CN105909281A - Large-section tunnel arch wall lining reinforcement reinforcing structure - Google Patents
Large-section tunnel arch wall lining reinforcement reinforcing structure Download PDFInfo
- Publication number
- CN105909281A CN105909281A CN201610415151.2A CN201610415151A CN105909281A CN 105909281 A CN105909281 A CN 105909281A CN 201610415151 A CN201610415151 A CN 201610415151A CN 105909281 A CN105909281 A CN 105909281A
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- lining cutting
- steel
- muscle
- outer layer
- internal layer
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 54
- 230000002787 reinforcement Effects 0.000 title claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 79
- 239000010959 steel Substances 0.000 claims abstract description 79
- 210000003205 muscle Anatomy 0.000 claims description 58
- 238000005728 strengthening Methods 0.000 abstract 1
- 238000000034 method Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 6
- 238000010276 construction Methods 0.000 description 3
- 238000011900 installation process Methods 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000004069 differentiation Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/183—Supporting means for arch members, not provided for in E21D11/22
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a large-section tunnel arch wall lining reinforcement reinforcing structure. Foot connecting pieces (9) are embedded into the two sides of inverted arch concrete (11), and meanwhile high-strength bolts (13) and foot connecting plates (10) are embedded into the inverted arch concrete (11) together. An I-shaped steel framework (3) is assembled section by section through steel frame connecting plates (4), the high-strength bolts (13) and high-strength nuts (14) and is effectively connected with the foot connecting pieces (9) to form a whole. A longitudinal phi42 steel pipe (5) is welded to the outer arc side of the I-shaped steel framework (3), the longitudinal phi42 steel pipe (5) and the I-shaped steel framework (3) form a whole, and a large framework is formed; meanwhile, stress achieves an overall jacking, dragging and reinforcing function on lining outer reinforcement, an overall hoisting, hanging and pulling function is achieved on lining inner reinforcement through the connecting function of phi16 hook ribs (6), and a reinforcing and strengthening function is further achieved by the I-shaped steel framework (3) in lining concrete.
Description
Technical field
The present invention relates to a kind of large cross-section tunnel arch wall lining cutting steel reinforcing structure.
Background technology
Along with the fast development of railway, highway, underground engineering etc., meanwhile the occurring in both at home and abroad of large section tunnel
Also get more and more.It is found that in recent years large section tunnel construction engineering in, in order to ensure that large section lining cutting is tied
The safety and stability of structure, lining cutting reinforcing bar is typically chosen the biggest, and the gap ratio of lining cutting reinforcing bar is closeer.General lining cutting
Chassis a length of 9.2m, 10.2m, 12.2m(0.2m are soft lap segment), but be used in the tunnel of large section, the most then select
9.2m or 10.2m.With excavated section as 363.5m3, span 26.48m height 13.43m(from fill face to spring of arch), lining cutting
Main muscle φ 25 spacing is 15cm, and as a example by distributing reinforcement φ 16 spacing 25cm, every linear meter(lin.m.) reinforcing bar weight is up to 5.478t, lining trolley with
9.2m(0.2m is soft lap segment) consider, one group of lining cutting reinforcing bar just weighs 5.478 × 9=49.3t, adds general large section
It is relatively big that tunnel-liner is designed as " flat " i.e. span, and the most relatively low, therefore arch load is the most big, at lining cutting reinforcing bar
After colligation completes, two kinds of problems easily occur:
1. after removing reinforcing bar binding chassis dismounting reinforcing bar support point, owing to the deadweight of Arch lining reinforcing bar is excessive, it is understood that there may be arch
Collapse after reinforcing bar deformation, unnecessary potential safety hazard, waste of material, the expense such as do over again can be caused；
2. after evading the first probability, it can be seen that owing to reinforcing bar deadweight in arch is excessive, serve as a contrast during lining trolley is in place
Build reinforcing bar and can there is significantly sinkage, be likely to result in the unprotected layer of reinforcing bar (leakage muscle phenomenon), even sink due to reinforcing bar
Lining trolley cannot be increased to design section, causes hidden danger of quality.
Comprehensive case above, its essence is that the deadweight of lining cutting reinforcing bar is excessive, adds that large section is designed as " flat " i.e.
