CN106677800B - Large-scale tunnel variable cross-section section concrete- liner construction method - Google Patents
Large-scale tunnel variable cross-section section concrete- liner construction method Download PDFInfo
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- CN106677800B CN106677800B CN201611192765.5A CN201611192765A CN106677800B CN 106677800 B CN106677800 B CN 106677800B CN 201611192765 A CN201611192765 A CN 201611192765A CN 106677800 B CN106677800 B CN 106677800B
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- truss
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Abstract
A kind of large size tunnel variable cross-section section concrete- liner construction method, comprising the following steps: Step 1: establishing headroom 3-D geometric model；Step 2: processing end face truss；Step 3: assembled truss；Step 4: combined steel formwork is laid in truss upper surface；Step 5: welded truss foot pad；Step 6: truss hoisting；Step 7: telescoping steel form is in place；Step 8: installing stopper template；Step 9: concrete is poured；Step 10: demoulding is completed；Compared with the full hall frame construction of tradition, present invention reduces the duration, improves efficiency, reduces personnel and equipment cost；Using the existing leftover bits and pieces in building site and waste and old fashioned iron processing model, cost, energy saving is saved, is suitable for large water delivery tunnel and tunnel variable cross-section is constructed, especially geological condition is poor, needs to be rapidly completed in the engineering of tunnel variable cross-section section concrete- liner.
Description
Technical field
The invention belongs to large-scale Tunnel excavation technical fields, and in particular to a kind of large-scale tunnel variable cross-section section concrete lining
Build construction method.
Background technique
Profiled template, i.e. circular formwork, it is extremely common in water-control project construction.Large-scale tunnel concrete- liner, generally
Using customization telescoping steel form, trolley outer dimension is customized according to tunnel standard section.And tunnel inducer, conventional design are " side
It is rounded " streamlined curved surface, to reduce the destruction of water flow frictional resistance and " cavitation erosion " phenomenon to concrete wall.
The pledge excavation of tunnel face is at vertical surface, after scar jetting cement and bolting and rope support, carries out tunnel layered driving,
If geological condition is poor, led under in lower sleeping digging process, as free face height is gradually increased at the face of hole, basic part explosion is opened
Disturbance is dug, rock texture unstability phenomenon of caving in and come down easily occurs, causes great threat to construction safety, therefore, shortens each
The convergence time of process completes variable cross-section section concrete support lining at the face of hole as early as possible, is the key factor for ensureing safety.
After the completion of top heading excavation, hole face free face is smaller, height it is lower, risk is relatively small, at this moment to hole into
The curved surface reinforced completion binding of mouth variable cross-section section crown, can shorten the whole reinforcing bar binding time.Using telescoping steel form complete hole into
Mouth variable cross-section section template and concrete construction, will greatly improve concrete construction efficiency, and save the cost reduces routine and sets up full hall load-bearing
Frame tears the processes such as frame open in small space assembled formwork, saves the time to greatest extent, avoids caving in, and guarantees construction safety, meaning
It is great.
Summary of the invention
Technical problem to be solved by the present invention lies in above-mentioned construction method is overcome the shortcomings of, provide it is a kind of design rationally,
Structure is simple, improves concrete construction efficiency, and save the cost reduces routine and sets up full hall bearing frame, in small space assembled formwork
It tears the processes such as frame open, save the time to greatest extent, avoid caving in, guarantee that the large-scale tunnel variable cross-section section concrete- liner of construction safety is applied
Work method.
