soil layer two excavates in hole：After just lining concrete layer forms intensity, soil layer two in hole is excavated, and carries out just serving as a contrast anchor
Bar and the just construction of lining concrete layer；
7) construction of central division wall：Wall mould is arranged in the outside of soil layer four in soil layer three and hole in hole, and carries out filling concrete
Form mid-board；The bottom of wall mould is inserted into the template limiting slot of steelframe bottom plate, between soil layer four in soil layer in hole three and hole
It is arranged between setting wall top limit body, with steelframe pillar between setting wall thickness control volume and lateral connection muscle, with advance support body
Horizontal-associate；Arranging plate bottom anchor rib between steelframe diagonal brace, with lower part soil layer is set between steelframe bottom plate and steelframe pillar；
8) soil layer four excavates in soil layer three and hole in hole：After mid-board forms intensity, step 3)~step 6) is repeated, is completed
In hole in soil layer three and hole soil layer four excavation construction；
9) hole bottom inverted arch is constructed：The sundries at hole bottom is removed, carries out that inverted arch template is arranged at hole bottom inverted arch position, and mixed
Solidifying soil perfusion forms hole bottom inverted arch and pipeline trench；Pipeline trench mould is preset in inverted arch template；When the inverted arch steel reinforcement cage binding of hole bottom, first
It is needed that stool pier and stool top plate is arranged according to construction, and stool top attachment strap is set between adjacent stool top plate.
As preferred:The height of step 1) the template inner support is identical as hole pipe canopy thickness, is welded with pipe canopy internal model
Connection；Auxiliary positioning muscle is arc-shaped, and connection is welded to connect or pasted with reinforcing bar position-limiting tube；The external mold limit body connects with Guan Peng
Contacting surface is arc-shaped, and diagonal brace limit body is arranged in free face；External support pier cross section is rounded or rectangle, is set to external mold
The outside of limit body, using armored concrete preformed material or section steel material.
As preferred:Step 1) and step 4) the unit spelling holder are by platform top, platform column, top surface supporting rod
It is formed with lateral bolster strut, support baseboard, lateral bolster strut and platform column is set between top surface supporting rod and platform top
Between setting support rotating cut with scissors；In platform column lower part setting column bottom bearing plate；Divide on top surface supporting rod and lateral bolster strut
Regulation ring one and support regulation ring two She Zhi not supported.
As preferred:Step 4) the steel arch-shelf is arc-shaped using rolling of sectional iron, according to soil layer in soil layer in hole one, hole
It is prepared by the outer contour shape after the completion of two, soil layer four excavates in soil layer three and hole in hole；The locking angle muscle body is from steel arch-shelf bottom end
Portion is oliquely downward set, using steel pipe or section steel material；The reinforcing layer one and reinforcing layer two are fine using bar-mat reinforcement grid or steel
Tie up grid or fiberglass grid.
As preferred:Arc is made using steel plate in step 1) the pressure diffusion plate one, and pipe canopy internal model is seamless connects.
As preferred：Arc is made using steel plate in step 4) the pressure diffusion plate two, and steel arch-shelf is seamless connects.
As preferred：Step 7) the mid-board facade is in numerical value line or curved line；The wall thickness control volume uses coagulation
Soil material connects or passes through rivet interlacement with wall mould by pasting.
As preferred：Step 9) pipeline trench mould cross section is rectangular, integral prefabricated with inverted arch template；The stool top plate
It is welded to connect with stool pier, overlaps and connect with stool top attachment strap, bottom shape is identical as inverted arch template.
The beneficial effects of the invention are as follows：
(1) invention unit spelling holder carry out pipe canopy template set with steel arch-shelf lay construct, support can be substantially improved
Structure sets and dismounts construction efficiency, saves engineering measure expense.
(2) template inner support is arranged in the present invention between pipe canopy internal model and pipe canopy external mold, and wall thickness is arranged in the outside of wall mould
Control volume can effectively promote filling concrete construction quality, save the dosage of material.
(3) reinforcing layer one and reinforcing layer two is respectively set in steel arch-shelf both sides in the present invention, and different times can be substantially improved and pour
Build the globality of concrete；Locking angle muscle body is set in the corner of steel arch-shelf simultaneously, the deformation and movement of steel arch-shelf can be limited.