Span is relatively big, the most relatively low, the force structure that therefore arch reinforcing bar is unique, adds that reinforcing bar load is relatively big, is likely to result in
Arch reinforcing bar collapses, thickness of protection tier inadequate, leakage muscle, even lining trolley cannot be increased to the situations such as design section.For
Prevent the appearance of the problems referred to above, key challenge is how to solve lining cutting steel reinforcing and location, be just not result in that reinforcing bar is because of oneself
Great and significantly sink.Conventional thinking is to install associated components on a just concrete surface, lining cutting reinforcing bar can be played hang, hang,
The effect drawn, but owing to splash guard separates just propping up concrete with lining cutting reinforcing bar, certainly will be by splash guard if installing hanging component
Destroy (so also forbidding) simultaneously, and cause the inefficacy of whole waterproof system.
Summary of the invention
The technical problem to be solved in the present invention is: provide a kind of large cross-section tunnel arch wall lining cutting steel reinforcing structure, with gram
Taking Ultra-Long Spans bore tunnel, owing to Arch lining reinforcing bar load is excessive, the arch reinforcing bar being likely to result in collapses, cover to reinforcement
Thickness low LCL, leakage muscle, even lining trolley cannot be increased to the deficiencies such as design section.
The present invention is by the following technical solutions: on inverted arch concrete both sides pre-buried lower margin connector, I-steel skeleton and ground
Foot connector connects and becomes an entirety；The φ 25 lining cutting main muscle of reinforcing bar outer layer and φ 16 outer layer distributing reinforcement colligation, φ 25 lining cutting
The main muscle of internal layer and φ 16 internal layer distributing reinforcement colligation, φ 16 hooks muscle and is connected to the φ 25 lining cutting main muscle of reinforcing bar outer layer, the distribution of φ 16 outer layer
Between muscle and the main muscle of φ 25 lining cutting internal layer, φ 16 internal layer distributing reinforcement and muscle main with ectonexine and distributing reinforcement colligation；At I-shaped reinforcing bar
Frame outer arc side longitudinal measure steel pipe, steel pipe forms an entirety with I-steel skeleton.I-steel skeleton passes through steelframe connecting plate, height
Strength bolt and high-strength nut are the most assembled.Four high-strength bolts are from bottom to top through bolt hole pre-buried together with lower margin connector
In inverted arch concrete both sides.Steel pipe and I-steel skeleton are effectively formed an entirety, together lining cutting outer reinforcement are played one
Top, the effect held in the palm and reinforce.Hooked the interconnection function of muscle by φ 16, make I-steel skeleton and longitudinal steel pipe to whole outer layer lining cutting
The effect that reinforcing bar plays a top, drags and reinforce, plays, to internal layer reinforcing bar, the effect that an entirety is hung, hung, draws simultaneously, and interior
Outer reinforcement, longitudinal steel pipe, I-steel skeleton effectively become one.I-steel skeleton also serves reinforcement reinforcement to liner structure
Effect.
The transmission process of I-steel skeletal support power is: first, I-steel skeleton withstands steel pipe；Second, outside steel pipe withstands
The main muscle of layer；3rd, the main top rib of outer layer lives φ 16 outer layer distributing reinforcement, and now the main muscle of outer layer and φ 16 outer layer distributing reinforcement are not sinking；
4th, the main muscle of outer layer and φ 16 outer layer distributing reinforcement, hook muscle by φ 16 and hold the main muscle of internal layer and φ 16 internal layer distributing reinforcement, make arch
The main muscle of internal layer and φ 16 internal layer distributing reinforcement do not sink.This addresses the problem, at Ultra-Long Spans bore tunnel, due to Arch lining
Reinforcing bar load is excessive, and the arch reinforcing bar being likely to result in collapses, thickness of protection tier inadequate, leakage muscle, even lining trolley cannot
It is increased to the not enough problems such as design section.
Accompanying drawing explanation
Fig. 1 is the loopful sectional drawing of the present invention；
Fig. 2 is that the inverted arch of the present invention is connected detail drawing with abutment wall；
Fig. 3 is the arch section detail drawing of the present invention；
Fig. 4 is the arch longitdinal cross-section diagram of the present invention；
Fig. 5 is the connecting plate detail drawing of the present invention；
Fig. 6 is the lower margin connector detail drawing of the present invention；
Fig. 7 is the I-I profile of the present invention.
