CN106677800A - Large tunnel variable cross-section concrete lining construction method - Google Patents
Large tunnel variable cross-section concrete lining construction method Download PDFInfo
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- CN106677800A CN106677800A CN201611192765.5A CN201611192765A CN106677800A CN 106677800 A CN106677800 A CN 106677800A CN 201611192765 A CN201611192765 A CN 201611192765A CN 106677800 A CN106677800 A CN 106677800A
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- truss
- section
- entablature
- column
- arc
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Classifications
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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 large tunnel variable cross-section concrete lining construction method comprises the following steps that 1, a clearance three-dimensional geometrical model is built; 2, end face trusses are machined; 3, the trusses are assembled; 4, combined steel formworks are laid on the upper surfaces of the trusses; 5, truss foot pads are welded; 6, the trusses are lifted; 7, a steel formwork trolley is arranged in place; 8, head blocking formworks are erected; 9, concrete is poured; and 10, formwork demounting is completed. According to the large tunnel variable cross-section concrete lining construction method, compared with traditional all-round frame construction methods, the construction period is shortened, the efficiency is improved, and the personnel and equipment cost are reduced; existing leftovers and waste shape steel on a construction site are utilized to be machined into dies, the cost is reduced, energy resources are saved, and the construction method is suitable for large water conveying tunnel and tunnel variable cross-section construction and especially suitable for engineering that the geological condition is poor and tunnel variable cross-section concrete lining needs to be conducted quickly.
Description
Technical field
The invention belongs to large-scale Tunnel excavation technical field, and in particular to a kind of large-scale tunnel variable cross-section section concrete lining
Build construction method.
Background technology
Profiled template, i.e. circular formwork, it is extremely common in water-control project construction.Large-scale tunnel concrete- liner, typically
Using customization telescoping steel form, chassis appearance and size is customized according to tunnel standard section.And tunnel inducer, conventional design is " side
It is rounded " streamlined curved surface, to reduce the destruction of current frictional resistance and " cavitation erosion " phenomenon to concrete wall.
The pledge excavation of tunnel face after scar jetting cement and bolting and rope support, carries out tunnel layered driving into vertical surface,
If geological condition is poor, led under in lower sleeping digging process, with the face of hole, free face is highly gradually increased, and basic part explosion is opened
Disturbance is dug, rock texture unstability landslide and landslide phenomenon easily occurs, great threat is caused to construction safety, therefore, shorten each
The convergence time of operation, completes variable cross-section section concrete support lining at the face of hole as early as possible, is safing key factor.
After the completion of top heading excavation, hole face free face is smaller, highly relatively low, dangerous relatively small, and at this moment hole is entered
The mouth variable cross-section section curved surface reinforced completion colligation of crown, you can shorten the overall reinforcing bar colligation time.Hole is completed using telescoping steel form to enter
Mouth variable cross-section section template and concrete construction, will greatly improve concrete efficiency of construction, cost-effective, reduce routine and set up full hall load-bearing
Frame, tear the operations such as frame open in small space assembled formwork, it is time-consuming to greatest extent, it is to avoid landslide, it is ensured that construction safety, meaning
It is great.
The content of the invention
The technical problems to be solved by the invention are to overcome the shortcomings of above-mentioned construction method, provide it is a kind of it is reasonable in design,
Simple structure, improve concrete efficiency of construction, it is cost-effective, reduce it is conventional set up full hall bearing frame, in small space assembled formwork
Tear operations such as frame, time-consuming to greatest extent open, it is to avoid landslide, it is ensured that the large-scale tunnel variable cross-section section concrete- liner of construction safety is applied
Work method.
