CN115217088A - Grid tensioning connecting piece, grid installation method and abutment-roadbed structure - Google Patents

Grid tensioning connecting piece, grid installation method and abutment-roadbed structure Download PDF

Info

Publication number
CN115217088A
CN115217088A CN202210901423.5A CN202210901423A CN115217088A CN 115217088 A CN115217088 A CN 115217088A CN 202210901423 A CN202210901423 A CN 202210901423A CN 115217088 A CN115217088 A CN 115217088A
Authority
CN
China
Prior art keywords
grid
box
abutment
connecting rod
lower box
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN202210901423.5A
Other languages
Chinese (zh)
Other versions
CN115217088B (en
Inventor
杨广庆
何勇海
张达
闫涛
刘伟超
蒲昌瑜
王志杰
孙倩
黄一凡
王贺
徐鹏
李婷
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shijiazhuang Tiedao University
Hebei Communications Planning Design and Research Institute Co Ltd
Original Assignee
Shijiazhuang Tiedao University
Hebei Communications Planning Design and Research Institute Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Shijiazhuang Tiedao University, Hebei Communications Planning Design and Research Institute Co Ltd filed Critical Shijiazhuang Tiedao University
Priority to CN202310117581.6A priority Critical patent/CN116122250A/en
Priority to CN202210901423.5A priority patent/CN115217088B/en
Publication of CN115217088A publication Critical patent/CN115217088A/en
Application granted granted Critical
Publication of CN115217088B publication Critical patent/CN115217088B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C3/00—Foundations for pavings
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C3/00—Foundations for pavings
    • E01C3/04—Foundations produced by soil stabilisation
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/02—Piers; Abutments ; Protecting same against drifting ice
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/10—Deep foundations
    • E02D27/12—Pile foundations
    • E02D27/16—Foundations formed of separate piles
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/40—Plastics
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2300/00—Materials
    • E02D2300/0084—Geogrids
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/20—Miscellaneous comprising details of connection between elements
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A30/00—Adapting or protecting infrastructure or their operation
    • Y02A30/60—Planning or developing urban green infrastructure

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Civil Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Architecture (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Agronomy & Crop Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Road Paving Structures (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

The invention discloses a grid tensioning connecting piece, a grid installation method and an abutment-roadbed structure, belongs to the technical field of roadbed engineering, and solves at least one problem of poor grid laying smoothness in the prior art. The grid tensioning connecting piece comprises a 20866a profile panel and a meshing piece; interlock piece includes fixed frame, last box, lower box and connecting rod, goes up the box and locates in the fixed frame and interlock each other with lower box and be connected, and the graticule mesh is located between box and the lower box, and the outer wall of fixed frame is located to the connecting rod, connecting rod and 20866;, type panel telescopic connection. The method comprises the steps of fixing one end of the grid through a fixing piece; placing the other end of the grid between the upper box and the lower box, so that the grid is clamped by the upper box and the lower box; the relative position between the connecting rod and the 20866;, panel is adjusted so that the connecting rod moves closer to the 20866;, panel. The grid tensioning connecting piece, the grid installation method and the abutment-roadbed structure can be used for a road bridge transition section.

Description

Grid tensioning connecting piece, grid installation method and abutment-roadbed structure
Technical Field
The invention belongs to the technical field of roadbed engineering, and particularly relates to a grid tensioning connecting piece, a grid mounting method and a bridge abutment-roadbed structure.
Background
In the prior art, for the laying of grids (for example, geogrids), panels or sand bags are generally used for fixing.
However, by adopting the method, in the laying process, the grid can only be properly fixed, but tensioning cannot be carried out, so that the grid cannot be laid smoothly.
Disclosure of Invention
In view of the above analysis, the present invention aims to provide a grid tensioning connector, a grid installation method, and an abutment-roadbed structure, which solve at least one problem of poor grid laying smoothness in the prior art.
The purpose of the invention is mainly realized by the following technical scheme:
the invention provides a grid tensioning connecting piece, which comprises a 20866a profile panel and a meshing piece; interlock piece includes fixed frame, last box, lower box and connecting rod, goes up the box and locates in the fixed frame and interlock each other with lower box and be connected, and the graticule mesh is located between box and the lower box, and the outer wall of fixed frame is located to the connecting rod, connecting rod and 20866;, type panel telescopic connection.
Furthermore, one side of the fixing frame is provided with a notch, and the grid mesh passes through the notch to be connected with the occluding piece.
Furthermore, an occlusion bulge and an occlusion groove which are mutually matched are arranged between the upper box and the lower box.
Furthermore, the engaging projection includes a connecting portion and a projecting portion, one end of the connecting portion is connected to one of the upper case and the lower case, the other end of the connecting portion is connected to the projecting portion, and the engaging groove is provided on the other of the upper case and the lower case.
Furthermore, the cross section of the bulge is trapezoidal or umbrella-shaped, and the transverse width of the connecting part is smaller than the width of the lower bottom of the bulge.