(4) steelframe bottom plate when construction of central division wall of the present invention, steelframe pillar, steelframe diagonal brace and horizontal-associate can be used as an entirety
It is moved, the quick laying of temporary support structure when the construction of wall mould not only may be implemented, and construction of central division wall can be improved
Quality.
Description of the drawings
Fig. 1 is construction of central division wall structure section schematic diagram of the present invention；
Fig. 2 is pipe roof construction structure section schematic diagram in hole of the present invention；
Fig. 3 is that steel arch-shelf of the present invention lays constructing structure sectional schematic diagram；
Fig. 4 is the subregion schematic diagram that the present invention excavates soil layer；
Fig. 5 is structure section schematic diagram after inverted arch template of the present invention is laid；
Fig. 6 is structure section schematic diagram after the completion of the inverted arch construction of hole bottom of the present invention；
Fig. 7 is tunnel excavation support construction process figure of the present invention.
Reference sign：The holes 1- Guan Peng；2- unit spelling holders；3- pipe canopy internal models；4- template inner supports；5- is assisted
Positioning bar；6- reinforcing bar position-limiting tubes；7- pipe canopy external molds；8- Screw arbor with nut at both-ends；9- external mold limit bodies；Soil layer outside the holes 10-；The outer diagonal braces of 11-；
12- external support piers；13- platform tops；14- platform columns；The top surfaces 15- supporting rod；16- lateral bolster struts；17- supports bottom
Plate；18- support rotatings are cut with scissors；19- pressure diffusions plate one；Soil layer one in the holes 20-；The advanced conduits of 21-；22- advance support bodies；23-
Steel arch-shelf；24- reinforcing layers one；25- reinforcing layers two；26- locking angle muscle bodies；27- pressure diffusions plate two；28- just serves as a contrast anchor pole；At the beginning of 29-
Serve as a contrast concrete layer；Soil layer two in the holes 30-；31- mid-boards；Soil layer three in the holes 32-；Soil layer four in the holes 33-；34- wall moulds；35- steel
Frame bottom plate；36- template limiting slots；37- lateral connection muscle；38- wall thickness control volumes；39- wall top limit bodies；40- steelframe pillars；
41- horizontal-associates；42- steelframe diagonal braces；43- board bottom anchor ribs；The holes 44- bottom inverted arch；45- inverted arch templates；46- pipeline trench moulds；47- pipelines
Groove；48- inverted arch steel reinforcement cages；49- stool piers；50- stool top plates；51- stools top attachment strap；52- diagonal brace limit bodies；53- columns bottom bearing plate；
54- supports regulation ring one；55- supports regulation ring two.
Specific implementation mode
The present invention is described further with reference to embodiment.The explanation of following embodiments is merely used to help understand this
Invention.It should be pointed out that for those skilled in the art, without departing from the principle of the present invention, also
Can be with several improvements and modifications are made to the present invention, these improvement and modification also fall into the protection domain of the claims in the present invention
It is interior.
The design and construction technology requirement of hole pipe canopy, filling concrete construction technical requirement, tunnel excavation construction technology
It is required that, advanced catheter design and construction technical requirement, advance support body pouring construction technology require, reinforcing layer one and reinforcing layer two
Design and construction technique require, steel arch-shelf Hoisting Construction Technology require etc., repeated no more in present embodiment, emphasis illustrate this
Invention is related to the embodiment of method.
Shown in referring to Fig.1~Fig. 6, pipe canopy external mold 7 of the present invention and pipe canopy internal model 3 are connected by Screw arbor with nut at both-ends 8 and inner support one
It connects, the setting external mold limit body 9 in the outside of pipe canopy external mold 7；Pipe canopy internal model 3 is connected with unit spelling holder 2；The bottom of wall mould 34
It is inserted into the template limiting slot 36 of steelframe bottom plate 35, lateral connection muscle 37 is set in hole between soil layer with not excavating, with advanced branch
Wall top limit body 39 is set between watch box 22, horizontal-associate 41 is set between steelframe pillar 40；Steelframe bottom plate 35 and steelframe pillar 40
Between setting steelframe diagonal brace 42, the arranging plate bottom anchor rib 43 between the soil layer of lower part；Reinforcement is respectively set in the both sides of steel arch-shelf 23
Locking angle muscle body 26 is arranged in layer 1 and reinforcing layer 2 25, corner, and lower surface is connected with unit spelling holder 2；In inverted arch template 45
Upper default pipeline trench mould 46 is arranged stool top plate 50 in the upper surface of stool pier 49, stool top attachment strap is arranged between adjacent stool top plate 50
51。
Hole pipe canopy 1 uses concrete reinforced pipe canopy, is highly 7m, width 30m.
