CN214784160U - Gravel reverse-filtering anti-seepage structure between piles of pile plate wall of foundation pit in water-rich stratum - Google Patents
Gravel reverse-filtering anti-seepage structure between piles of pile plate wall of foundation pit in water-rich stratum Download PDFInfo
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- CN214784160U CN214784160U CN202121023222.7U CN202121023222U CN214784160U CN 214784160 U CN214784160 U CN 214784160U CN 202121023222 U CN202121023222 U CN 202121023222U CN 214784160 U CN214784160 U CN 214784160U
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Abstract
The utility model belongs to the excavation supporting field specifically is a grit anti-seepage structure that strains between rich water stratum foundation ditch pile sheet wall stake. The front side of the front row of the cast-in-place piles is a front pile retaining plate, a gravel reverse filtering layer is filled between the rear side of the front pile retaining plate and the front row of the cast-in-place piles, clay I is arranged at the bottom of the gravel reverse filtering layer I, a plurality of drainage holes I are formed in the front pile retaining plate and communicated with the gravel reverse filtering layer I and the outside, a crown beam is arranged between the top of the front row of the cast-in-place piles and the top of the rear row of the cast-in-place piles, a concrete cushion layer is arranged at the bottom of the crown beam, a retaining wall is arranged at the front side of the top of the crown beam, a gravel reverse filtering layer II is arranged at the rear side of the retaining wall, clay II is arranged at the upper end and the lower end of the gravel reverse filtering layer II, a plurality of drainage holes II are formed in the retaining wall, the drainage holes II are communicated with the gravel reverse filtering layer II and the outside, and the retaining wall is connected with the retaining wall and the crown beam into a whole through a supporting rib.
Description
Technical Field
The utility model belongs to the excavation supporting field specifically is a grit anti-seepage structure that strains between rich water stratum foundation ditch pile sheet wall stake.
Background
With the rapid development of urban infrastructure and the continuous maturity of building technology in recent years, the restriction of complex condition factors is overcome by a plurality of buildings, and a deep foundation pit supporting mode is adopted. Due to the fact that the supporting construction difficulty of the deep foundation pit under the complex geological condition is high, accidents occur frequently, and the supporting construction difficulty becomes a main risk source in the construction process, the reasonable design and construction of the supporting form of the deep foundation pit under the complex environment still need to be deeply explored. The existing foundation pit supporting forms are generally single cantilever type retaining wall supporting, column type pile-plate wall supporting (a prefabricated retaining plate is arranged between two piles), and crown beam cantilever retaining wall supporting arranged on double rows of pile tops. The poor risk of single cantilever type retaining wall support effect is high in the above-mentioned form of strutting, and the part-column type pile plate wall is strutted because of the fender board is prefabricated between its stake and assembles, and wholeness, durability are poor, and along with the propulsion of time, soil pressure accumulation behind the fender board drops easily through the effect of water pressure. The double-row pile top is provided with the crown beam cantilever retaining wall support, so that the influence of underground water on the foundation pit and the soil between the piles is ignored.
Aiming at the defects of the support form, the cantilever type pile plate wall integral cast-in-place process and the mode of arranging the top beam cantilever retaining wall on the pile top are explored and designed, and the technical treatment of reverse filtration and seepage prevention is carried out on the back of the retaining plate in front of the pile and between the piles.
SUMMERY OF THE UTILITY MODEL
The utility model aims at optimizing the not enough deep basal pit seepage problem of solution rich water stratum among the prior art, provide a gravel reverse filtration seepage prevention structure between rich water stratum basal pit stake board wall stake.
The utility model adopts the following technical proposal: a water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure comprises a front row of cast-in-place piles and a rear row of cast-in-place piles, wherein the front side of the front row of cast-in-place piles is a front pile retaining plate, a gravel reverse-filtration layer is filled between the rear side of the front pile retaining plate and the front row of cast-in-place piles, clay I is arranged at the bottom of the gravel reverse-filtration layer I, a plurality of water drainage holes I are formed in the front pile retaining plate and are communicated with the outside, the front row filling pile and the back row filling pile are provided with a crown beam between the tops, the bottom of the crown beam is provided with a concrete cushion layer, the front side of the top of the crown beam is provided with a retaining wall, the back side of the retaining wall is provided with a sand gravel reverse filter layer II, the upper end and the lower end of the sand gravel reverse filter layer II are clay II, a plurality of water drain holes II are arranged on the retaining wall and communicated with the sand gravel reverse filter layer II and the outside, and the retaining wall is connected with the retaining wall and the crown beam into a whole through a supporting rib.