Furthermore, 20866can be formed by arranging a connecting protrusion on one of the upper end surface and the lower end surface of the panel, arranging a connecting hole on the other end surface, and inserting the connecting protrusions on the adjacent end surfaces of 20866and the adjacent panel into the connecting holes.
Further, 20866a supporting rod and a joint sleeved on the outer wall of the supporting rod are arranged on the inner wall of the shaped panel along the horizontal direction, the joint rotates relative to the supporting rod and slides along the axial direction of the supporting rod, and the connecting rod is in threaded connection with the joint.
Further, the outer wall of connecting rod is equipped with the outer wall arch, and the inner wall that connects is equipped with the inner wall arch, and the inner wall arch is located the protruding one side of keeping away from the interlock piece of outer wall.
The invention also provides a grid installation method, which adopts the grid tensioning connecting piece and comprises the following steps:
step 1: fixing one end of the grid through a fixing piece;
and 2, step: placing the other end of the grid between the upper box and the lower box, so that the grid is clamped by the upper box and the lower box;
and step 3: and adjusting the relative positions of the connecting rod and the 20866and the profile panel to enable the connecting rod to be close to the 20866and move in the direction of the profile panel, so that the grid is stretched and flattened, and the installation of the grid is completed.
The invention also provides an abutment-roadbed structure, which comprises a soil filling roadbed and an integral flexible abutment directly connected with the soil filling roadbed; the integral flexible bridge abutment comprises a bridge abutment base body, a structural rib net, a connecting long rib, a connecting short rib and the grid tensioning connecting piece; the abutment base body comprises a plurality of layers of light flowing concrete layers which are sequentially laminated; the structural rib net is arranged in the light flowing concrete layer along the horizontal direction, and the structural rib net is arranged between two adjacent light flowing concrete layers; one end of the structural rib net is connected with the connecting short rib, and the other end of the structural rib net is arranged between the upper box and the lower box; one end of the rib nets with a plurality of structures is connected with the connecting long ribs, and the other end of the rib nets is arranged between the upper box and the lower box.
Compared with the prior art, the invention can realize at least one of the following beneficial effects:
a) According to the grid tensioning connecting piece, the grid can be tensioned through adjusting the relative position between the 20866and the connecting rod, so that the grid can be tensioned smoothly.
B) According to the grid stretching connecting piece, the meshes of the grid are sleeved on the connecting part, the lower bottom of the protruding part can limit the grid to prevent the grid from falling off the connecting part, then the upper box and the lower box are mutually close, the meshing protrusion is inserted into the meshing groove, and finally the upper box and the lower box are inserted into the fixing frame, so that the grid is connected with the meshing piece.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and drawings.
Drawings
The drawings, in which like reference numerals refer to like parts throughout, are for the purpose of illustrating particular embodiments only and are not to be considered limiting of the invention.
Fig. 1 is a schematic structural view of a bite piece in a tension connector for grids provided in an embodiment of the present invention;
fig. 2 is a schematic structural view of 20866and a panel in the grid tensioning connector according to an embodiment of the present invention;
fig. 3 is a partial schematic view of a bite piece in a tension connector for grids provided in accordance with an embodiment of the present invention;
fig. 4 is a schematic structural diagram of an abutment-roadbed structure according to a second embodiment of the present invention;
fig. 5 is a geometric outline view of an integrated flexible abutment in an abutment-roadbed structure according to a second embodiment of the invention;
fig. 6 is a schematic view of connection between the connecting long bars and the sleeves in the roadbed structure of the bridge abutment according to the second embodiment of the present invention.
Reference numerals are as follows:
1-filling soil roadbed; 2-reinforcing the base layer; 3-compaction of the pile; 4-a light flowing concrete layer; 5-an anchoring part; 6-an anchoring zone; 7-structural rib net; 8-constructing a rib net; 9-connecting long ribs; 10-connecting short ribs; 11-a sleeve; 12-20866and a profile panel; 13-connecting projections; 14-connecting hole; 15-support rods; 16-a linker; 17-a connecting rod; 18-outer wall projection; 19-inner wall convex; 20-a socket; 21-a fixed frame; 22-loading the box; 23-lower the box; 24-a snap projection; 241-a connecting part; 242-a boss; 25-an occlusion groove; 26-a pedestal; 27-beam slab; 28-pavement structure layer.
Detailed Description
The preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings, which form a part hereof, and which together with the embodiments of the invention serve to explain the principles of the invention.
Example one
The embodiment provides a graticule mesh stretch-draw connecting piece, refer to fig. 1-3, including (20866;) type panel 12 and interlock spare, interlock spare includes fixed frame 21, goes up box 22, lower box 23 and connecting rod 17, goes up box 22 and lower box 23 and locates in fixed frame 21 and interlock each other and be connected, and the graticule mesh is located and is gone up between box 22 and the lower box 23, and connecting rod 17 locates the outer wall of fixed frame 21, connecting rod 17 and (20866;) type panel 1 telescopic connection.