Solving the technical scheme of above-mentioned technical problem use is：Comprise the following steps：Step one, set up headroom three-dimensional geometry
Model：According to the design size of tunnel, headroom 3-D geometric model is set up with mapping software, cut out telescoping steel form institute duty
Between, the 3-D geometric model for needing to make position is obtained, cut each position section column；
Step 2, processing end face truss：A, setting-out utilization of area steel ruler draw circular arc line, the circular arc line is both sill
Bottom surface curve, be also the top surface circular arc of telescoping steel form, and draw the position of column；
B, the size according to each portion of drawing three-dimensional geometrical model, difference column, entablature horizontal segment, entablature circular arc
Section, each position blanking of sill；
C, tune arc is carried out to entablature arc section, sill according to the size of drawing three-dimensional geometrical model；
D, will it is complete after adjust arc after sill be placed on the corresponding curve location in setting-out place, lower honest material is sequentially placed first
Column, then puts entablature horizontal segment, entablature arc section successively, column, entablature horizontal segment, entablature arc section,
Each position of joints of sill carries out reinforcement of weld；
The size of e, the truss that respective numbers are made according to stake point quantity, each size of point truss and stake point cross section
It is corresponding, the every symmetrical making two panels of truss；
Step 3, assembled truss：The monolithic truss that will be processed is put by stake dot sequency spaced horizontal, is then welded
It is fixed, after completing side, the truss of symmetrical opposite side is set in aforementioned manners；
Combined steel formwork is laid in step 4, truss upper surface：After left and right two panels truss is machined, upper surface interval is laid
Combined steel formwork, with iron wire that combined steel formwork and left and right two panels truss colligation is firm, small-radius arc position uses plank sheathing
Lay；
Step 5, welded truss foot pad：In the corresponding position welded truss foot pad in telescoping steel form both sides；
Step 6, truss hoisting：With the truss of crane lifting side to telescoping steel form top, column lower end is set to be placed on steel
In the corresponding truss foot pad of mould trolley, the installation of the truss of opposite side is completed using the above method；
Step 7, telescoping steel form are in place：After the completion of hole is dug, colligation side wall reinforcing bar and floor reinforcement, after pouring floor concrete, steel
Mould trolley is voluntarily sailed into place；
Step 8, install stopper template：Annular top stopper template is reinforced using plank sheathing is assembled；
Step 9：Pour concrete：Control speed of perfusion, both sides symmetrically pour；
Step 10：Complete form removal：When concrete age design strength more than 80% is reached, telescoping steel form template, punching block are removed
Chassis is rolled away from outside hole with truss, completes form removal.
First point truss of the invention includes column, entablature horizontal segment, sill, combined steel formwork, on sill
Column is arranged at intervals with, column top is horizontally disposed entablature horizontal segment, and entablature horizontal segment is provided with combined steel formwork.
Point truss in second point truss~20th of the invention includes column, entablature horizontal segment, entablature circle
Segmental arc, sill, combined steel formwork, are arranged at intervals with column on sill, column top is horizontally disposed entablature horizontal segment,
Kiss smooth with entablature horizontal segment one end and outermost column top connects respectively at entablature arc section two ends, and entablature horizontal segment sets
It is equipped with combined steel formwork.
Sill of the invention is circular arc I-steel, the sectional dimension phase of the central angle and arc length of circular arc and corresponding stake point
Adapt to.
The length of entablature 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 entablature arc section of the invention are adapted with the sectional dimension of corresponding stake point.
The present invention has advantages below compared with prior art：
1st, compared with the full hall frame of tradition is constructed, the lifting of truss of the invention is reinforced and fulfiled ahead of schedule outside diversion tunnel, is not accounted for
The straight line duration is used, shortened the duration, improved efficiency；
2nd, telescoping steel form is in place, installs stopper template, pour concrete, remove stopper template, telescoping steel form rolls away from outside hole and compares
Duration required for full hall frame arrangement and method for construction is shorter；
3rd, compared with traditional full hall frame is constructed, personnel and equipment cost are reduced；Using the existing leftover bits and pieces in building site and useless
Legacy steel processing model, cost-effective, energy saving.
4th, compared with the full hall frame arrangement and method for construction of tradition, the present invention is applied to large water delivery tunnel and tunnel variable cross-section is constructed,
Especially geological condition is poor, need to be rapidly completed the engineering of tunnel variable cross-section section concrete- liner.
Brief description of the drawings
Fig. 1 is the structural representation of one embodiment of the invention.
Fig. 2 is the 4th structural representation of point truss 2 in Fig. 1.
Fig. 3 is first structural representation of point truss in Fig. 1.
In figure：1st, diversion tunnel section；2nd, the 4th point truss；3rd, telescoping steel form；2-1, column；2-2, combined steel formwork；
2-3, entablature arc section；2-4, sill；2-5, entablature horizontal segment.
Specific embodiment
The present invention is described in further details with reference to the accompanying drawings and examples, but is implemented the invention is not restricted to these
Example.