Solve above-mentioned technical problem the technical solution adopted is that: the following steps are included: Step 1: establishing headroom three-dimensional geometry
Model: according to the design size of tunnel, establishing headroom 3-D geometric model with mapping software, cuts out telescoping steel form institute duty
Between, the 3-D geometric model for needing to make position is obtained, each position section column is cut；
Step 2: processing end face truss: a, drawing circular arc line in setting-out utilization of area steel ruler, which is both lower beam
Bottom surface curve and telescoping steel form top surface circular arc, and draw the position of column；
B, according to the size in each portion of drawing three-dimensional geometrical model, difference column, upper beam horizontal segment, upper beam circular arc
Section, each position blanking of lower beam；
C, tune arc is carried out to upper beam arc section, lower beam according to the size of drawing three-dimensional geometrical model；
D, it adjusts lower beam after arc to be placed on the corresponding curve location in setting-out place after will be complete, is sequentially placed lower honest material first
Column, then successively puts upper beam horizontal segment, upper beam arc section, column, upper beam horizontal segment, upper beam arc section,
Each position of joints of lower beam carries out reinforcement of weld；
E, the truss of respective numbers, the size of each point truss and the size of stake point cross section are made according to stake point quantity
It is corresponding, every truss bilateral symmetry production two panels；
Step 3: assembled truss: the monolithic truss processed being put by stake dot sequency spaced horizontal, is then welded
It is fixed, after completing side, the truss of the symmetrical other side is set in aforementioned manners；
Step 4: combined steel formwork is laid in truss upper surface: left and right two panels truss after processing is completed, lay by upper surface interval
Combined steel formwork is bound combined steel formwork and left and right two panels truss securely with iron wire, and small-radius arc position uses plank sheathing
Laying；
Step 5: welded truss foot pad: in the corresponding position welded truss foot pad in telescoping steel form two sides；
Step 6: truss hoisting: at the top of truss to the telescoping steel form of crane lifting side, column lower end being made to be placed on steel
In the corresponding truss foot pad of mould trolley, the installation of the truss of the other side is completed using the above method；
Step 7: telescoping steel form is in place: after the completion of hole is dug, binding side wall reinforcing bar and floor reinforcement, after pouring floor concrete, steel
Mould trolley is voluntarily driven into place；
Step 8: installing stopper template: reinforcing stopper template at the top of circular ring shape using plank sheathing assembly；
Step 9: pour concrete: control speed of perfusion, two sides symmetrically pour；
Step 10: it completes demoulding: when concrete age reaching 80% or more design strength, removing telescoping steel form template, punching block
Trolley and truss are driven out to outside hole, complete demoulding.
First point truss of the invention includes column, upper beam horizontal segment, lower beam, combined steel formwork, on lower beam
It is arranged at intervals with column, column top is horizontally disposed upper beam horizontal segment, and upper beam horizontal segment is provided with combined steel formwork.
Second point truss~20th point truss of the invention includes column, upper beam horizontal segment, upper beam circle
Segmental arc, lower beam, combined steel formwork are arranged at intervals with column on lower beam, and column top is horizontally disposed upper beam horizontal segment,
Upper beam arc section both ends connect with the smooth kiss in upper beam horizontal segment one end and outermost column top respectively, and upper beam horizontal segment is set
It is equipped with combined steel formwork.
Lower beam of the invention is arc-shaped I-steel, the central angle of circular arc and the sectional dimension phase of arc length and corresponding stake point
It adapts to.
The length of upper beam horizontal segment of the invention is adapted with the sectional dimension of corresponding stake point.
The height and spacing of column of the invention are adapted with the sectional dimension of corresponding stake point.
The central angle and arc length of upper beam arc section of the invention are adapted with the sectional dimension of corresponding stake point.
Compared with the prior art, the present invention has the following advantages:
1, compared with the full hall frame construction of tradition, the lifting reinforcing of truss of the invention is fulfiled ahead of schedule outside diversion tunnel, is not accounted for
With the straight line duration, shortens the construction period, improves efficiency；
2, telescoping steel form is in place, installs stopper template, pour concrete, removing stopper template, telescoping steel form is driven out to outside hole and compares
Duration required for full hall frame arrangement and method for construction is shorter；
3, compared with traditional full hall frame construction, personnel and equipment cost are reduced；Using the existing leftover bits and pieces in building site and give up
Legacy steel processing model saves cost, energy saving.
4, compared with the full hall frame arrangement and method for construction of tradition, the present invention is suitable for large water delivery tunnel and tunnel variable cross-section is constructed,
Especially geological condition is poor, needs to be rapidly completed in the engineering of tunnel variable cross-section section concrete- liner.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of one embodiment of the invention.
Fig. 2 is the structural schematic diagram of the 4th point truss 2 in Fig. 1.
Fig. 3 is the structural schematic diagram of first point truss in Fig. 1.
