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
- entablature
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- column
- concrete
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- 238000010276 construction Methods 0.000 title claims abstract description 28
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 64
- 239000010959 steel Substances 0.000 claims abstract description 64
- 238000009415 formwork Methods 0.000 claims abstract description 25
- 230000000875 corresponding Effects 0.000 claims description 27
- 230000002787 reinforcement Effects 0.000 claims description 7
- 210000000481 Breast Anatomy 0.000 claims description 4
- 238000004080 punching Methods 0.000 claims description 4
- 230000003014 reinforcing Effects 0.000 claims description 4
- 210000001503 Joints Anatomy 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N iron Chemical compound data:image/svg+xml;base64,PD94bWwgdmVyc2lvbj0nMS4wJyBlbmNvZGluZz0naXNvLTg4NTktMSc/Pgo8c3ZnIHZlcnNpb249JzEuMScgYmFzZVByb2ZpbGU9J2Z1bGwnCiAgICAgICAgICAgICAgeG1sbnM9J2h0dHA6Ly93d3cudzMub3JnLzIwMDAvc3ZnJwogICAgICAgICAgICAgICAgICAgICAgeG1sbnM6cmRraXQ9J2h0dHA6Ly93d3cucmRraXQub3JnL3htbCcKICAgICAgICAgICAgICAgICAgICAgIHhtbG5zOnhsaW5rPSdodHRwOi8vd3d3LnczLm9yZy8xOTk5L3hsaW5rJwogICAgICAgICAgICAgICAgICB4bWw6c3BhY2U9J3ByZXNlcnZlJwp3aWR0aD0nMzAwcHgnIGhlaWdodD0nMzAwcHgnIHZpZXdCb3g9JzAgMCAzMDAgMzAwJz4KPCEtLSBFTkQgT0YgSEVBREVSIC0tPgo8cmVjdCBzdHlsZT0nb3BhY2l0eToxLjA7ZmlsbDojRkZGRkZGO3N0cm9rZTpub25lJyB3aWR0aD0nMzAwJyBoZWlnaHQ9JzMwMCcgeD0nMCcgeT0nMCc+IDwvcmVjdD4KPHRleHQgZG9taW5hbnQtYmFzZWxpbmU9ImNlbnRyYWwiIHRleHQtYW5jaG9yPSJzdGFydCIgeD0nMTI1Ljk4MScgeT0nMTU2JyBzdHlsZT0nZm9udC1zaXplOjQwcHg7Zm9udC1zdHlsZTpub3JtYWw7Zm9udC13ZWlnaHQ6bm9ybWFsO2ZpbGwtb3BhY2l0eToxO3N0cm9rZTpub25lO2ZvbnQtZmFtaWx5OnNhbnMtc2VyaWY7ZmlsbDojM0I0MTQzJyA+PHRzcGFuPkZlPC90c3Bhbj48L3RleHQ+Cjwvc3ZnPgo= data:image/svg+xml;base64,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 [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 3
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- 229910052742 iron Inorganic materials 0.000 claims description 3
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- 239000007787 solids Substances 0.000 claims 1
- 235000021190 leftovers Nutrition 0.000 abstract description 2
- 239000011901 water Substances 0.000 abstract description 2
- 230000037250 Clearance Effects 0.000 abstract 1
- 230000000903 blocking Effects 0.000 abstract 1
- 230000035512 clearance Effects 0.000 abstract 1
- 239000002699 waste materials Substances 0.000 abstract 1
- 210000002683 Foot Anatomy 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 3
- 210000001138 Tears Anatomy 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 210000000474 Heel Anatomy 0.000 description 1
- 239000004568 cements Substances 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000005516 engineering processes Methods 0.000 description 1
- 230000003628 erosive Effects 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 239000000411 inducers Substances 0.000 description 1
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Classifications
-
- 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
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)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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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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| Application Number | Priority Date | Filing Date | Title |
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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 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 |
|---|---|---|---|---|
| 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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| CN86103897A (en) * | 1985-05-28 | 1987-03-11 | 法兰西企业公司 | Lining shuttering |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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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