CN104343455A - Long-distance curved jacking pipe and pipe roof construction technique - Google Patents
Long-distance curved jacking pipe and pipe roof construction technique Download PDFInfo
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- CN104343455A CN104343455A CN201310336338.XA CN201310336338A CN104343455A CN 104343455 A CN104343455 A CN 104343455A CN 201310336338 A CN201310336338 A CN 201310336338A CN 104343455 A CN104343455 A CN 104343455A
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- 238000000034 method Methods 0.000 title claims abstract description 15
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- 238000002360 preparation method Methods 0.000 claims abstract description 4
- 238000005516 engineering process Methods 0.000 claims description 30
- 238000007569 slipcasting Methods 0.000 claims description 27
- 239000002689 soil Substances 0.000 claims description 15
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- 238000007796 conventional method Methods 0.000 abstract 1
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- 238000010586 diagram Methods 0.000 description 7
- 238000011161 development Methods 0.000 description 5
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- 241000357293 Leptobrama muelleri Species 0.000 description 2
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- 230000006872 improvement Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 235000019698 starch Nutrition 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 240000007594 Oryza sativa Species 0.000 description 1
- 235000007164 Oryza sativa Nutrition 0.000 description 1
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- 239000010438 granite Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
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- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a long-distance curved jacking pipe and pipe roof construction technique. The construction technique is characterized by comprising the following steps: (1) preparation, that is, the model of construction equipment is selected; (2) measuring and positioning are carried out to determine a construction position; (3) a jacking pipe platform is erected; (4) a tunnel portal is exploded, and a tunnel portal water stop device is mounted; (5) a jacking back is mounted; (6) after mounting and debugging, a pipe jacking machine enters a tunnel for jacking, and exits from the tunnel for receiving after the jacking is completed; step (6) is then repeated until a pipe roof is formed; (7) displaced grouting filling is carried out, so as to complete the pipe roof construction. The long-distance curved jacking pipe and pipe roof construction technique provided by the invention can overcome the defects of the conventional technique, and improve the pipe roof construction quality.
Description
Technical field
The present invention relates to a kind of pipe curtain construction technology, especially relate to a kind of long distance curved pipe jacking and pipe curtain construction technology.
Background technology
Pipe curtain construction technology is the common form of construction work of one in constructing tunnel, and at present along with the progress of the develop rapidly of high speed railway construction and engineering design, construction technology, execution conditions are more and more restricted.Especially, in some long distance Curve pipe curtain work progresss, existing technique has been difficult to.
Summary of the invention
The object of this invention is to provide a kind of long distance curved pipe jacking and pipe curtain construction technology, the deficiency of existing technique can be overcome, improve pipe curtain construction quality level.
For achieving the above object, the invention provides a kind of long distance curved pipe jacking and pipe curtain construction technology, comprise the steps:
Step one, preparation, chooses construction equipment needed thereby model;
Step 2, measurement and positioning, determines construction location;
Step 3, sets up push pipe platform;
Step 4, abolishes portal, and carries out the installation of portal antipriming;
Step 5, jacking back is installed;
Step 6, push-bench Installation and Debugging laggard hole jacking, reception of appearing after completing;
Then step 6 is repeated, until pipe curtain is formed;
Step 7, replacement grouting is filled, and completes the construction of pipe curtain.
Preferably, described step 6 is specially: first, enters hole and starts jacking; Secondly, assembled tube coupling; Again, jacking is continued; Finally, to appear reception.
Preferably, while carrying out step 6, also carry out drag reduction slip casting and mud conditioning operation.
Preferably, described step 6 divides 3 stages, and the first stage is the developmental tube stage, grasps push-bench jacking force, move speed, drag reduction slip casting effect, mud hydraulic pressure, formation impact by 2 developmental tubes; Second stage is the middle plate stage, is compared by the pipe curtain construction of middle plate stage, is analyzed under drawing different geological conditions and impact that different buried depth water pressure is constructed on pipe curtain with developmental tube stage various parameter; Phase III is group's pipe jacking stage, according to first stage, the construction of second stage pipe curtain, instructs phase III pipe curtain construction.