Embodiment 1
In Fig. 1,2,3, large-scale tunnel variable cross-section section concrete- liner construction method of the invention is comprised the following steps：
Step one, set up headroom 3-D geometric model：According to the design size of tunnel, headroom three is set up with mapping software
Dimension geometrical model, cuts out telescoping steel form and is taken up space, and obtains the 3-D geometric model for needing to make position, cuts each position section
Column；
Step 2, processing section truss：Specific manufacturing process is illustrated by taking the 4th point truss 2 as an example, remaining each stake point purlin
The manufacturing process of frame is identical；
A, setting-out utilization of area steel ruler draw circular arc line, the circular arc line is both the bottom surface curve of sill 2-4, is also steel
The top surface circular arc of mould trolley 3, and draw the position of column 2-1；
B, the size according to each portion of drawing three-dimensional geometrical model, difference column 2-1, entablature horizontal segment 2-5, entablature
Each position blanking of arc section 2-3, sill 2-4；
C, tune arc is carried out to entablature arc section 2-3, sill 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 entablature arc section 2-3, the radian of sill 2-4 make its with it is corresponding
The size in section is adapted；
D, will it is complete after adjust arc after sill 2-4 be placed on the corresponding curve location in setting-out place, it is lower good to be sequentially placed first
The column 2-1 of material, then puts entablature horizontal segment 2-5, entablature arc section 2-3, column 2-1, entablature level successively
Section 2-5, entablature arc section 2-3, each position of joints of sill 2-4 carry out reinforcement of weld；
The size of e, the truss that respective numbers are made according to stake point quantity, each size of point truss and stake point cross section
It is corresponding, the every symmetrical making two panels of truss；
First point truss is made up of column 2-1, entablature horizontal segment 2-5, sill 2-4, combined steel formwork 2-2, under
Reinforcement of weld is spaced on crossbeam column 2-1, and column 2-1 upper horizontals are provided with entablature horizontal segment 2-5, entablature horizontal segment
Combined steel formwork 2-2 is laid with 2-5；Described sill 2-4 be circular arc I-steel, the central angle and arc length of circular arc with it is right
The sectional dimension of stake point is answered to be adapted, the length of entablature 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, entablature horizontal segment 2-5, entablature circular arc
Section 2-3, sill 2-4, combined steel formwork 2-2, interval is welded with column 2-1 on sill 2-4, adjacent upright posts 2-1's
Between the height of each column 2-1 determine that column 2-1 upper horizontals are welded with entablature according to the sectional dimension of correspondence stake point
Horizontal segment 2-5, entablature arc section 2-3 two ends are smooth with entablature horizontal segment 2-5 one end and outermost heel post 2-1 tops respectively
Kiss is connect, and combined steel formwork 2-2 is laid with entablature horizontal segment 2-5；Described sill 2-4 is circular arc I-steel, circular arc
Central angle and the sectional dimension of arc length and corresponding stake point be adapted, the length of entablature horizontal segment 2-5 and corresponding stake point section
Face size is adapted；The height and spacing of column 2-1 are adapted with the sectional dimension of corresponding stake point；Entablature 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 that will be processed is put by stake dot sequency interval 0.75m levels, specifically
The size of space is determined according to actual cross-sectional dimensions, is then welded and fixed, and after completing side, it is right to set in aforementioned manners
Claim the truss of opposite side；
Combined steel formwork is laid in step 4, truss upper surface：After left and right two panels truss is machined, upper surface interval 1.5m
Lay combined steel formwork, the specific size of space is determined according to actual cross-sectional dimensions, with iron wire by combined steel formwork with left and right
The colligation of two panels truss firmly, using plank sheathing laid by small-radius arc position；
Step 5, welded truss foot pad：3 truss foots pad are respectively welded at the corresponding position in the both sides of telescoping steel form 3；Truss pin
Pad, using channel-section steel processing, is highly 0.1m, and the channel-section steel one end and the side circular arc of telescoping steel form 3 for making cutting coincide.
Step 6, truss hoisting：With the truss of crane lifting side to the top of telescoping steel form 3, it is placed on column lower end
In the corresponding truss foot pad of telescoping steel form 3, the installation of the truss of opposite side is completed using the above method；Integrally add after the completion of lifting
Gu welding, repairs and lay truss surface incompleteness position, carrying out check makes surface smoothness meet code requirement；
Step 7, telescoping steel form 3 are in place：After the completion of hole is dug, colligation side wall reinforcing bar and floor reinforcement, after pouring floor concrete,
Telescoping steel form 3 is voluntarily sailed into place；
Step 8, install stopper template：Annular top stopper template is reinforced using plank sheathing is assembled；
Step 9：Pour concrete：Control speed of perfusion, both sides symmetrically pour；
Step 10：Complete form removal：When concrete age design strength more than 80% is reached, telescoping steel form template, punching block are removed
Chassis is rolled away from outside hole with truss, completes form removal.
The above, is only presently preferred embodiments of the present invention, and any limitation is not done to the present invention, every according to the present invention
Any simple modification, change and equivalent structure transformation that technical spirit is made to above example, still fall within skill of the present invention
The protection domain of art scheme.