In implementation, the grid installation method comprises the following steps:
step 1: fixing one end of the grid through a fixing piece (for example, connecting long ribs or connecting short ribs);
step 2: placing the other end of the grid between the upper box 22 and the lower box 23, so that the grid is clamped by the upper box 22 and the lower box 23;
and 3, step 3: adjusting the relative position between the connecting rod 17 and the 20866and between the shaped panels 12 to ensure that the connecting rod 17 is close to the 20866and the shaped panels 12 move to stretch and flatten the grid to complete the installation of the grid.
Compared with the prior art, the graticule mesh tensioning connection piece that this embodiment provided through adjusting 20866, the relative position between type panel 12 and the connecting rod, and then can carry out the stretch-draw to the graticule mesh to can guarantee that the stretch-draw of graticule mesh is level and smooth.
Illustratively, the thickness of the side wall of the fixing frame 21 is not less than 0.5cm, and the length, width and height of the upper box 22 and the lower box 23 are not less than 0.8m, 0.2m and 0.5m, respectively.
It can be understood that, in order to avoid the interference between the fixing frame 21 and the grid, a gap is provided on one side of the fixing frame 21 facing the soil filling subgrade 1, and the grid is connected with the engaging piece through the gap.
In order to realize the engagement of the upper case 22 and the lower case 23, an engaging protrusion 24 and an engaging groove 25 are provided between the upper case 22 and the lower case 23, and the height of the engaging protrusion 24 is greater than 0.5 times the height of the upper case 22 or the lower case 23. As for the shape of the engaging protrusion 24, specifically, it includes a connecting portion 241 and a protruding portion 242, the cross-sectional shape of the protruding portion 242 may be trapezoidal or umbrella-shaped, one end of the connecting portion 241 is connected with one of the upper case 22 and the lower case 23, the other end of the connecting portion 241 is connected with the protruding portion 242, the engaging groove 25 is provided on the other of the upper case 22 and the lower case 23, the transverse width of the connecting portion 241 is smaller than the width of the lower base of the protruding portion 242, the number of the protruding portions 242 is multiple, the mesh of one grid corresponds to at least one protruding portion 242 in the range covered by the engaging piece, the protruding portion 242 penetrates the mesh of the grid, so that the mesh of the grid is sleeved on the connecting portion 241, the width of the lower base of the protruding portion 242 is equal to the height of the engaging protrusion 24, the width of the connecting portion 241 is not greater than 0.8 times the width of the lower base of the protruding portion 242, and the height of the connecting portion 241 is the same as the height of the mesh of the grid. Adopt the interlock piece of this kind of structure, on locating connecting portion 241 with the mesh cover of graticule mesh earlier, the lower bottom of bellying 242 can be spacing to the graticule mesh, prevents that the graticule mesh from deviating from connecting portion 241, then, will go up box 22 and lower box 23 and be close to each other to insert interlock arch 24 in interlock recess 25, will go up box 22 at last and lower box 23 insert fixed frame 21 in, thereby realize being connected between graticule mesh and the interlock piece.
In practical application, a plurality of 20866; ' shaped panels 12 are generally required to be arranged at the edges of the abutment base, in order to realize the connection between the plurality of 20866; ' shaped panels 12 and ensure the integrity of the end faces of the abutment base, 20866; ' one of the upper end face and the lower end face of the shaped panels 12 is provided with a connecting protrusion 13, the other end face is provided with a connecting hole 14, the length of the connecting protrusion 13 is not more than 0.7 times of that of the 20866; ' shaped panels 12, the width of the connecting hole 14 and the connecting protrusion 13 is 0.1-0.2 m, the height of the connecting protrusion 13 is not less than 20866; ' and the thickness of the side wall of the shaped panels 12, and the integrity of the end faces of the abutment base is ensured by inserting the connecting protrusion 13 into the connecting hole 14.
In order to realize 20866telescopic connection between the profile panel 12 and the connecting rod 17, specifically, 20866, a supporting rod 15 and a joint 16 sleeved on the outer wall of the supporting rod 15 are arranged on the inner wall of the profile panel 12 along the horizontal direction, the joint 16 can rotate relative to the supporting rod 15 and can slide along the axial direction of the supporting rod 15, and the connecting rod 17 is in threaded connection with the joint 16. Therefore, the threaded connection length between the connecting rod 17 and the joint 16 can be adjusted by rotating the joint 16, 20866can be further realized, and the telescopic connection between the profile panel 12 and the connecting rod 17 can ensure the stretching and leveling of the grid.
Illustratively, the diameter of the support rod 15 is not less than 1cm, the inner diameter of the joint 16 is not less than 3cm, the length of the connecting rod 17 is 1.0 to 1.5m, and the length of the thread at the end of the connecting rod 17 is not less than 5cm.