Preferably, described push pipe platform is packaged type truss frame platform, comprise carrying roller, height adjusting pads pillow, supporting bracket, support pulley and support guide composition, described carrying roller is straight, parallel, contour, described support guide is pressed flat slope and is laid, and described height adjusting pads pillow is fixed on described supporting bracket, and described supporting bracket adopts trussing, be installed on described support pulley, described support pulley is arranged on described support guide.
Preferably, described support guide is the overhead type track of tumbling-type.
Preferably, the installation allowable variation of described support guide is: axial location is 3mm, and elevation of top surface is 0 ~+3mm, and in two rails, distance is ± 2mm.
Preferably, described portal antipriming is that detachable folding pressing plate serves as a contrast double-deck cord rubber water-proof hermetically-sealed construction, by folding paper pressing plate, cord rubber ring, expands steel loop and is connected steel loop and forms.
Preferably, in described drag reduction slip casting process, grouting pressure is greater than underground soil pressure and water pressure, and slip casting supervisor and every root slip casting arm junction mounted valve, the grouting port junction that described slip casting arm and described slip casting are responsible for arranges one way valve.
Preferably, described replacement grouting filling process adopts slightly expanded concrete to fill, and first strange rear even, odd number pipe is filled after pre-buried good freezing pipe pipeline equipment, and even number pipe is filled after thaw settlement grouting, and the segmentation of pipe inner concrete is built.
Therefore, the present invention adopts above-mentioned long distance curved pipe jacking and pipe curtain construction technology, can overcome the deficiency of existing technique, improves pipe curtain construction quality level.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is the structural representation of long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment;
Fig. 2 is the vertical structure schematic diagram of push pipe platform in long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment;
Fig. 3 is the cross-sectional configuration schematic diagram of push pipe platform in long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment;
Fig. 4 is the construction sectional schematic diagram of long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment;
Fig. 5 is that in long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment, replacement grouting builds precedence diagram in filling.
Detailed description of the invention
Embodiment
The present embodiment is described for the construction of connecting line Gong Bei, Zhuhai and Macao bridge Zhuhai, port tunnel excavation section pipe curtain, pipe curtain average length 257.927m/ root described in the present embodiment, the longest at home at present, on the easement curve being positioned at radius of curvature R=885.852m ~ 906.298m and circular curve, φ 1620mm(wall thickness 20mm) 36, pipe curtain, the pipe curtain group of this big cross section, at home, also rare in the world.Two, developmental tube curtain, middle piece, group pipe jacking stage in plate stage 6 28.Distance between pipe curtain is about 35.7cm, pipe curtain is 50cm apart from port buildings pile minimum distance, the subtended angle that easement curve often saves all needs to adjust (controlling within 3mm) in jack-in process, subtended angle between circular curve segment tube coupling is fixed (controlling within 4mm), Curve Pipe Jacking precision controlling is within the scope of ± 30mm, very high to push pipe required precision.Construction pipe curtain top overburden soil thickness about 4 ~ 5m, it is port and passes in and out wind and rain corridor, ground settlement requires strict.Pipe curtain penetrating ground geology is mainly the very soft sill clay moulding shape in stream, and thickness reaches 8.6m, and during bearing capacity is extremely low, powder, gravel layer, thickness reaches 14.3m, and substratum is gravelly clay, complete, severely-weathered biotite porphyritic granite.The present embodiment pipe curtain parameter is as follows:
Pipe curtain diameter, adopts the large diameter pipe curtain of A1620mm;
Tube coupling length, adopts the tube coupling of 4m length;
Pipe curtain wall thickness, thickness of steel pipe is not less than 20mm;
Pipe interlude distance, spacing is respectively 35.5cm, 35.6cm, 35.7cm, 35.8cm according to pipe curtain position difference.Principal works quantity is as shown in table 1.