Furthermore, a drainage ditch is arranged in a foundation pit in front of the front soil baffle of the pile.
Furthermore, the elevation of the bottom of the soil baffle plate before the pile is lower than that of the upper surface of the foundation pit, the elevation of the bottom of the clay I is equal to that of the upper surface of the foundation pit, and the drain hole I at the lowest position is positioned at the bottom of the gravel reverse filter layer I.
Further, the drain hole II at the lowest position is positioned at the bottom of the sand gravel reverse filtering layer II.
Further, the sand gravel reverse filtering layer I and the sand gravel reverse filtering layer II comprise medium gravels and small gravels, wherein the particle size of the medium gravels is 4-6 mm, and the average particle size is 4.6 mm; the particle size of the small pebbles is 30-40 mm, and the average particle size is 34 mm.
Furthermore, the medium gravels and the small pebbles are respectively packaged by a plurality of woven bags, the medium gravels and the small pebbles packaged by the plurality of woven bags are respectively stacked, the coarse grain diameter is placed on one side close to the front soil baffle of the outer pile, and the water drainage holes I and the water drainage holes II are arranged in a quincunx shape at intervals of 2-3 m.
A construction method of a water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure comprises the following steps: s100, constructing a cast-in-situ bored pile; s200, constructing the crown beam and the retaining wall; s300, constructing the front soil blocking plate of the pile.
The construction method of the water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure adopts the following method in the step S100.
S101, leveling the field, clearing sundries, digging a ditch, inquiring whether underground pipelines exist, leveling the field, clearing all humus and sundries in a construction range, and transporting the sundries to a specified spoil area.
S102, measuring and lofting, determining the plane position and elevation of a pile hole according to a measurement control pile point and a design drawing, and longitudinally and transversely burying the pile protection with the center of the pile as an intersection point.
S103, embedding a protective cylinder into a hole, arranging a circular protective cylinder made of a steel plate with the thickness of 6-8 mm at the hole opening, wherein the inner diameter of the protective cylinder is 100-200 mm larger than the diameter of the drill bit, and the top surface of the protective cylinder is 300mm higher than the original ground.
S104, a drilling machine is put in place, hole forming construction is carried out according to determined parameters, the bottoms of the front row of cast-in-place piles and the rear row of cast-in-place piles enter the middle weathered mud rock layer to be not less than 3m, and the pile bottoms at the higher part of the rock surface enter the middle weathered mud in advance to be embedded to be not less than 10 m.
S105, after the drilled hole reaches the designed elevation, the drilling machine stops drilling, hole cleaning is carried out, and the thickness of the sediment at the hole bottom of the fender pile is not more than 20 cm.
S106, hoisting the reinforcement cage.
S107, installing a guide pipe and pouring concrete.
The construction method of the water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure comprises the following steps of S200.
S201, measuring and lofting, excavating a foundation pit, and chiseling off a pile head.
S202, constructing a foundation cushion layer, wherein the pouring is performed in sections, and setting settlement joints at intervals of 10-20 m or at the position of the foundation pit where the geology changes according to the design position.
S203, manufacturing and installing the steel reinforcement framework.
S204, template manufacturing and installation.
S205-pouring concrete.
S206, dismantling the template and maintaining the concrete.
S207, filling and construction of waterproof and drainage facilities.
The construction method of the water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure comprises the following steps of S300.
S301, according to the relative position of the design drawing, a measurer releases the position line of the front fender of the pile by using a total station or RTK, and a constructor hangs the line and sprays a lime line for marking;
s302, excavating a soil body before a pile;
s303, chiseling part of the retaining wall intersected with the retaining plate, embedding horizontal steel bars during manufacturing of the steel reinforcement cage, and after excavation of soil between piles is completed, breaking the protective layer of the front row of cast-in-place piles by adopting a manual chiseling method to expose the horizontal steel bars embedded in the steel reinforcement cage.