In figure: 1, diversion tunnel section；2, the 4th point truss；3, telescoping steel form；2-1, column；2-2, combined steel formwork；
2-3, upper beam arc section；2-4, lower beam；2-5, upper beam horizontal segment.
Specific embodiment
The present invention is described in further details with reference to the accompanying drawings and examples, but the present invention is not restricted to these implement
Example.
Embodiment 1
In Fig. 1,2,3, present invention large size tunnel variable cross-section section concrete- liner construction method, comprising the following steps:
Step 1: establishing headroom 3-D geometric model: according to the design size of tunnel, establishing headroom three with mapping software
Geometrical model is tieed up, telescoping steel form is cut out and is taken up space, obtain the 3-D geometric model for needing to make position, cut each position section
Column；
Step 2: processing section truss: illustrating specific manufacturing process by taking the 4th point truss 2 as an example, remaining each stake point purlin
The manufacturing process of frame is identical；
A, circular arc line is drawn in setting-out utilization of area steel ruler, which is both the bottom surface curve and steel of lower beam 2-4
The top surface circular arc of mould trolley 3, and draw the position of column 2-1；
B, according to the size in each portion of drawing three-dimensional geometrical model, difference column 2-1, upper beam horizontal segment 2-5, upper beam
Each position blanking of arc section 2-3, lower beam 2-4；
C, tune arc is carried out to upper beam arc section 2-3, lower beam 2-4 according to the size of drawing three-dimensional geometrical model；According to
The size in the corresponding section of each point is different, adjustment upper beam arc section 2-3, lower beam 2-4 radian make its with it is corresponding
The size in section is adapted；
D, lower beam 2-4 after arc is adjusted to be placed on the corresponding curve location in setting-out place after will be complete, it is lower good to be sequentially placed first
Then the column 2-1 of material successively puts upper beam horizontal segment 2-5, upper beam arc section 2-3, column 2-1, upper beam level
Each position of joints progress reinforcement of weld of section 2-5, upper beam arc section 2-3, lower beam 2-4；
E, the truss of respective numbers, the size of each point truss and the size of stake point cross section are made according to stake point quantity
It is corresponding, every truss bilateral symmetry production two panels；
First point truss is made of column 2-1, upper beam horizontal segment 2-5, lower beam 2-4, combined steel formwork 2-2, under
Reinforcement of weld is spaced on crossbeam column 2-1, and the top column 2-1 is horizontally disposed upper beam horizontal segment 2-5, upper beam horizontal segment
Combined steel formwork 2-2 is laid on 2-5；The lower beam 2-4 be arc-shaped I-steel, the central angle of circular arc and arc length with it is right
The sectional dimension of stake point is answered to be adapted, the length of upper beam horizontal segment 2-5 is adapted with the sectional dimension of corresponding stake point；Column 2-
1 height and spacing is adapted with the sectional dimension of corresponding stake point；
Second point truss~20th point truss includes column 2-1, upper beam horizontal segment 2-5, upper beam circular arc
Section 2-3, lower beam 2-4, combined steel formwork 2-2, interval is welded with column 2-1 on lower beam 2-4, adjacent columns 2-1's
Between the height of each column 2-1 determine that the top column 2-1 level is welded with upper beam according to the sectional dimension of corresponding stake point
The both ends horizontal segment 2-5, upper beam arc section 2-3 are smooth with upper beam one end horizontal segment 2-5 and the top outermost heel post 2-1 respectively
Kiss connects, and is laid with combined steel formwork 2-2 on upper beam horizontal segment 2-5；The lower beam 2-4 is arc-shaped I-steel, circular arc
Central angle and arc length and the sectional dimension of corresponding stake point be adapted, section of the length of upper beam horizontal segment 2-5 and corresponding stake point
Face size is adapted；The height and spacing of column 2-1 are adapted with the sectional dimension of corresponding stake point；Upper beam arc section 2-3's
Central angle and arc length are adapted with the sectional dimension of corresponding stake point；
Step 3: assembled truss: the monolithic truss processed being put by stake dot sequency interval 0.75m level, specifically
The size of space is determined according to actual cross-sectional dimensions, is then welded and fixed, after completing side, setting pair in aforementioned manners
Claim the truss of the other side；
Step 4: truss upper surface lay combined steel formwork: left and right two panels truss after processing is completed, upper surface interval 1.5m
Combined steel formwork is laid, the specific size of space is determined according to actual cross-sectional dimensions, by combined steel formwork and is controlled with iron wire
The binding of two panels truss securely, laid using plank sheathing by small-radius arc position；
Step 5: welded truss foot pad: respectively welding 3 truss foots pad at the corresponding position in 3 two sides of telescoping steel form；Truss foot
Pad is processed using channel steel, is highly 0.1m, and channel steel one end of cutting and 3 side circular arc of telescoping steel form is made to coincide.