| Pipe curtain specification | Quantity (root) | Total length (m) | Remarks |
| Steel pipe A1.62m | 36 | 9180 | Tube coupling 4m/ root |
Table 1
Fig. 1 is the structural representation of long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment, as shown in the figure, comprises the steps:
Step one 101, preparation, chooses construction equipment needed thereby model.Extra large Rake push-bench selected by push-bench, its ELS measures guidance system and is equipped with fuzzy logic automatic deviation rectifying function, in driving, fuzzy logic program can analyze the deviation between the actual run trace of development machine and planned course, automatic deviation correction correction, and jacking TRAJECTORY CONTROL is more accurate.Main top system selects the main top oil cylinder combination of 6 2000kN, maximum thrust 12000kN.For improving the reliability of jacking, during developmental tube construction, after shield machine, 80m place arranges relay well.Depending on developmental tube condition of construction, when determining normal jacking, whether relay well is installed.The principle that relay well starts reaches maximum load 60 ~ 70% when main top, development machine rear, and according to calculating top power, every hole at least needs 1 group of relay well.
Step 2 102, measurement and positioning, determines construction location.
Step 3 103, sets up push pipe platform.Jacking pipe joints needs first to be placed on push pipe platform before jacking, and guide function born by push pipe platform, to ensure that tube coupling advances by design altitude and direction.Fig. 2 is the vertical structure schematic diagram of push pipe platform in long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment, and Fig. 3 is the cross-sectional configuration schematic diagram of push pipe platform in long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment.Push pipe platform is packaged type truss frame platform, comprise carrying roller 1, height adjusting pads pillow 2, supporting bracket 3, support pulley 4 and support guide 5 to form, 2 carrying rollers 1 are straight, parallel, contour, support guide 5 is pressed flat slope and is laid, height adjusting pads pillow 2 is fixed on supporting bracket 3, supporting bracket 3 adopts trussing, and be installed on support pulley 4, support pulley 4 is arranged on support guide 5.For convenience of description, also having indicated plate 7. support guide 5 in pipe curtain steel pipe 6 and vertical shaft in Fig. 2 and Fig. 3 is the overhead type track of tumbling-type.Before support guide 5 is laid, first should check the position of pipeline center, and running check should check in construction, adjust in real time.Requirement by regulating height adjusting pads pillow 2 highly to meet push pipe axis centre elevation when elevation adjustable range is within 1 meter, regulates the horizontal permanent position of height adjusting pads pillow 2 to meet the requirement of push pipe axis horizontal position.Supporting bracket 3 depth of truss direction 1 Pin/rice, when push pipe elevation adjustable range is more than 1 meter, adds layer by supporting bracket 3 and regulates.Supporting bracket 3 along support guide 5 horizontal slip, can pass through fixing lock locked during jacking construction.The installation allowable variation of support guide 5 is: axial location is 3mm, and elevation of top surface is 0 ~+3mm, and in two rails, distance is ± 2mm.
Step 4 104, abolishes portal, and carries out the installation of portal antipriming.Push pipe is appeared stage and push pipe normal jacking stage, in order to control the top power of push pipe, surface settlement is kept to be no more than permissible value, need with the annulus pressure injection lubricated slurry of certain pressure to steel pipe and surrounding soil, if the setting or not hole sealing locking device or hole sealing locking device does not reach designing requirement, the mud of pressure injection will enter in active well by gap, hole, complete mud sleeve cannot be formed, cause top power to rise, surface settlement increases, unfavorable to engineering.In addition, the soil property outside hole is poor, and particularly lower floor's sandy soils is thicker, can flow in active well along gap, hole during construction, thus affecting the normal operation of active well, serious meeting causes top, hole Study on Soil Collapse, even affects the safety of Adjacent Buildings and underground utilities.
For the feature of this engineering, select detachable folding pressing plate to serve as a contrast double-deck cord rubber water-proof hermetically-sealed construction as portal antipriming, it is primarily of folding paper pressing plate, cord rubber ring, expansion steel loop, connection steel loop composition.During each jacking construction, by bolt, antipriming is installed on the built-in fitting of hole ring beam, is installed on next jacking construction position, place after construction again, realizes recycling.