S304, stacking a sand gravel reverse filter layer I.
S305-installing the template between the piles.
S306, binding steel bars.
S307, installing an outer template.
S308, pouring concrete.
S309-concrete curing.
The utility model provides a principle of rich water stratum deep basal pit seepage problem: the double-row piles with large diameters fully transfer the self bearing capacity of rock soil, strengthen the integrity of the rock soil and the piles and optimize the stress of the structure. Due to the integrity and durability of the cast-in-place pile front soil baffle, the stress of the cantilever pile is strengthened and supplemented, the line load is changed into the surface load, meanwhile, the collapse of soil between piles can be effectively prevented, and the integrity of the structure is optimized and supplemented. The setting of rubble inverted filter has effectively prevented the loss of clay between the stake and behind the stake, and effective drainage has reduced water pressure behind the retaining wall and has increased the intensity of soil body itself simultaneously, effectively reduces double row pile load.
Compared with the prior art, the utility model discloses following beneficial effect has:
(1) aiming at the seepage problem of the deep foundation pit in the water-rich stratum, a scheme for preventing sand and stone reverse filtration among piles of the cantilever type pile plate wall is designed by comparing and optimizing the technical scheme. The technology has great reference significance for sites which are limited and have no situations of cantilever vertical support for erecting anchor cables, slope placement and the like, and provides a new idea for the support form of deep foundation pits.
(2) For guaranteeing that sand gravel reversed filter reaches the design effect, carried out the innovation to conventional construction technology, adopt the braided bag to pack the sand gravel reversed filter of different particle diameters respectively, the fine grit footpath is placed in the inboard, and the coarse grit footpath is placed in the outside, and the layering pile is neat, and the braided bag should not be filled with, and the seamless overlap joint of filter material of being convenient for arranges the outlet according to 2 ~ 3m interval quincunx simultaneously, has ensured reversed filter construction quality.
(3) A cast-in-place process is adopted to ensure the integrity and durability of the retaining wall, and a new idea is provided for deep foundation pit supporting and anti-seepage construction in the future.
Drawings
FIG. 1 is a plan view of a double row pile retaining wall;
FIG. 2 is a planing surface of a double row retaining wall;
FIG. 3 is a plan view of a single row pile retaining wall;
FIG. 4 is a schematic view of a retaining wall planing surface with a single row of piles;
FIG. 5 is a perspective view of the engagement of the retaining plate with the row of piles;
FIG. 6 is
Large sample drawing of steel bar;
in the figure, 1-front row filling pile, 2-rear row filling pile, 3-reinforcing rib, 4-retaining wall, 5-pile front retaining plate, 6.1-water outlet I, 6.2-water outlet II, 7.1-clay I, 7.2-clay II, 8.1-gravel reverse filter layer I, 8. II-gravel reverse filter layer II, 9-concrete cushion layer, 10-crown beam, 11-drainage ditch, 12-pile top, 13-road, 14-foundation pit bottom and 15-sand-gravel reverse filter layer
Number reinforcing steel bar, 16-
Number reinforcing steel bar, 17-
Number reinforcing steel bar, 18-
Number reinforcing steel bar, 19-
Steel bars.
Detailed Description
A water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure comprises a front row of cast-in-place piles 1 and a rear row of cast-in-place piles 2 which are arranged in a rear two rows, a pile front soil baffle 5 is arranged on the front side of the front row of cast-in-place piles 1, a gravel reverse-filtration layer 8 is filled between the rear side of the pile front soil baffle 5 and the front row of cast-in-place piles 1, clay I7.1 is arranged at the bottom of the gravel reverse-filtration layer I8.1, a plurality of water drainage holes I6.1 are arranged on the pile front soil baffle 5, the water drainage holes I6.1 are communicated with the gravel reverse-filtration layer I8.1 and the outside, a crown beam 10 is arranged between the top of the front row of cast-in-place piles 1 and the top of the rear row of cast-in-place piles 2, a concrete cushion layer 9 is arranged at the bottom of the crown beam 10, a retaining wall 4 is arranged on the front side of the top of the crown beam 10, a gravel reverse-filtration layer II8.2 is arranged on the rear side of the retaining wall 4, the gravel reverse-filtration layer II7.2 is communicated with the outside, the retaining wall 4 is integrally connected to the retaining wall 4 and the crown beam 10 by the ribs 3. A drainage ditch 11 is arranged in a foundation pit 14 in front of the pile front soil baffle 5.