Claims (7)
1. a kind of large-scale tunnel variable cross-section section concrete- liner construction method, it is characterised in that comprise the following steps：
Step one, set up headroom 3-D geometric model：According to the design size of tunnel, headroom three-dimensional is set up with mapping software several
What model, cuts out telescoping steel form and is taken up space, and obtains the 3-D geometric model for needing to make position, cuts each position section and stands
Post；
Step 2, processing end face truss：A, setting-out utilization of area steel ruler draw circular arc line, the circular arc line is both the bottom of sill
Surface curve, is also the top surface circular arc of telescoping steel form, and draws the position of column；
B, the size according to each portion of drawing three-dimensional geometrical model, respectively column, entablature horizontal segment, entablature arc section, under
Each position blanking of crossbeam；
C, tune arc is carried out to entablature arc section, sill according to the size of drawing three-dimensional geometrical model；
D, will it is complete after adjust arc after sill be placed on the corresponding curve location in setting-out place, the vertical of lower honest material is sequentially placed first
Post, then puts entablature horizontal segment, entablature arc section successively, column, entablature horizontal segment, entablature arc section, under
Each position of joints of crossbeam carries out reinforcement of weld；
E, the truss that respective numbers are made according to stake point quantity, each size of point truss are relative with the size of stake point cross section
Should, the every symmetrical making two panels of truss；
Step 3, assembled truss：The monolithic truss that will be processed is put by stake dot sequency spaced horizontal, then carries out welding solid
It is fixed, after completing side, the truss of symmetrical opposite side is set in aforementioned manners；
Combined steel formwork is laid in step 4, truss upper surface：After left and right two panels truss is machined, combination is laid at upper surface interval
Steel form, with iron wire that combined steel formwork and left and right two panels truss colligation is firm, 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 both sides；
Step 6, truss hoisting：With the truss of crane lifting side to telescoping steel form top, column lower end is set to be placed on punching block platform
In the corresponding truss foot pad of car, the installation of the truss of opposite side is completed using the above method；
Step 7, telescoping steel form are in place：After the completion of hole is dug, colligation side wall reinforcing bar and floor reinforcement, after pouring floor concrete, punching block platform
Car is voluntarily sailed into place；
Step 8, install stopper template：Annular top stopper template is reinforced using plank sheathing is assembled；
Step 9：Pour concrete：Control speed of perfusion, both sides symmetrically pour；
Step 10：Complete form removal：When concrete age design strength more than 80% is reached, telescoping steel form template, telescoping steel form are removed
Rolled away from outside hole with truss, complete form removal.
2. large-scale 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, entablature horizontal segment, sill, combined steel formwork, and column, column top are arranged at intervals with sill
End is horizontally disposed entablature horizontal segment, and entablature horizontal segment is provided with combined steel formwork.
3. large-scale 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, entablature horizontal segment, entablature arc section, sill, combined steel
Plate, is arranged at intervals with column on sill, column top is horizontally disposed entablature horizontal segment, entablature arc section two ends difference
Kiss smooth with entablature horizontal segment one end and outermost column top connects, and entablature horizontal segment is provided with combined steel formwork.
4. large-scale tunnel variable cross-section section concrete- liner construction method according to Claims 2 or 3, it is characterised in that：Described
Sill is circular arc I-steel, and the central angle and arc length of circular arc are adapted with the sectional dimension of corresponding stake point.
5. large-scale tunnel variable cross-section section concrete- liner construction method according to claim 4, it is characterised in that：Described upper horizontal stroke
The length of beam horizontal segment is adapted with the sectional dimension of corresponding stake point.
6. large-scale tunnel variable cross-section section concrete- liner construction method according to claim 5, it is characterised in that：Described column
Height and the sectional dimension of spacing and corresponding stake point be adapted.
7. large-scale tunnel variable cross-section section concrete- liner construction method according to claim 3, it is characterised in that：Described upper horizontal stroke
The central angle and arc length of beam arc section are adapted with the sectional dimension of corresponding stake point.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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 true CN106677800A (en) | 2017-05-17 |
| CN106677800B CN106677800B (en) | 2019-01-11 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109736316A (en) * | 2019-01-14 | 2019-05-10 | 中水电第十一工程局（郑州）有限公司 | A kind of tailrace tunnel bend loss telescoping steel form concrete- liner construction method |
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| CN109736316A (en) * | 2019-01-14 | 2019-05-10 | 中水电第十一工程局（郑州）有限公司 | A kind of tailrace tunnel bend loss telescoping steel form concrete- liner construction method |
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| Publication number | Publication date |
|---|---|
| CN106677800B (en) | 2019-01-11 |
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