Step 5 105, jacking back is installed.I iron and steel plate pin-connected panel back is adopted to distribute, in order to avoid diaphragm wall back damages because local counter-force exceedes bearing capacity top pick counter-force.Steel back size 3m × 2m × 0.5m, arranges cement mortar screeding layer between steel back and diaphragm wall.
Step 6 106, push-bench Installation and Debugging laggard hole jacking, reception of appearing after completing, then repeats step 6, until pipe curtain is formed.Step 6 is specially: first, enters hole and starts jacking; Secondly, assembled tube coupling; Again, jacking is continued; Finally, to appear reception.Step 6 divides 3 stages, and the first stage is the developmental tube stage, grasps push-bench jacking force, move speed, drag reduction slip casting effect, mud hydraulic pressure, formation impact by 2 developmental tubes; Second stage is the middle plate stage, is compared by the pipe curtain construction of middle plate stage, is analyzed under drawing different geological conditions and impact that different buried depth water pressure is constructed on pipe curtain with developmental tube stage various parameter; Phase III is group's pipe jacking stage, and according to first stage, the construction of second stage pipe curtain, instruct phase III pipe curtain construction, Fig. 4 is the construction sectional schematic diagram for long distance curved pipe jacking of the present invention and pipe curtain construction technology embodiment.
Drag reduction slip casting and mud conditioning operation is also carried out while carrying out step 6.
This engineering curve push pipe, apex distance 255m, uses relay well in jack-in process, but the setting of relay well increases the input of equipment, if filling system is well-done, drag-reduction effect is obvious, the distance between relay well can be strengthened, reduce relay well quantity, reduce equipment investment; When Curve Pipe Jacking, if drag-reduction effect is good, reduce the controllability that top power can also improve tunneling direction.
As simulated mud is suitable, rationally pressure controlled, drag-reduction effect in layer of sand can reach the drag-reduction effect in argillic horizon equally, improve slip casting drag-reduction effect because have grout coordinate ratio, time of repose, add and starch pressure, ensure have slurries to be pressed between when whole jacking pipeline takes up an official post.
In engineering in the past, we have accumulated the experience of some slip casting drag reductions.The factor affecting drag-reduction effect mainly contains two aspects: 1. draft reduction material performance and whether be applicable to engineering geological condition; 2. the form of filling system.
Slip casting draft reduction material selects the one-piece type sliding material (BIOS) of Japanese import powdery, and in manufacturing process, stirring is full and uniform, needs to do proportioning test before construction, and whether proof theory proportioning is suitable, and main control parameters is the viscosity value (CPS) of slurries.
Lubricated slurry slurry can, works according to 4 development machines (13500 type) simultaneously, and every platform calculates by jacking 16m every day, and infiltration capacity extraordinarily starches gauge by 1.5, and storage slurry needs 10m
3, storage slurry will ensure 5 hours time of repose, is 3 6m
3storage mud tank, uses in turn, can meet the demands.
Grouting pressure is greater than underground soil pressure and water pressure, and in the present embodiment, grouting pressure is slightly larger than underground soil pressure and water pressure, and after development machine, square tube outer wall forms annular mud sleeve, and subsequent pipeline is suspended in slurry and reaches good drag-reduction effect.BIOS mud belongs to macromolecular compound, can seal soil layer hole after static with gel, little to soil body penetration amount.Grouting pressure is greater than active earth pressure, and lubricated slurry balancing earth pressure power can reduce annular space contraction, prevents surface settlement.If grouting pressure is greater than passive earth pressure, soil layer can destroy.Therefore lubricated slurry pressure setting adds hydraulic pressure and passive earth pressure adds between hydraulic pressure in active earth pressure.Reference line is pressed at the bottom of pipe and is calculated, and during construction, Stress control is 1.5 times of active earth pressures.
The SYB50-45 type hydraulic grouting pump that grouting equipment selects Jiang Hua, Shanghai shipbuilding engineering company to produce, maximum pump amount 3m3/h, have equipment light, vibrate advantage little, stable and reliable for performance.Stir slurry tank and make 2 by oneself, capacity 6m
3/.