It can be understood that, in order to guarantee the tension force between joint 16 and connecting rod 17, prevent to connect 16 and deviate from connecting rod 17, the outer wall of above-mentioned connecting rod 17 is equipped with outer wall arch 18, the inner wall that connects 16 is equipped with inner wall arch 19, inner wall arch 19 is located the protruding 18 one side of keeping away from the interlock piece of outer wall, the bellied 18 external diameter of outer wall is not less than 2cm and is not more than the internal diameter that connects 16, thereby can carry out axial spacing to inner wall arch 19, and then can guarantee the tension force between joint 16 and connecting rod 17, prevent to connect 16 and deviate from connecting rod 17.
In practical application, in order to facilitate the rotation of the joint 16, the outer wall of the joint 16 is provided with a socket 20, the axial direction of the socket 20 is perpendicular to the axial direction of the joint 16, the inner diameter of the socket 20 is not less than 1.5cm, and an operator can insert a twisting tool into the socket 20 to conveniently rotate the joint 16.
For the material of the grid tensioning connecting piece, 20866can be used, the panel 12 can be made of industrial solid waste such as slag, steel slag and coal gangue as aggregate, the upper box 22 and the lower box 23 are made of polypropylene, and the fixing frame 21 and the connecting rod 17 can be made of Q335 steel.
Example two
The embodiment provides a grid installation method, which adopts the grid tensioning connecting piece provided by the first embodiment, and comprises the following steps:
step 1: fixing one end of the grid by a fixing piece (for example, connecting long ribs or connecting short ribs);
step 2: placing the other end of the grid between the upper box 22 and the lower box 23 so that the grid is clamped by the upper box 22 and the lower box 23;
and step 3: adjusting the relative position between the connecting rod 17 and the 20866and between the shaped panels 12 to ensure that the connecting rod 17 is close to the 20866and the shaped panels 12 move to stretch and flatten the grid to complete the installation of the grid.
Compared with the prior art, the beneficial effects of the grid installation method provided by the embodiment are basically the same as the beneficial effects of the grid tensioning connecting piece provided by the first embodiment, and are not repeated herein.
Specifically, when the step 2 includes the following steps:
step 21: the mesh holes of the grid are sleeved on the connecting part 241 after passing through the convex part 242;
step 22: the upper case 22 and the lower case 23 are moved close to each other, and the engaging projection 24 is inserted into the engaging groove 25;
step 23 inserts the upper box 22 and the lower box 23 integrally into the fixed frame 21 so that the upper box 22 and the lower box 23 sandwich the grid.
EXAMPLE III
The embodiment provides an abutment-roadbed structure, referring to fig. 4 to 6, comprising a road filling foundation 1 and an integral flexible abutment directly connected with the road filling foundation 1, wherein the rigidity of the integral flexible abutment is greater than that of the road filling foundation 1, the road filling foundation 1 is divided into a plurality of encrypted areas along the direction of a line, the rigidity of the encrypted areas is gradually reduced along the direction far away from the abutment, the integral flexible abutment comprises an abutment base body, a structural rib net 7, a structural rib net 8, a connecting long rib 9 and a connecting short rib 10, the abutment base body is of a layered structure and comprises a plurality of layers of light flowing concrete layers 4 (for example, the light flowing concrete layers 4) which are sequentially stacked, the structural rib net 7 is arranged in the light flowing concrete layers 4 along the horizontal direction, the length of the structural rib net 7 is 0.8-0.9 times of the whole height of the abutment, the structural rib net 8 is arranged between two adjacent layers of the light flowing concrete layers 4 and is communicated, one end of the structural rib net 8 is connected with the connecting short rib 10, the other end is arranged between an upper box 22 and a lower box 23, the length of the connecting short rib net 10 is not greater than 20.9 cm, the length of the connecting short rib net 8-5 cm, the vertical structure is not greater than the vertical structure, and the distance between the vertical structure between the upper box 7 and the vertical structure is not greater than 1-5 m, and the vertical structure is not greater than the vertical structure, and the distance between the vertical structure is not greater than 2.9.
In the prior art, because a large rigidity difference exists between a rigid bridge abutment and a soil filling subgrade, a transition subgrade is usually arranged between the rigid bridge abutment and the soil filling subgrade, and the transition subgrade is made of graded broken stones or light fillers and is arranged between the rigid bridge abutment and the soil filling subgrade, so that the rigidity difference between the rigid bridge abutment and the soil filling subgrade is compensated.
Compared with the prior art, the abutment-roadbed structure provided by the embodiment can fix the structural rib net 7 and the structural rib net 8 close to one end of the road-filling foundation 1 and stretch the other end of the structural rib net through the grid tensioning connecting piece during construction, so that the structural rib net 7 and the structural rib net 8 can be tensioned smoothly. It should be noted that, through the interaction between the grid tensioning connector and the connecting long rib 9, in the pouring process of the lightweight flowing concrete layer 4, the structural rib net 7 and the structural rib net 8 can be basically ensured to be always kept at fixed positions, and the force applied by the grid tensioning connector to the structural rib net 7 and the structural rib net 8 is not concentrated force, so that the structural rib net 7 and the structural rib net 8 can be prevented from being damaged due to the concentrated force and the influence on the working performance of the structural rib net 7 and the structural rib net 8 can be reduced.