The elevation of the bottom of the soil baffle 5 before the pile is lower than that of the upper surface of the foundation pit 14, the elevation of the bottom of the clay I7.1 is equal to that of the upper surface of the foundation pit 14, and the drain hole I6.1 at the lowest position is positioned at the bottom of the sand gravel reverse filtering layer I8.1. The lowest drainage hole II6.2 is positioned at the bottom of the sand gravel reverse filtering layer II 8.2.
The diameter of the front row of cast-in-place piles 1 is 1800mm @2500 or 1500mm @2000mm, and the diameter of the rear row of cast-in-place piles 2 is 1500mm @4000mm or 1800mm @5000 mm.
The crown beam 10 is a counterfort type retaining wall bottom and is connected with the front row of cast-in-place piles 1 and the rear row of cast-in-place piles 2 through reinforcing steel bars; the supporting ribs 3 are reinforced concrete members and are integrally connected with the retaining wall 4 and the crown beam 10; the retaining wall 4 is a concrete wall with the wall height of 3m and the thickness of 500mm, and the concrete strength is C35; the front soil baffle 5 is a cast-in-place concrete slab, and the reinforcing steel bar connection mode is a method of manually chiseling off to break off the pile surface protective layer of the row cast-in-place pile 1 so as to lead the horizontal reinforcing steel bars pre-embedded to the reinforcement cage
18 portions of reinforcing steel bar,
The number steel bar 19 is exposed and then a front retaining plate of the concrete cast pile is adopted; the sand gravel reverse filtering layer 8 is a sand gravel reverse filtering layer 8 with the thickness of 0.5m and is arranged in the height from the lowest PVC drain hole 6 at the back of the front soil baffle 5 to 0.5m below the wall top of the front soil baffle 5, the reverse filtering layer consists of middle gravel (the grain diameter is 4-6 mm, the average grain diameter is 4.6 mm) and small pebbles (the grain diameter is 30-40 mm, the average grain diameter is 34 mm) after 0.15m, and the coarse grain diameter is filled on one side close to the wall. The lower part of the PVC drain hole 6 of the lowest drainage drain hole of the front soil baffle 5 is provided with water-resisting layer clay 7 (rammed clay).
The drain holes I6.1 and the drain holes II6.2 are arranged in a quincunx shape at intervals of 2-3 m.
The construction steps are as follows:
s100-construction of the cast-in-situ bored pile:
s101: leveling the field, removing impurities, digging a detection ditch, inquiring whether underground pipelines exist, leveling the field, removing all humus and impurities in the construction range, transporting the impurities to a specified spoil area, and burying if necessary. If old foundation and block stone exist in the site, the pile position is cleared in advance, and the influence on construction caused by falling into a drill hole is avoided.
S102: and (4) setting the plane position and elevation of the pile hole according to the measurement control pile point and the design drawing by measurement lofting, and longitudinally and transversely burying the pile guard by taking the pile center as an intersection point. In the construction process, the control points are frequently retested, and the measurement control pile points and the leveling points need to be protected.
S103: when the protective cylinder is buried and formed, a circular protective cylinder made of a steel plate with the thickness of 6-8 mm is arranged at an orifice, the inner diameter of the protective cylinder is 100-200 mm larger than the diameter of a drill bit, the depth is generally 3m, and the top surface of the protective cylinder is 300mm higher than the original ground. Clay is symmetrically and uniformly backfilled around the protective cylinder, and the protective cylinder is tamped in layers to achieve the optimal compactness, so as to ensure the verticality and prevent slurry from losing, displacing and falling.
S104: and (4) positioning the drilling machine, wherein the foundation must be filled before the hole site correcting drilling machine is positioned. The drilling machine is driven to the side of the pile position, the distance between the stopping position and the rotation center and the hole position is 3-4.5 m, and if obstacles exist in the range of the rotation radius, the obstacles are required to be removed. Under the guidance of technicians, the tip of the drill aligns with the pile position marking point, the angles of the mast and the drill rod are adjusted, the leveling is accurate, and the construction is ensured not to incline or shift.