Unit spelling holder 2 is made of platform top 13, platform column 14, top surface supporting rod 15 and lateral bolster strut 16；
The steel plate rolling that platform top 13 uses thickness to be Q235 for 1cm, strength grade forms, width 6m, length 10m；It is flat
It is 400 × 400 × 13 × 21mm, strength grade Q235, length 2m that platform column 14, which uses H profile steel, specification,.Top surface supporting rod
15 using a diameter of 300mm, and wall thickness is the steel pipe of 1mm, strength grade Q235.Lateral bolster strut 16 uses a diameter of 200mm,
Wall thickness is the steel pipe of 1mm, strength grade Q235.Support baseboard 17 is set between top surface supporting rod 15 and platform top 13,
The steel plate rolling that support baseboard 17 uses thickness to be Q235 for 2cm, strength grade forms, width 0.5m, length 0.5m.
Support rotating is set between lateral bolster strut 16 and platform column 14 and cuts with scissors 18, support rotating hinge 18 is using a diameter of 200mm's
Flexural pivot.The bearing plate 53 at 14 lower part of platform column setting column bottom, column bottom bearing plate 53 use the thickness to be for 2cm, strength grade
The steel plate rolling of Q235 forms, width 1m, length 1m.It is respectively set on top surface supporting rod 15 and lateral bolster strut 16
Support regulation ring 1 and support regulation ring 2 55.Support regulation ring 1 and support regulation ring 2 55 are respectively adopted internal diameter and are
The garter spring of 300mm and 200mm.
Pipe canopy internal model 3 and pipe canopy external mold 7 are all made of the steel plate rolling that thickness is 2mm, strength grade is Q235 and form.In pipe
Template inner support 4, auxiliary positioning muscle 5 and reinforcing bar position-limiting tube 6 are laid in canopy internal model 3.Template inner support 4 uses thickness for 1cm, by force
The steel plate rolling that degree grade is Q235 forms, and is highly width 10cm, 30cm.Auxiliary positioning muscle 5 use thickness for 2mm,
Strength grade be Q235 steel plate rolling form, width 10cm is welded to connect with reinforcing bar position-limiting tube 6, reinforcing bar position-limiting tube 6 it is straight
Diameter is 40mm.
8 a diameter of 20mm of Screw arbor with nut at both-ends, length 400mm.External mold limit body 9 uses the thickness to be for 2mm, strength grade
The steel plate rolling of Q235 forms, and height 2m, top width and bottom width are 20mm.Soil layer 10 is the loess of plastic state outside hole.
It is the steel pipe of 1mm, strength grade Q235 that outer diagonal brace 11, which uses a diameter of 200mm, wall thickness,.External support pier 12 uses H profile steel,
Specification is 200 × 200 × 8 × 12mm, strength grade Q235, length 2m.
Pressure diffusion plate 1 and pressure diffusion plate 2 27 are all made of the steel plate that thickness is 2mm, strength grade is Q235 and roll
It makes.
Soil layer 1 in hole, soil layer 2 30 in hole, soil layer 4 33 is loess in soil layer 3 32 and hole in hole, soil layer in hole
1 and hole in soil layer 3 32 height be 5m.
Advanced conduit 21 uses the steel pipe of a diameter of 42mm；Advance support body 22 uses cement mortar, and strength grade is
M20。
The specification of steel arch-shelf 23 is I 20a.
Reinforcing layer 1 and reinforcing layer 2 25 are all made of bar-mat reinforcement grid, and bar diameter is 8mm in bar-mat reinforcement.
Locking angle muscle body 26, just lining anchor pole 28, lateral connection muscle 37 and board bottom anchor rib 43 are all made of the spiral shell of a diameter of 32mm
Line reinforcing bar.
Just the strength grade of concrete of lining concrete layer 29 is C40, thickness 30cm.
The thickness of mid-board 31 is 40cm, strength grade C35.
The steel plate rolling that wall mould 34 uses thickness to be Q235 for 2mm, strength grade forms.