Meanwhile, referring to fig. 1, the rigidity transition can be divided into at least 2 transition areas, the first transition area is an area provided with the structural rib net 7 and the structural rib net 8 at the same time, the second transition area is an area provided with only the structural rib net 8, the gradual change of the self rigidity of the integral flexible bridge abutment of the structure reduces the requirement on the rigidity of the soil filling roadbed, simplifies the foundation treatment process, the integral flexible bridge abutment is adopted to replace a rigid bridge abutment and a transition roadbed, and meanwhile, the integral flexible bridge abutment can ensure that the pressure of the bottom of the abutment is diffused and attenuated in the integral area (namely the area with higher reinforcement density) of the structural rib net 7 and the structural rib net 8.
In addition, through the setting of structural reinforcement net 7, structural reinforcement net 8, connection long muscle 9 and connection short muscle 10, at the in-process of pouring, structural reinforcement net 7, structural reinforcement net 8, connection long muscle 9, connection short muscle 10 and light mobile concrete layer 4 are pour as an organic wholely, can also avoid arousing the concrete fracture because of the drying shrinkage of light mobile concrete layer 4, guarantee the wholeness and the stability of integral flexible abutment.
Illustratively 208662086, the height of the profile plate 12 is 0.10-0.15 times the height H of the integral flexible abutment, the length is 0.15-0.20 times the height H of the integral flexible abutment, the width is 0.05-0.1 times the height H of the integral flexible abutment, and the thickness of the side wall is not less than 0.2m.
In order to form the rigid gradual change structure again in the second transition area, from bottom to top, in two adjacent layers of light flowing concrete layers 4, the end face, far away from the bridge, of the light flowing concrete layer 4 on the upper layer protrudes out of the end face, far away from the bridge, of the light flowing concrete layer 4 on the lower layer, so that a stepped integral flexible abutment is formed.
The geometric outline of the integral flexible bridge abutment is a wedge-shaped body, specifically, the integral flexible bridge abutment can be the wedge-shaped body, in the vertical direction, a part of the integral flexible bridge abutment and a part of the soil filling roadbed which correspond to the step shape can replace a transition roadbed, the transition roadbed is omitted, the gradual stiffness of the geometric outline and the encryption area of the integral flexible bridge abutment is reduced, the smooth reduction of the stiffness of the integral flexible bridge abutment is realized, the stiffness difference of the interface between the integral flexible bridge abutment and the soil filling roadbed is further reduced, and the interface effect between the bridge abutment and the roadbed is effectively weakened.
It should be noted that the geometric profile of the integral flexible bridge abutment is a wedge, the length of the bottom edge of the wedge is not less than 0.8 times of the overall height of the integral flexible bridge abutment, the length of the top edge of the wedge is not less than 1.5 times of the overall height of the integral flexible bridge abutment, a connecting line between the center point of the bottom surface of the pedestal 26 and the center point of the bottom edge of the abutment back of the integral flexible bridge abutment is defined as an auxiliary line a, an included angle between the auxiliary line a and the bottom surface of the integral flexible bridge abutment is β, and β is not more than 45 °, and the abutment back slope rate of the integral flexible bridge abutment is 1-1.5.
The above-mentioned lightweight mobile concrete layer 4 may be made of, for example, ramie fiber foam lightweight mobile concrete, which is a component of the ramie fiber foam lightweight mobile concrete, specifically, in terms of mass percentageComprises 40 to 50 percent of fly ash, 30 to 40 percent of Portland cement, 0.1 to 0.5 percent of ramie fiber, 2 to 3 percent of early strength agent, 1 to 2 percent of cement foaming agent, 1 to 2 percent of foam stabilizer, 0.5 to 1 percent of water reducing agent, 6 to 18mm of ramie fiber, 0.4 to 0.6 of water-to-glue ratio of ramie fiber foam light flowing concrete, and the density of the ramie fiber foam light flowing concrete is not more than 1.0g/cm 3 And the standard value of the cubic compressive strength is not less than 20MPa. The ramie fiber foam light-weight flowing concrete can properly improve the flexibility of the integrated flexible bridge abutment on the basis of ensuring the rigidity of the integrated flexible bridge abutment, thereby further reducing the rigidity difference between the integrated flexible bridge abutment and the road bed 1. The ramie fiber is adopted to replace the reinforcing steel bar, so that the aim of reinforcing the foam light flowing concrete is achieved, and compared with the reinforcing steel bar adopted as a reinforcing material, the ramie fiber reinforced concrete is more ecological and low-carbon. In addition, the early strength agent is added into the ramie fiber foam light flowing concrete to accelerate the flowing self-compaction process of the ramie fiber foam light flowing concrete, simplify the roadbed processing procedure and omit the arrangement of a bridge head butt strap, so that the purposes of controllable engineering quality and high-efficiency construction can be realized, and the construction period can be saved.