Detailed description of the invention
Embodiments of the invention: at inverted arch concrete 11 both sides pre-buried lower margin connector 9, I-steel skeleton 3 is with lower margin even
Lower margin connecting plate 10 on fitting 9, by high-strength bolt 13, high-strength nut 14 is fastenedly connected and is integrally forming；φ 25 lining cutting steel
The main muscle of muscle outer layer 2 and φ 16 outer layer distributing reinforcement 8 colligation, the main muscle of φ 25 lining cutting internal layer 7 and φ 16 internal layer distributing reinforcement 17 colligation, φ 16
Hook muscle 6 and be connected to the φ 25 lining cutting main muscle of reinforcing bar outer layer 2, φ 16 outer layer distributing reinforcement 8 and the φ 25 main muscle of lining cutting internal layer 7, φ 16 internal layer
Two ends colligation between distributing reinforcement 17；In I-steel skeleton 3 outer arc side longitudinal measure steel pipe 5, steel pipe 5 and I-steel skeleton 3 shape
Become an entirety.I-steel skeleton 3 is the most assembled by steelframe connecting plate 4, high-strength bolt 13 and high-strength nut 14.Four high-strength
Bolt 13, from bottom to top through bolt hole 15, and is embedded in inverted arch concrete 11 both sides together with lower margin connector 9.
The end face of lower margin connecting plate 10 is concordant with inverted arch concrete 11, four high-strength bolts 13, should not be by inverted arch coagulation
Soil 11 pollutes.
Steel pipe 5 uses φ 42mm.
Steelframe connecting plate 4 and I-steel skeleton 3 are welded into one by the steel angle stiffening rib 16.
Four bolts hole 15 it are reserved with on steelframe connecting plate 4.
Often the two ends of joint I-steel skeleton 3 are respectively provided with steelframe connecting plate 4.
The installation process of the present invention:
Step one course of processing: calculate the gross weight of one group of lining cutting reinforcing bar in advance, calculates according to gross weight inspection and needs selection how large-scale
Number I-steel.Inner in processing factory (field), process I-steel skeleton 3 according to the design profile line of lining cutting reinforcing bar outer arc.For side
Just site operation and assembly, I-steel skeleton is made up of some joints, and often joint two ends are respectively provided with the junction steel plate with bolt hole 15
4, junction steel plate 4 is welded into one, being connected by between each joint skeleton by the steel angle stiffening rib 16 and I-steel skeleton 3
High-strength bolt 13, high-strength nut 14 is fastenedly connected.
The pre-buried process of step 2 lower margin connector: after tunnel arch wall excavation supporting completes, enters inverted arch concrete 11
Construction, should shift to an earlier date pre-buried lower margin connector 9, and longitudinal pitch is typically pressed 3m and controlled, should be by measuring the good absolute altitude of point position control time pre-buried
And plan-position.
Step 3 splash guard hangs process: complete after inverted arch concrete 11 fill concrete 12 pours, concrete to be filled
After reaching some strength, splash guard in place hangs chassis (this chassis shares) with reinforcing bar binding chassis, completes hanging of splash guard 1
Construction.
Step 4 colligation outer layer lining cutting reinforcing bar process: after splash guard 1 has hung, survey crew uses total powerstation accurate
Release the main muscle of internal layer 7 and the position of the main muscle of outer layer 2.Start the colligation main muscle of lining cutting outer layer 2, outer layer distribution bar 8.
Step 5 I-steel skeleton installation process: the main muscle of lining cutting outer layer 2, after outer layer distribution bar 8 completes colligation.By work
After word steel skeleton 3 is transported to job site, cleaning lower margin connecting plate 10 and high-strength bolt thereon 13, then by a joint I-steel skeleton
3, the bolt hole 15 on one end connecting plate 4 penetrates in the high-strength bolt 13 on lower margin connecting plate 10, and by four high-strength nuts
13 fastenings, complete the assembled work of first segment I-steel skeleton and lower margin connector 9.Steelframe is passed through in the assembly of second section I-steel
The connecting plate 4 at two ends, uses 4 high-strength bolt 13 high-strength nuts 14 to be fastenedly connected, the most successively from lateral symmetry
Close up to arch, complete the installation of whole I-steel skeletons 3 in one group of lining cutting.