The steel plate rolling that steelframe bottom plate 35 uses thickness to be Q235 for 2cm, strength grade forms.
The width of template limiting slot 36 is 1cm, depth 1cm.
The height of wall thickness control volume 38 is 20cm, thickness 40cm, using concrete block.
The height of wall top limit body 39 is 40m, and using H profile steel, specification is 200 × 200 × 8 × 12mm, and strength grade is
Q235。
It is 400 × 400 × 13 × 21mm, strength grade Q235 that steelframe pillar 40, which uses H profile steel, specification,.
It is 200 × 200 × 8 × 12mm, strength grade Q235 that horizontal-associate 41, which uses H profile steel, specification,.
It is the steel pipe of 1mm, strength grade Q235 that steelframe diagonal brace 42, which uses a diameter of 200mm, wall thickness,.
Hole bottom inverted arch 44 uses Reinforced Concrete Materials, thickness 50cm, strength grade of concrete C40.
Inverted arch template 45 and pipeline trench mould 46 are all made of the steel plate rolling that thickness is 2mm, strength grade is Q235 and form.
The width of pipeline trench 47 is 20cm, is highly 20cm.
The reinforcing bar of inverted arch steel reinforcement cage 48 uses the spiral of a diameter of 32mm and 12mm.
It is 200 × 200 × 8 × 12mm, strength grade Q235 that stool pier 49, which uses H profile steel, specification, is highly 60cm.
Stool top plate 50 and stool top attachment strap 51 are all made of the steel plate rolling that thickness is 2mm, strength grade is Q235 and form.
The steel plate rolling that diagonal brace limit body 52 uses thickness to be Q235 for 2cm, strength grade forms, width 10cm, height
Degree is 10cm.
With reference to shown in Fig. 7, the tunnel excavation support construction method, including following construction procedure：
1) hole pipe canopy 1 is constructed：It is tested in engineering site and determines that the space of hole pipe canopy 1 is linear, first lay unit spelling
Holder 2, unit spelling holder 2 are connect with pipe canopy internal model 3 by top surface supporting rod 15 and lateral bolster strut 16, and are supported in top surface
Bar 15 and lateral bolster strut 16 and 3 joint of pipe canopy internal model setting pressure diffusion plate 1；Again template is laid in pipe canopy internal model 3
Then pipe canopy external mold 7 is arranged, between pipe canopy external mold 7 and pipe canopy internal model 3 in inner support 4, auxiliary positioning muscle 5 and reinforcing bar position-limiting tube 6
Screw arbor with nut at both-ends 8 is set；Meanwhile 10 joint of the soil layer setting external mold limit body 9 outside pipe canopy external mold 7 and hole, and limited in external mold
Outer diagonal brace 11 and external support pier 12 are set outside body 9 and hole between soil layer 10；Finally between pipe canopy external mold 7 and pipe canopy internal model 3
Concrete perfusion in gap；
2) advance support is constructed：Advanced conduit 21 is applied to soil layer 10 outside the hole in one 20 outside of soil layer in hole, and to advanced
Mud jacking is carried out in conduit 21, forms advance support body 22；
3) soil layer 1 excavates in hole：It is soil layer 1 in hole by soil layer subregion, soil layer 2 30 in hole, soil layer 3 32 in hole
With soil layer 4 33 in hole, first soil layer in hole 1 is excavated；
4) steel arch-shelf 23 is laid：Steel arch-shelf 23 is laid after the completion of soil layer 1 excavates in hole at once, and in steel arch-shelf 23
Reinforcing layer 1 and reinforcing layer 2 25 is respectively set in both sides, and locking angle muscle body 26, lower surface and 2 phase of unit spelling holder is arranged in corner
It connects, and in top surface supporting rod 15 and lateral bolster strut 16 and 23 joint of steel arch-shelf setting pressure diffusion plate 2 27；
5) just lining anchor pole 28 and the just construction of lining concrete layer 29：It is set from 22 appearance of advance support body towards soil layer outside hole 10
Just lining anchor pole 28, while gap to steel arch-shelf 23 and outside gunite concrete form and just serve as a contrast concrete layer 29；
6) soil layer 2 30 excavates in hole：After just lining concrete forms intensity, soil layer 2 30 in hole is excavated, and carries out just lining
Anchor pole 28 and the just construction of lining concrete layer 29；
7) mid-board 31 is constructed：In hole in soil layer 3 32 and hole soil layer 4 33 outside setting wall mould 34, and mixed
Solidifying soil perfusion forms mid-board 31；The bottom of wall mould 34 is inserted into the template limiting slot 36 of steelframe bottom plate 35, with soil layer in hole three