In order to prevent the integral flexible abutment from toppling during the bearing of the load, the integral flexible abutment further comprises, for example, an anchoring member 5 (e.g., a prestressed anchorage cable), the anchoring member 5 extending in a vertical direction through the layer of light flowing concrete 4, the structural web 7 and the structural web 8 and into the ground, which is driven into the bearing layer and forms an anchoring zone 6 having a certain reinforcement depth. Illustratively, the number of anchors 5 is plural, and plural anchors 5 are arranged laterally along the integral flexible abutment.
The anchoring part 5 takes Q335 steel as a raw material, adopts a steel pipe with the diameter not less than 150mm and the wall thickness not less than 5mm, the length of the anchoring part driven into the bearing layer is not less than 2.0m, the anchoring length of the anchoring area 6 is not less than 1.0m, and cubic compression strength standard value is poured in the steel pipe and concrete is not less than 30 MPa; the distance between two adjacent anchors 5 along the longitudinal direction of the line is not more than 1.5m, and the distance along the transverse direction of the line is not more than 2.0m.
Consider that the thickness of abutment base member is great, in the thickness direction of abutment base member, all structural rib nets 7 can't be connected to the length of a connection long muscle 9 usually, consequently, need adopt a plurality of connection long muscle 9 to connect the longer structure of formation length, particularly, two adjacent connection long muscle 9 pass through sleeve 11 and connect, the both ends or the entire body of connecting long muscle 9 outer wall are equipped with the screw thread, sleeve 11's inner wall is equipped with the screw thread, two adjacent connection long muscle 9 all with sleeve 11 threaded connection, thereby can connect a plurality of connection long muscle 9 and form the longer structure of length. In practical application, the length of the connecting long ribs 9 is not less than the pouring thickness of the light flowing concrete layer 4 every time, the connecting long ribs 9 are connected in a segmented mode in the pouring process, the sleeve 11 is not less than 10cm, and the wall thickness is not less than 5mm.
Specifically, the vertical spacing between two adjacent layers of the structural webs 7 is determined by the following method:
step A: preliminarily drawing up the vertical space between two adjacent layers of structural reinforcement meshes in the integral flexible bridge abutment, and further determining the total cross section area a of the structural reinforcement meshes and the light flowing concrete layer in the cross section of a certain reinforcement unit and the cross section area a of the structural reinforcement meshes 7 1 Cross section area a of light flowing concrete layer in the structural rib net 2 ；
And B: calculating the elastic modulus of the structural rib net and the light flowing concrete layer composite;
Figure BDA0003771041600000111
Figure BDA0003771041600000112
in the formula: e y The composite body of the structural rib net and the light flowing concrete layer has a horizontal composite elastic modulus (MPa);
E z the composite body of the structural rib net and the light flowing concrete layer has a vertical composite elastic modulus (MPa);
E c -the modulus of elasticity (MPa) of the light flowing concrete layer;
E r -the modulus of elasticity (MPa) of the structural web;
v yz the elastomer being subjected to stress in the y-directionUnder the action, the ratio of the strain of the z-direction line to the strain of the y-direction line;
v xy the ratio of the strain of the y-direction line to the strain of the x-direction line of the elastic body under the stress of the x-direction;
v c -poisson's ratio of the light flowing concrete layer;
v r -poisson's ratio of the structural web;
a-total cross-sectional area (mm) of the structural web and the light-weight flowing concrete layer 2 )；
a 1 Cross-sectional area (mm) of the structural web 2 )；
a 2 -cross-sectional area (mm) of light flowing concrete layer 2 )。
And C: calculating the total settlement of the integral flexible abutment;
Figure BDA0003771041600000121
in the formula: s-total settlement (mm) of integral flexible abutment;
S max -maximum settling volume (mm) of the integral flexible abutment;
E z -the structural rebar net and lightweight flowing concrete layer composite is vertically compounded in elastic modulus (MPa);
i-moment of inertia (mm) 4 ) And is and
Figure BDA0003771041600000122
b is the length of the composite of the structural rib net and the light flowing concrete layer along the x direction, and mm, and xi is the length of the composite of the structural rib net and the light flowing concrete layer along the z axis, and mm;
gamma-weight of composite of unit volume structure rib net and light flowing concrete layer, kN/m 3 ；
z-distance (mm) from the top surface of the integral flexible abutment;
y-longitudinal distance (mm) along the monolithic flexible abutment;
l-the total length of the monolithic flexible bridge in the y-direction (mm);
h-overall height of the integral flexible abutment (mm).
The total settlement S of the integral flexible abutment is the maximum value S of the total settlement max And when the maximum value S of the total settlement of the integral flexible bridge abutment max Less than the maximum allowable settlement of the integral flexible abutment S]If the arrangement density of the structural rib nets meets the requirements, otherwise, the vertical spacing of the structural rib nets needs to be adjusted, and the calculation is carried out again according to the design flow until the maximum settlement value S of the integral flexible bridge abutment max Less than the maximum allowable settlement of the integral flexible abutment S]And the arrangement density of the structural rib net can be determined to meet the requirement.