The slip casting supervisor of grouting pipeline adopts A50 steel pipe, and slip casting arm adopts 1 cun of high-pressure hose.Slip casting supervisor and every root slip casting arm junction mounted valve, the grouting port junction that slip casting arm and slip casting are responsible for arranges one way valve.
Often organize longitudinal arrangement pitch 4m of injected hole, namely every 1 joint steel pipe lays 1 group, and often organize 3 grouting ports, hoop is 120 ° of layouts.
In order to play good drag-reduction effect, development machine is appeared and is started to entering hole, and overall process continues slip casting, and slip casting work realizes operation by automatic pressure-maintaining filling system, if full-time staff monitors.
In the present embodiment, mud conditioning is first-selected within the scope of work-yard, preset mud pit, store full mud, about can hold the mud being greater than 2000m3 and be advisable, adopt Pump breath countercirculate, face soil block is mixed into mud, import mud pit into by shield machine row mud system, by purified treatment, diameter in mud is greater than the materials such as the silt particle of 0.4mm and separates from mud, be pooled in feeder in dry shape dregs of moulding, outward transport is thrown aside; Mud after purified treatment then enters in circulatory pool, if its indices meets the requirements, then adopts slush pump the mud in circulatory pool to be pumped in shield machine the object reaching and recycle as required, and constantly supplements clear water according to demand; If its indices of the mud after purified treatment is undesirable, then adopt slush pump to be pumped into useless stock tank, concentrated outward transport is thrown aside.
Step 7 107, replacement grouting is filled, and completes the construction of pipe curtain.Replacement grouting filling process adopts slightly expanded concrete to fill, and first strange rear even, odd number pipe is filled after pre-buried good freezing pipe pipeline equipment, and even number pipe is filled after thaw settlement grouting, and the segmentation of pipe inner concrete is built, and order as shown in Figure 5.
Therefore, the present invention adopts above-mentioned long distance curved pipe jacking and pipe curtain construction technology, overcome the deficiency of existing technique, improve pipe curtain construction quality level, important reference is provided to later stage long distance curved pipe jacking construction technology, for later both at home and abroad long distance curved pipe jacking group pipe jacking provides Cheng work case, simultaneously by group's pipe jack-in process to the monitoring such as Adjacent Buildings, underground utilities, sum up group pipe jacking to the influence degree such as Adjacent Buildings, underground utilities; By the soil improvement to different complicated geological, sum up the parameter that the selection of soil improvement grouting serous fluid, pressure size, dilation angle etc. are concrete, for later similar engineering provides foundation; By Optimizing construction technique, project setting can saving resource, the reduction of erection time, improve efficiency of construction.
It is last it is noted that above embodiment is only in order to illustrate technical scheme of the present invention but not to be limited, although with reference to preferred embodiment to invention has been detailed description, those of ordinary skill in the art is to be understood that: it still can be modified to technical scheme of the present invention or equivalent replacement, and these are revised or be equal to the spirit and scope that replacement also can not make amended technical scheme disengaging technical solution of the present invention.
Claims (10)
1. long distance curved pipe jacking and a pipe curtain construction technology, is characterized in that, comprise the steps:
Step one, preparation, chooses construction equipment needed thereby model;
Step 2, measurement and positioning, determines construction location;
Step 3, sets up push pipe platform;
Step 4, abolishes portal, and carries out the installation of portal antipriming;
Step 5, jacking back is installed;
Step 6, push-bench Installation and Debugging laggard hole jacking, reception of appearing after completing;
Then step 6 is repeated, until pipe curtain is formed;
Step 7, replacement grouting is filled, and completes the construction of pipe curtain.
2. long distance curved pipe jacking according to claim 1 and pipe curtain construction technology, it is characterized in that, described step 6 is specially: first, enters hole and starts jacking; Secondly, assembled tube coupling; Again, jacking is continued; Finally, to appear reception.
3. long distance curved pipe jacking according to claim 2 and pipe curtain construction technology, is characterized in that, also carries out drag reduction slip casting and mud conditioning operation while carrying out step 6.