Step 6: truss hoisting: with the truss of crane lifting side to 3 top of telescoping steel form, being placed on column lower end
In the corresponding truss foot pad of telescoping steel form 3, the installation of the truss of the other side is completed using the above method；It is whole after the completion of lifting to add
Gu welding, repairs and be laid with truss surface incompleteness position, check makes surface smoothness meet code requirement；
Step 7: telescoping steel form 3 is in place: after the completion of hole is dug, side wall reinforcing bar and floor reinforcement are bound, after pouring floor concrete,
Telescoping steel form 3 voluntarily drives into place；
Step 8: installing stopper template: reinforcing stopper template at the top of circular ring shape using plank sheathing assembly；
Step 9: pour concrete: control speed of perfusion, two sides symmetrically pour；
Step 10: it completes demoulding: when concrete age reaching 80% or more design strength, removing telescoping steel form template, punching block
Trolley and truss are driven out to outside hole, complete demoulding.
The above is only presently preferred embodiments of the present invention, not does any restrictions to the present invention, it is all according to the present invention
Technical spirit any simple modification, change and equivalent structure transformation to the above embodiments, still fall within skill of the present invention
The protection scope of art scheme.
Claims (7)
1. a kind of large size tunnel variable cross-section section concrete- liner construction method, which comprises the following steps:
Step 1: establishing headroom 3-D geometric model: according to the design size of tunnel, it is several to establish headroom three-dimensional with mapping software
What model, cuts out telescoping steel form and is taken up space, obtain the 3-D geometric model for needing to make position, and it is vertical to cut each position section
Column；
Step 2: processing end face truss: a, drawing circular arc line in setting-out utilization of area steel ruler, which is both the bottom of lower beam
The top surface circular arc of surface curve and telescoping steel form, and draw the position of column；
B, according to the size in each portion of drawing three-dimensional geometrical model, respectively column, upper beam horizontal segment, upper beam arc section, under
Each position blanking of crossbeam；
C, tune arc is carried out to upper beam arc section, lower beam according to the size of drawing three-dimensional geometrical model；
D, it will complete that the lower beam after arc is adjusted to be placed on the corresponding curve location in setting-out place, be sequentially placed the vertical of lower honest material first
Column, then successively puts upper beam horizontal segment, upper beam arc section, column, upper beam horizontal segment, upper beam arc section, under
Each position of joints of crossbeam carries out reinforcement of weld；
E, the truss of respective numbers is made according to stake point quantity, the size of each point truss is opposite with the size of stake point cross section
It answers, every truss bilateral symmetry production two panels；
Step 3: assembled truss: the monolithic truss processed being put by stake dot sequency spaced horizontal, then carries out welding solid
It is fixed, after completing side, the truss of the symmetrical other side is set in aforementioned manners；
Step 4: combined steel formwork is laid in truss upper surface: left and right two panels truss after processing is completed, combine by the laying of upper surface interval
Steel form is bound combined steel formwork and left and right two panels truss securely with iron wire, and small-radius arc position is laid using plank sheathing；
Step 5: welded truss foot pad: in the corresponding position welded truss foot pad in telescoping steel form two sides；
Step 6: truss hoisting: at the top of truss to the telescoping steel form of crane lifting side, column lower end being made to be placed on punching block platform
In the corresponding truss foot pad of vehicle, the installation of the truss of the other side is completed using the above method；
Step 7: telescoping steel form is in place: after the completion of hole is dug, binding side wall reinforcing bar and floor reinforcement, after pouring floor concrete, punching block platform
Vehicle voluntarily drives into place；
Step 8: installing stopper template: reinforcing stopper template at the top of circular ring shape using plank sheathing assembly；
Step 9: pour concrete: control speed of perfusion, two sides symmetrically pour；
Step 10: complete demoulding: when concrete age reaching 80% or more design strength, remove telescoping steel form template, telescoping steel form with
Truss is driven out to outside hole, completes demoulding.