Step 6 φ 42 penstock installation process: after completing the assembly of whole I-steel skeleton 3, according to the spacing of hoop about 2m
φ 42 steel pipe 5 is welded to I-steel skeleton 3 outer arc side, between φ 42 steel pipe 5 longitudinal length longitudinal direction not less than I-steel skeleton 3
Away from.
Step 7 colligation lining cutting internal layer reinforcing bar process: after φ 42 steel pipe 5 has welded, starts colligation φ 25 lining cutting internal layer
Main muscle 7, internal layer distribution bar 17.
Step 8 colligation φ 16 hooks muscle process: treat the φ 25 main muscle of lining cutting internal layer 7, after internal layer distribution bar 17 colligation completes,
Colligation φ 16 hooks muscle 6, hooks muscle 6 main muscle of outer layer 2 and φ 16 outer layer distributing reinforcement 8 and the main muscle of internal layer 7 and φ 16 internal layer by φ 16
Distributing reinforcement 17 links together, and now, I-steel skeleton 3, φ 42 steel pipe 5, by the main muscle of outer layer 2, φ 16 outer layer distributing reinforcement 8 and
φ 16 hooks muscle 6, and to the φ 25 main muscle of lining cutting internal layer 7, φ 16 internal layer distributing reinforcement 17 plays the effect that an entirety is hung, hung, draws.
The transmission process of I-steel skeleton 3 support force is: first, I-steel skeleton 3 withstands steel pipe 5；Second, steel pipe 5 pushes up
Live the main muscle of outer layer 2；3rd, the main muscle of outer layer 2 withstands φ 16 outer layer distributing reinforcement 8, the now main muscle of outer layer 2 and φ 16 outer layer distributing reinforcement 8
Do not sinking；4th, the main muscle of outer layer 2 and φ 16 outer layer distributing reinforcement 8, hook muscle 6 by φ 16 and hold the main muscle of internal layer 7 and φ 16 internal layer
Distributing reinforcement 17, makes the main muscle of the internal layer 7 and φ 16 internal layer distributing reinforcement 17 of arch not sink.This addresses the problem, break at Ultra-Long Spans
Tunnel, face, owing to Arch lining reinforcing bar load is excessive, the arch reinforcing bar being likely to result in collapses, thickness of protection tier inadequate, leakage
Muscle, even lining trolley cannot be increased to the not enough problems such as design section.
Step 9 concreting process: φ 16 hooks after muscle 6 colligation completes, remove splash guard hang chassis (this chassis with
Reinforcing bar binding chassis shares), then lining trolley in place, perform secondary lining, i.e. complete domain lining concrete pours operation.
The above, only presently preferred embodiments of the present invention, not the present invention is made any pro forma restriction；All
The those of ordinary skill of the industry all can shown in by specification accompanying drawing and the above and implement the present invention swimmingly；But, all
Those skilled in the art in the range of without departing from technical solution of the present invention, available disclosed above technology contents and
The a little change made, the equivalent variations modified and develop, be the Equivalent embodiments of the present invention；Meanwhile, all according to the present invention
Substantial technological any equivalent variations that above example is made change, modify and differentiation etc., all still fall within the present invention's
Within the protection domain of technical scheme.
Claims (5)
1. a large cross-section tunnel arch wall lining cutting steel reinforcing structure, it is characterised in that: pre-buried in inverted arch concrete (11) both sides
Lower margin connector (9), I-steel skeleton (3) is connected with lower margin connector (9) and becomes an entirety；φ 25 lining cutting reinforcing bar outer layer
Main muscle (2) and φ 16 outer layer distributing reinforcement (8) colligation, the main muscle of φ 25 lining cutting internal layer (7) and φ 16 internal layer distributing reinforcement (17) colligation, φ
16 one end hooking muscle (6) and the φ 25 main muscle of lining cutting reinforcing bar outer layer (2), φ 16 outer layer distributing reinforcement (8) colligations, φ 16 hooks muscle (6)
The other end and the main muscle of φ 25 lining cutting internal layer (7), φ 16 internal layer distributing reinforcement (17) colligation, φ 16 hooks muscle (6) by splash guard (1) one end
With the φ 25 main muscle of lining cutting reinforcing bar outer layer (2), φ 16 outer layer distributing reinforcement (8) colligation, φ 16 hooks the other end and φ 25 lining cutting of muscle (6)
The main muscle of internal layer (7), φ 16 internal layer distributing reinforcement (17) colligation are together；I-steel skeleton (3) is by steelframe connecting plate (4), high-strength
Bolt (13) and high-strength nut (14) are assembled section by section, in I-steel skeleton (3) outer arc side longitudinal measure steel pipe (5), steel pipe (5) with
I-steel skeleton (3) forms an entirety, and steelframe connecting plate (4) and I-steel skeleton (3) are welded into by the steel angle stiffening rib (16)
It is integrated.