S105: the hole forming is carried out according to determined parameters, and the drilling operation must be carried out continuously without interruption. For this reason, drilling must be stopped, the hole must be capped and protected, and the drill bit must be lifted out of the hole to prevent collapse and burial of the hole.
S106: and (4) cleaning the hole, stopping drilling by the drilling machine when the drilled hole reaches the designed elevation, cleaning the hole (removing sediment at the bottom of the hole), wherein the thickness of the sediment at the bottom of the hole of the fender pile is not more than 20 cm.
S107: hoisting a reinforcement cage, and compiling a special project for hoisting the reinforcement cage before hoisting the reinforcement cage. The hoisting of the enclosure pile reinforcement cage can be implemented according to the scheme of two-point hoisting, space translation and integral hole entering.
S108: and (4) installing a guide pipe and pouring concrete.
S109: pile quality inspection, wherein the integrity of the cast-in-place pile body of the engineering is detected by adopting a low-strain dynamic measurement method or a sound measurement method, and the number of detected piles meets the requirements of design and specification; and when the integrity of the judged pile body is III or IV, verifying by using a core drilling method and enlarging the number detected by using a low-strain dynamic testing method.
S200, construction of a crown beam and a retaining wall:
s201, measuring and lofting, excavating a foundation pit, and chiseling off a pile head. Before excavation, a cutting and drainage facility is arranged above the excavation. Accumulated water in the pit should be drained at any time in rainy days. In the sections with broken rock mass or soft soil and water, the retaining wall is constructed and is suitable for construction in dry seasons; the construction of the retaining wall is carried out according to the principle of following excavation, following pile head chiseling, following pouring and timely backfilling, and the construction method combines the structural requirements and the configuration of mechanical equipment, properly segments and carries out centralized construction. The foundation is not required to be excavated by long-section pulling; the foundation trench can be excavated by adopting a manual method and a mechanical method.
S202, constructing a foundation cushion layer, wherein the pouring is performed in sections, and setting settlement joints at intervals of 10-20 m or at the position of the foundation pit where the geology changes according to the design position; before the toe board and the heel board of the wall are poured and the surface of the foundation is non-cohesive soil or dry soil, water should be sprayed in advance to wet the foundation, if the soil is too wet, a gravel cushion layer should be paved according to the design requirement, and the foundation is compacted tightly.
S203, manufacturing and installing the steel reinforcement framework.
S204, template manufacturing and installation.
S205-pouring concrete.
S206, dismantling the template and maintaining the concrete.
S207, filling and construction of waterproof and drainage facilities (the waterproof and drainage facilities comprise a sand gravel reverse filtering layer II8.2, clay II7.2 and a drainage hole II 6.2).
S300, construction of a front soil baffle of the pile:
s301, measuring and lofting. And (3) according to the relative position of the design drawing, releasing the position line of the front pile baffle by a measurer by using a total station or RTK, and then marking by hanging the line and spraying a lime line by a constructor.
S302, excavating the soil body in front of the pile. And excavating the soil body in front of the pile layer by layer and section by adopting an excavator, and finishing by manually hanging a wire. And during excavation, construction process control is strictly carried out according to the operation key points of hanging line construction. After the primary excavation, a manual secondary trimming room is reserved, the secondary trimming is in place, the over-excavation phenomenon is avoided, and the over-square quantity is reduced.
And S303, chiseling part of the retaining wall intersected with the retaining plate. In order to better play the role of the soil baffle plate before the pile, horizontal steel bars are pre-buried when the steel reinforcement cage is manufactured, and after the excavation of soil between the piles is finished, a pile surface protective layer is broken by adopting a manual chiseling method, so that the horizontal steel bars pre-buried in the steel reinforcement cage are exposed.
S304, stacking a sand gravel reverse filter layer.
S305-installing the template between the piles.
S306, binding steel bars.
S307, installing an outer template.
S308, pouring concrete.
S309-concrete curing.