32 and hole in wall top is set between setting wall thickness control volume 38 and lateral connection muscle 37, with advance support body 22 between soil layer 4 33
Horizontal-associate 41 is set between limit body 39, with steelframe pillar 40；Steelframe diagonal brace 42 is set between steelframe bottom plate 35 and steelframe pillar 40,
The arranging plate bottom anchor rib 43 between the soil layer of lower part；
8) soil layer 4 33 excavates in soil layer 3 32 and hole in hole：After mid-board 31 forms intensity, step 3~step 6 is repeated,
Complete the excavation construction of soil layer 4 33 in soil layer 3 32 and hole in hole；
9) hole bottom inverted arch 44 is constructed：The sundries at hole bottom is removed, is carried out in 44 position of hole bottom inverted arch setting inverted arch template 45, and
It carries out filling concrete and forms hole bottom inverted arch 44 and pipeline trench 47；Pipeline trench mould 46 is preset in inverted arch template 45；Hole bottom inverted arch
When steel reinforcement cage 48 is bound, first needed that stool pier 49 and stool top plate 50 is arranged according to construction, and between adjacent stool top plate 50 be arranged
Stool top attachment strap 51.
Claims (8)
1. a kind of tunnel excavation support construction method, it is characterised in that including following construction procedure：
1) hole Guan Peng (1) constructs：It is tested in engineering site and determines that the space of hole Guan Peng (1) is linear, first lay unit spelling
Holder (2), unit spelling holder (2) are connect with pipe canopy internal model (3) by top surface supporting rod (15) and lateral bolster strut (16), and
Supporting rod (15) and lateral bolster strut (16) and pipe canopy internal model (3) joint setting pressure diffusion plate one (19) in top surface；Exist again
Template inner support (4), auxiliary positioning muscle (5) and reinforcing bar position-limiting tube (6) are laid in pipe canopy internal model (3), then pipe canopy external mold is set
(7), Screw arbor with nut at both-ends (8) is set between pipe canopy external mold (7) and pipe canopy internal model (3)；Meanwhile the soil outside pipe canopy external mold (7) and hole
Layer (10) joint setting external mold limit body (9), and outer diagonal brace is set outside external mold limit body (9) and hole between soil layer (10)
(11) and external support pier (12)；Finally to concrete perfusion in the gap of pipe canopy external mold (7) and pipe canopy internal model (3)；
2) advance support is constructed：Advanced conduit (21) is applied to soil layer (10) outside the hole on the outside of soil layer in hole one (20), and to super
Mud jacking is carried out in dummy pipe (21), forms advance support body (22)；
3) soil layer one (20) excavates in hole：It is soil layer one (20) in hole by soil layer subregion, soil layer two (30) in hole, soil layer three in hole
(32) soil layer four (33) and in hole, first excavates soil layer in hole one (20)；
4) steel arch-shelf (23) is laid：Steel arch-shelf (23) is laid after the completion of soil layer one (20) excavates in hole at once, and in steel arch-shelf
(23) reinforcing layer one (24) and reinforcing layer two (25) is respectively set in both sides, and locking angle muscle body (26) is arranged in steel arch-shelf (23) corner,
Steel arch-shelf (23) lower surface connects with unit spelling holder (2), and in top surface supporting rod (15) and lateral bolster strut (16) and steel
Pressure diffusion plate two (27) is arranged in arch (23) joint；
5) just lining anchor pole (28) and just lining concrete layer (29) construction：From advance support body (22) appearance towards soil layer outside hole (10)
Just lining anchor pole (28) is set, while gap to steel arch-shelf (23) and outside gunite concrete form just lining concrete layer (29)；
6) soil layer two (30) excavates in hole：After just lining concrete layer (29) forms intensity, soil layer two (30) in hole is excavated, is gone forward side by side
Row just lining anchor pole (28) and the just construction of lining concrete layer (29)；
7) mid-board (31) is constructed：In hole in soil layer three (32) and hole soil layer four (33) outside setting wall mould (34), go forward side by side
Row filling concrete forms mid-board (31)；The bottom of wall mould (34) is inserted into the template limiting slot (36) of steelframe bottom plate (35),
Wall thickness control volume (38) and lateral connection muscle (37) is set between soil layer four (33) in soil layer in hole three (32) and hole, and it is advanced