4. long distance curved pipe jacking according to claim 3 and pipe curtain construction technology, it is characterized in that: described step 6 divides 3 stages, first stage is the developmental tube stage, grasps push-bench jacking force, move speed, drag reduction slip casting effect, mud hydraulic pressure, formation impact by 2 developmental tubes; Second stage is the middle plate stage, is compared by the pipe curtain construction of middle plate stage, is analyzed under drawing different geological conditions and impact that different buried depth water pressure is constructed on pipe curtain with developmental tube stage various parameter; Phase III is group's pipe jacking stage, according to first stage, the construction of second stage pipe curtain, instructs phase III pipe curtain construction.
5. long distance curved pipe jacking according to claim 4 and pipe curtain construction technology, it is characterized in that: described push pipe platform is packaged type truss frame platform, comprise carrying roller, height adjusting pads pillow, supporting bracket, support pulley and support guide composition, described carrying roller is straight, parallel, contour, described support guide is pressed flat slope and is laid, described height adjusting pads pillow is fixed on described supporting bracket, described supporting bracket adopts trussing, be installed on described support pulley, described support pulley is arranged on described support guide.
6. long distance curved pipe jacking according to claim 5 and pipe curtain construction technology, is characterized in that: described support guide is the overhead type track of tumbling-type.
7. long distance curved pipe jacking according to claim 6 and pipe curtain construction technology, is characterized in that, the installation allowable variation of described support guide is: axial location is 3mm, and elevation of top surface is 0 ~+3mm, and in two rails, distance is ± 2mm.
8. long distance curved pipe jacking according to claim 7 and pipe curtain construction technology, it is characterized in that: described portal antipriming is that detachable folding pressing plate serves as a contrast double-deck cord rubber water-proof hermetically-sealed construction, by folding paper pressing plate, cord rubber ring, expand steel loop and be connected steel loop and form.
9. long distance curved pipe jacking according to claim 8 and pipe curtain construction technology, it is characterized in that: in described drag reduction slip casting process, grouting pressure is greater than underground soil pressure and water pressure, slip casting supervisor and every root slip casting arm junction mounted valve, the grouting port junction that described slip casting arm and described slip casting are responsible for arranges one way valve.
10. long distance curved pipe jacking according to claim 9 and pipe curtain construction technology, it is characterized in that: described replacement grouting filling process adopts slightly expanded concrete to fill, first strange rear even, odd number pipe is filled after pre-buried good freezing pipe pipeline equipment, even number pipe is filled after thaw settlement grouting, and the segmentation of pipe inner concrete is built.
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| CN104088652A (en) * | 2014-07-22 | 2014-10-08 | 中交第二公路勘察设计研究院有限公司 | Method for horizontal dynamic controlled-freezing water stopping between pipe roofs |
| CN105240019A (en) * | 2015-09-24 | 2016-01-13 | 中国石油天然气集团公司 | Pipe jacking construction method |
| CN106351670A (en) * | 2016-10-25 | 2017-01-25 | 中铁第四勘察设计院集团有限公司 | Closed pre-support tunnel structure |
| CN106437781A (en) * | 2016-10-25 | 2017-02-22 | 中铁第四勘察设计院集团有限公司 | Upper-soft lower-hard stratum tunnel supporting structure and construction method thereof |
| CN106522961A (en) * | 2016-11-08 | 2017-03-22 | 中国石油天然气集团公司 | Pipe-jacking construction device |
| CN106869974A (en) * | 2017-03-23 | 2017-06-20 | 中交三航局第三工程有限公司 | A kind of ultra-long horizontal pipe curtain jacking construction control device and method based on deviational survey |
| CN107152288A (en) * | 2017-06-27 | 2017-09-12 | 中铁工程装备集团有限公司 | Rectangular curve pipe curtain development machine |
| CN107916938A (en) * | 2017-12-26 | 2018-04-17 | 中铁工程装备集团有限公司 | A kind of loading device for curve pipe curtain machine guider |
| CN108871829A (en) * | 2018-07-19 | 2018-11-23 | 中铁工程装备集团有限公司 | A kind of curve pipe curtain machine experimental rig and its test method |
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