It should be noted that the allowable maximum settlement [ S ] of the integral flexible abutment can be calculated by the method in the prior art, and the value is related to the structural form of the upper part of the bridge, the span of the bridge, the road grade and the like.
It should also be noted that the area in which the structural tendons 7 are arranged is the main stressed area of the integral flexible abutment. In theory, the arrangement density of the structural webs 7 should be significantly greater than the arrangement density of the structural webs 8, and in fig. 1, the problem of image clarity is taken into account, without significant encrypted arrangement of the structural webs 7.
Illustratively, the structural webs 7, the structural webs 8 and the connecting struts 9 are all made of warp-knitted meshes of carbon fiber bundles. The carbon fiber bundle warp-knitted grid is adopted to replace a reinforcing steel bar, the purpose of reinforcing the abutment base body is achieved, and compared with the reinforcing steel bar adopted as a reinforcing material, the reinforcing steel bar is more ecological and low-carbon.
The carbon fiber bundle warp-knitted grid comprises a carbon fiber bundle and a resin coating coated on the surface of the carbon fiber bundle, the fracture elongation of the carbon fiber bundle is less than 2%, the longitudinal tensile strength and the transverse tensile strength of the carbon fiber bundle warp-knitted grid are not less than 80kN/m, the size of a single grid is 20-40 mm, and the width is not less than 3m.
For the implementation mode of gradually reducing the rigidity of the multiple encryption zones, illustratively, the multiple compaction piles 3 are arranged in the encryption zones, the compaction piles 3 are arranged along the vertical direction, the pile spacing of the compaction piles 3 in the multiple encryption zones is gradually increased along the direction away from the integral flexible bridge abutment, and/or the pile diameter of the compaction piles 3 in the multiple encryption zones is gradually reduced along the direction away from the integral flexible bridge abutment, so that the rigidity of the multiple encryption zones can be gradually reduced by adjusting the pile spacing of the compaction piles 3 in different encryption zones and/or the pile diameter of the compaction piles 3.
Illustratively, the compaction piles 3 are column hammer type rammed and expanded building rubbish compaction piles, the rigidity of the soil filling roadbed 1 is improved to different degrees by utilizing the secondary encryption effect of the column hammer type rammed and expanded building rubbish compaction piles, the rigidity difference between the integral flexible bridge abutment and the soil filling roadbed 1 is gradually made up, and multi-gradient smooth transition of the rigidity difference between the integral flexible bridge abutment and the soil filling roadbed 1 is realized. In addition, a certain amount of construction waste such as waste concrete and waste bricks is filled in the column hammer type rammed construction waste compaction pile, so that the aim of constructing a green traffic structure with a whole life cycle can be fulfilled while the strength of a structure is enhanced.
Specifically, the following method is adopted for determining the pile spacing and the pile diameter of the compaction pile 3:
a, step a: preliminarily selecting the pile diameter and the pile spacing of the compaction piles, and calculating the area replacement rate m of the road bed filled with the compacted piles according to the following formula;
Figure BDA0003771041600000141
in the formula: xi-the pile spacing (m) of the compacted piles;
m is the replacement rate of the road bed area of the filling road;
d is the pile diameter (m) of the compaction pile.
Step b: calculating the allowable area replacement rate [ m ] of the road filling foundation]And minimum compaction factor D emin ；
Figure BDA0003771041600000142
In the formula: [ m ] -permissible area replacement rate of the road fill subgrade;
[f sp ]-allowed value of load bearing capacity (kPa) of the road bed;
f cu -average value of pile body compressive strength (kPa);
f sk -inter-pile fill subgrade bearing capacity characteristic value (kPa);
A p single pile Cross section (mm) 2 )；
β p The vertical compression resistance bearing capacity correction coefficient of the pile body is 0.2-0.5;
β s the correction coefficient of the bearing capacity of the soil foundation filled between the piles is 0.1 to 0.4;
eta, the reduction coefficient of the pile body strength, is 0.2 to 0.3.
Figure BDA0003771041600000151
In the formula: d emin The minimum compaction factor is preferably greater than 0.80;
γ d0 after the compaction pile compacts and fills the hole, the dryness and gravity kN/m of the center point part of the hole is 3 3 ；
γ dmax Maximum dry weight kN/m determined by the compaction test 3 。
Step c: comparing the replacement rate m of the soil-fill subgrade area with the allowable soil-fill subgrade area replacement rate m]When m is not less than m]And the minimum compaction factor D emin If the design requirement is met, the pile diameter and the pile spacing of the compaction piles are preliminarily selected to meet the design requirement, otherwise, the pile diameter and the pile spacing of the compaction piles are adjusted to recalculate until the obtained replacement rate m of the area of the road bed filled with the filler is not less than the allowable replacement rate [ m ] of the area of the road bed filled with the filler]And the minimum compaction factor D emin And the design requirements are met.