A kind of large cross-section tunnel arch wall lining cutting steel reinforcing structure the most according to claim 1, it is characterised in that: lower margin is even
Fishplate bar (10) is welded into one by the steel angle stiffening rib (16) and lower margin connector (9), four high-strength bolts (13), from lower to
On through bolt hole (15), and be embedded in inverted arch concrete (11) both sides together with lower margin connector (9).
A kind of large cross-section tunnel arch wall lining cutting steel reinforcing structure the most according to claim 2, it is characterised in that: lower margin is even
The end face of fishplate bar (10) is concordant with inverted arch concrete (11) face.
A kind of large cross-section tunnel arch wall lining cutting steel reinforcing structure the most according to claim 3, it is characterised in that: steel pipe
(5) φ 42mm is used.
A kind of large cross-section tunnel arch wall lining cutting steel reinforcing structure the most according to claim 4, it is characterised in that: steelframe is even
Being reserved with four bolts hole (15) on fishplate bar (4), often the two ends of joint I-steel skeleton (3) are respectively provided with steelframe connecting plate (4).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610415151.2A CN105909281A (en) | 2016-06-13 | 2016-06-13 | Large-section tunnel arch wall lining reinforcement reinforcing structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610415151.2A CN105909281A (en) | 2016-06-13 | 2016-06-13 | Large-section tunnel arch wall lining reinforcement reinforcing structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105909281A true CN105909281A (en) | 2016-08-31 |
Family
ID=56750974
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610415151.2A Withdrawn CN105909281A (en) | 2016-06-13 | 2016-06-13 | Large-section tunnel arch wall lining reinforcement reinforcing structure |
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| Country | Link |
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| CN (1) | CN105909281A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108252330A (en) * | 2018-04-02 | 2018-07-06 | 兰州交通大学 | A kind of prefabricated pipe gallery connection structure of big cross section and its method for waterproofing |
| CN109083660A (en) * | 2018-08-22 | 2018-12-25 | 山东建筑大学 | Soft Rock Roadway (tunnel) road pucking based on armored concrete bottom beam administers supporting construction and method |
| CN113550765A (en) * | 2021-07-29 | 2021-10-26 | 中铁隧道集团一处有限公司 | Construction method for preventing lining reinforcement cage of side wall of high cantilever tunnel from inclining inwards by utilizing profile steel |
-
2016
- 2016-06-13 CN CN201610415151.2A patent/CN105909281A/en not_active Withdrawn
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108252330A (en) * | 2018-04-02 | 2018-07-06 | 兰州交通大学 | A kind of prefabricated pipe gallery connection structure of big cross section and its method for waterproofing |
| CN108252330B (en) * | 2018-04-02 | 2024-06-04 | 兰州交通大学 | Large-section prefabricated comprehensive pipe rack connecting structure and waterproof treatment method thereof |
| CN109083660A (en) * | 2018-08-22 | 2018-12-25 | 山东建筑大学 | Soft Rock Roadway (tunnel) road pucking based on armored concrete bottom beam administers supporting construction and method |
| CN113550765A (en) * | 2021-07-29 | 2021-10-26 | 中铁隧道集团一处有限公司 | Construction method for preventing lining reinforcement cage of side wall of high cantilever tunnel from inclining inwards by utilizing profile steel |
| CN113550765B (en) * | 2021-07-29 | 2023-12-12 | 中铁隧道集团一处有限公司 | Construction method for preventing high cantilever tunnel side wall lining reinforcement cage from inward tilting by using section steel |
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Application publication date: 20160831 |