Claims (6)
1. The utility model provides a grit anti-seepage structure that strains between rich water stratum foundation ditch cantilever type pile board wall stake which characterized in that: comprises a front row of filling piles (1) and a rear row of filling piles (2) which are arranged in the rear two rows, wherein a front soil baffle plate (5) is arranged at the front side of the front row of filling piles (1), a sand gravel reverse filtering layer (8) is filled between the rear side of the front soil baffle plate (5) and the front row of filling piles (1), clay I (7.1) is arranged at the bottom of the sand gravel reverse filtering layer I (8.1), a plurality of water drainage holes I (6.1) are arranged on the front soil baffle plate (5), the water drainage holes I (6.1) are communicated with the sand gravel reverse filtering layer I (8.1) and the outside, a crown beam (10) is arranged between the top of the front row of filling piles (1) and the top of the rear row of filling piles (2), a concrete cushion layer (9) is arranged at the bottom of the crown beam (10), a retaining wall (4) is arranged at the front side of the top of the crown beam (10), sand gravel reverse filtering layer II (8.2) is arranged at the rear side of the retaining wall (4), and the two ends of the sand gravel reverse filtering layer II (7.2) are clay II (7.2), the retaining wall (4) is provided with a plurality of water drainage holes II (6.2), the water drainage holes II (6.2) are communicated with the sand gravel reverse filter layer II (8.2) and the outside, and the retaining wall (4) is connected with the retaining wall (4) and the crown beam (10) into a whole through the supporting ribs (3).
2. The water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure of claim 1, which is characterized in that: a drainage ditch (11) is arranged in a foundation pit (14) in front of the pile front soil baffle (5).
3. The water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure of claim 2, which is characterized in that: the elevation of the bottom of the soil baffle (5) before the pile is lower than that of the upper surface of the foundation pit (14), the elevation of the bottom of the clay I (7.1) is equal to that of the upper surface of the foundation pit (14), and the drain hole I (6.1) at the lowest position is positioned at the bottom of the sand gravel reverse filtration layer I (8.1).
4. The water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure of claim 3, which is characterized in that: the drain hole II (6.2) at the lowest position is positioned at the bottom of the sand gravel reverse filtering layer II (8.2).
5. The water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure of claim 4, which is characterized in that: the sand gravel reverse filtering layer I (8.1) and the sand gravel reverse filtering layer II (8.2) comprise medium gravels and small gravels, wherein the particle size of the medium gravels is 4-6 mm, and the average particle size is 4.6 mm; the particle size of the small pebbles is 30-40 mm, and the average particle size is 34 mm.
6. The water-rich stratum foundation pit cantilever type pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure of claim 5, which is characterized in that: the gravel and the small pebbles are respectively packaged by a plurality of woven bags, the gravel and the small pebbles packaged by the woven bags are respectively stacked, the coarse grain diameter is placed on one side close to the front soil baffle (5) of the pile on the outer side, and the drain holes I (6.1) and the drain holes II (6.2) are arranged in a quincunx shape at intervals of 2-3 m.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121023222.7U CN214784160U (en) | 2021-05-13 | 2021-05-13 | Gravel reverse-filtering anti-seepage structure between piles of pile plate wall of foundation pit in water-rich stratum |
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|---|---|---|---|
| CN202121023222.7U CN214784160U (en) | 2021-05-13 | 2021-05-13 | Gravel reverse-filtering anti-seepage structure between piles of pile plate wall of foundation pit in water-rich stratum |
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| CN214784160U true CN214784160U (en) | 2021-11-19 |
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Effective date of registration: 20220623 Address after: 030001 269 Yingze street, Yingze District, Taiyuan, Shanxi. Patentee after: CHINA RAILWAY NO.3 ENGINEERING GROUP Co.,Ltd. Patentee after: CHINA RAILWAY NO.3 ENGINEERING GROUP CONSTRUCTION AND INSTALLATION ENGINEERING Co.,Ltd. Patentee after: GUANGZHOU METRO DESIGN & RESEARCH INSTITUTE Co.,Ltd. Patentee after: HANGZHOU METRO GROUP CO.,LTD. Address before: 030001 No. 269, Yingze Avenue, Taiyuan, Shanxi Patentee before: CHINA RAILWAY NO.3 ENGINEERING GROUP Co.,Ltd. Patentee before: Zhong tie three Bureau construction and Installation Engineering Co., Ltd. |