Wall top limit body (39) is set between prop (22), horizontal-associate (41) is set between steelframe pillar (40)；Steelframe bottom plate (35)
Steelframe diagonal brace (42), the arranging plate bottom anchor rib (43) between the soil layer of lower part are set between steelframe pillar (40)；
8) soil layer four (33) excavates in soil layer three (32) and hole in hole：After mid-board (31) forms intensity, step 3)~step is repeated
It is rapid 6), complete the excavation construction of soil layer four (33) in soil layer three (32) and hole in hole；
9) hole bottom inverted arch (44) is constructed：The sundries at hole bottom is removed, is carried out in hole bottom inverted arch (44) position setting inverted arch template (45),
And it carries out filling concrete and forms hole bottom inverted arch (44) and pipeline trench (47)；Pipeline trench mould is preset in inverted arch template (45)
(46)；When hole bottom inverted arch steel reinforcement cage (48) is bound, first needed that stool pier (49) and stool top plate (50) is arranged according to construction, and adjacent
Stool top plate (50) between setting stool top attachment strap (51).
2. tunnel excavation support construction method according to claim 1, it is characterised in that：Step 1) the template inner support
(4) height is identical as hole Guan Peng (1) thickness, is welded to connect with pipe canopy internal model (3)；Auxiliary positioning muscle (5) is arc-shaped, with
Reinforcing bar position-limiting tube (6) is welded to connect or pastes connection；The external mold limit body (9) is arc-shaped with pipe canopy contact surface, is facing sky
Diagonal brace limit body (52) is arranged in face；External support pier (12) cross section is rounded or rectangle, is set to external mold limit body (9)
Outside, using armored concrete preformed material or section steel material.
3. tunnel excavation support construction method according to claim 1, it is characterised in that：Step 1) and the step 4) list
First spelling holder (2) is made of platform top (13), platform column (14), top surface supporting rod (15) and lateral bolster strut (16),
Support baseboard (17), lateral bolster strut (16) and platform column are set between top surface supporting rod (15) and platform top (13)
(14) support rotating is set between and cuts with scissors (18)；In platform column (14) lower part setting column bottom bearing plate (53)；In top surface supporting rod
(15) and on lateral bolster strut (16) support regulation ring one (54) and support regulation ring two (55) is respectively set.
4. tunnel excavation support construction method according to claim 1, it is characterised in that：Step 4) the steel arch-shelf (23)
It is arc-shaped using rolling of sectional iron, according to soil layer in soil layer three (32) in soil layer two (30) in soil layer in hole one (20), hole, hole and hole
It is prepared by the outer contour shape after the completion of four (33) are excavated；The locking angle muscle body (26) is oliquely downward beaten from steel arch-shelf (23) bottom end
If using steel pipe or section steel material；The reinforcing layer one (24) and reinforcing layer two (25) use bar-mat reinforcement grid or steel fibre lattice
Grid or fiberglass grid.
5. tunnel excavation support construction method according to claim 1, it is characterised in that：Step 1) the pressure diffusion plate
Arc is made using steel plate in one (19), and pipe canopy internal model (3) is seamless connects.
6. tunnel excavation support construction method according to claim 1, it is characterised in that：Step 4) the pressure diffusion plate
Arc is made using steel plate in two (27), and steel arch-shelf (23) is seamless connects.
7. tunnel excavation support construction method according to claim 1, it is characterised in that：Step 7) the mid-board (31)
Facade is in numerical value line or curved line；The wall thickness control volume (38) uses concrete material, is connected with wall mould (34) by pasting
Or pass through rivet interlacement.
8. tunnel excavation support construction method according to claim 1, it is characterised in that：Step 9) the pipeline trench mould
(46) cross section is rectangular, integral prefabricated with inverted arch template (45)；The stool top plate (50) is welded to connect with stool pier (49), with stool
It pushes up attachment strap (51) and overlaps connection, bottom shape is identical as inverted arch template (45).
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