2. large size tunnel variable cross-section section concrete- liner construction method according to claim 1, it is characterised in that: described first
Stake point truss includes column, upper beam horizontal segment, lower beam, combined steel formwork, and column, column top are arranged at intervals on lower beam
End is horizontally disposed upper beam horizontal segment, and upper beam horizontal segment is provided with combined steel formwork.
3. large size tunnel variable cross-section section concrete- liner construction method according to claim 1, it is characterised in that: described second
Stake point truss~20th point truss includes column, upper beam horizontal segment, upper beam arc section, lower beam, combined steel
Plate is arranged at intervals with column on lower beam, and column top is horizontally disposed upper beam horizontal segment, upper beam arc section both ends difference
It is connect with the smooth kiss in upper beam horizontal segment one end and outermost column top, upper beam horizontal segment is provided with combined steel formwork.
4. large size tunnel variable cross-section section concrete- liner construction method according to claim 2 or 3, it is characterised in that: described
Lower beam is arc-shaped I-steel, and the central angle and arc length of circular arc are adapted with the sectional dimension of corresponding stake point.
5. large size tunnel variable cross-section section concrete- liner construction method according to claim 4, it is characterised in that: the upper cross
The length of beam horizontal segment is adapted with the sectional dimension of corresponding stake point.
6. large size tunnel variable cross-section section concrete- liner construction method according to claim 5, it is characterised in that: the column
Height and spacing and the sectional dimension of corresponding stake point be adapted.
7. large size tunnel variable cross-section section concrete- liner construction method according to claim 3, it is characterised in that: the upper cross
The central angle and arc length of beam arc section are adapted with the sectional dimension of corresponding stake point.
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| CN201611192765.5A CN106677800B (en) | 2016-12-21 | 2016-12-21 | Large-scale tunnel variable cross-section section concrete- liner construction method |
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| CN201611192765.5A CN106677800B (en) | 2016-12-21 | 2016-12-21 | Large-scale tunnel variable cross-section section concrete- liner construction method |
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| CN106677800A CN106677800A (en) | 2017-05-17 |
| CN106677800B true CN106677800B (en) | 2019-01-11 |
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| CN109736316B (en) * | 2019-01-14 | 2020-09-18 | 中电建十一局工程有限公司 | Concrete lining construction method for tail water tunnel bend pipe section steel mould trolley |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| FR2582718B1 (en) * | 1985-05-28 | 1987-08-28 | Francois Entreprises Cie | FORMWORK AND SHIELDING WALL |
| CN101182773A (en) * | 2007-12-20 | 2008-05-21 | 中铁十二局集团有限公司 | Railway large-bore tunnel oval-shaped table-board cap brim bias-cutting type hole-door construction method |
| CN102022123B (en) * | 2009-09-09 | 2013-07-03 | 中交隧道工程局有限公司 | Integral lining method for tunnel with altered diameter by model board trolley |
| CN103161126A (en) * | 2013-04-11 | 2013-06-19 | 新疆北新路桥集团股份有限公司 | Road bridge variable section hollow high pier slip-form construction method |
| CN103470272B (en) * | 2013-10-11 | 2016-02-10 | 北京住总集团有限责任公司 | A kind of chassis for the multiple section concrete construction of Mining Method and construction method thereof |
| CN103670446B (en) * | 2013-12-13 | 2016-03-23 | 中铁二十三局集团有限公司 | Circular diversion tunnel 2/3 circle concrete-liner construction method |
| CN104453949B (en) * | 2014-12-07 | 2016-06-29 | 中国葛洲坝集团股份有限公司 | A kind of narrow transition telescoping steel form construction method of tunnel bundle |
| CN204827467U (en) * | 2015-07-01 | 2015-12-02 | 中国葛洲坝集团三峡建设工程有限公司 | Modularization steel mould trolley |
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