Taking 2 compaction areas as an example, namely, the compaction areas are divided into a first compaction area and a second compaction area, the diameter of the pile body of each compaction pile 3 is 0.3-0.5 m, the length of each pile is 1.2-1.5 m, the pile arrangement mode is regular triangle pile arrangement, the materials of the compaction piles 3 comprise construction wastes such as waste concrete and waste brick stones, and the pile spacing of the first compaction area is 0.8-1.0 m; the pile spacing of the second encryption area is 1.2-1.5 m.
It can be understood that the above-mentioned abutment roadbed structure further comprises a pedestal 26 (cast-in-place concrete pedestal 26), a beam plate 27 and a pavement structure layer 28, the pedestal 26 is arranged on the integral flexible abutment, one end of the beam plate 27 and one end of the pavement structure layer 28 are both erected on the pedestal 26, wherein the height H of the pedestal 26 is not less than 0.1 times of the height H of the integral flexible abutment, the width H of the integral flexible abutment is not less than 0.2 times of the height H of the integral flexible abutment, and the distance between the pedestal 26 and the first layer 20866and the distance between the slab 12 is not less than 0.1 times of the height H of the integral flexible abutment.
Considering that the setting of the pedestal 26 causes a gap between the pavement structure layer 28 and the integrated flexible bridge abutment and the soil filling subgrade 1, a reinforcement base layer 2 is arranged between the pavement structure layer 28 and the integrated flexible bridge abutment and the soil filling subgrade 1, and the upper surface and the lower surface of the reinforcement base layer 2 are both provided with double-twisted steel meshes. Therefore, gaps between the pavement structure layer 28 and the integral flexible bridge abutment and the road filling foundation 1 can be filled up through the reinforcement base layer 2, and the smoothness and stability of the pavement structure layer 28 are guaranteed.
The reinforced base layer 2 is filled by graded broken stones with the maximum grain size of less than 35mm, and the compactness is controlled to be more than 96%; the double-stranded steel wire mesh sheet is woven by PVC-coated low-carbon steel wires, the diameter of each low-carbon steel wire is not less than 2.5mm, and the area of each single mesh is not more than 80cm 2 The transverse tensile strength of the double-twisted steel wire mesh is not less than 20KN/m, and the longitudinal tensile strength of the double-twisted steel wire mesh is not less than 25KN/m.
While the invention has been described with reference to specific preferred embodiments, it will be understood by those skilled in the art that various changes and modifications may be made without departing from the spirit and scope of the invention as defined in the following claims.

Claims (10)

1. A stretching connector for grid is characterized by comprising 20866;, a profile panel and a snap-in piece;
interlock spare includes fixed frame, last box, lower box and connecting rod, go up the box and locate in the fixed frame with lower box and interlock each other and be connected, the graticule mesh is located between box and the lower box, the outer wall of fixed frame is located to the connecting rod, connecting rod and the scalable connection of 20866; "type panel.
2. The grid tensioning connection according to claim 1, wherein the fixing frame is provided with a notch at one side thereof, through which the grid is connected to the engaging member.
3. The grid tensioning connection according to claim 1, wherein the upper box and the lower box are provided with mutually cooperating snap projections and snap recesses.
4. The grid tensioning connection according to claim 3, wherein the engaging protrusion includes a connecting portion and a protruding portion, one end of the connecting portion is connected to one of the upper box and the lower box, the other end of the connecting portion is connected to the protruding portion, and the engaging groove is provided on the other of the upper box and the lower box.
5. The grid tensioning connection member according to claim 4, wherein the cross-sectional shape of the protruding portion is trapezoidal or umbrella-shaped, and the lateral width of the connection portion is smaller than the width of the lower base of the protruding portion.
6. The grid tensioning connecting piece according to claim 1, characterized in that one of the upper end face and the lower end face of the 20866and the other end face of the 20866is provided with a connecting protrusion, the other end face of the 20866and the connecting protrusion on the end face of the 20866adjacent to each other are inserted into the connecting hole.
7. The grid tensioning connecting piece according to any one of claims 1 to 6, wherein the 20866and the inner wall of the profile panel are horizontally provided with a support rod and a joint sleeved on the outer wall of the support rod, the joint rotates relative to the support rod and slides along the axial direction of the support rod, and the connecting rod is in threaded connection with the joint.
8. The grid tensioning attachment of claim 7, wherein the outer wall of the connecting rod is provided with outer wall projections and the inner wall of the connector is provided with inner wall projections on a side of the outer wall projections remote from the bite piece.
9. A method of installing a grid using the grid tensioning attachments of any one of claims 1 to 8, the method comprising the steps of:
step 1: fixing one end of the grid through a fixing piece;
and 2, step: placing the other end of the grid between the upper box and the lower box so that the grid is clamped by the upper box and the lower box;
and step 3: and adjusting the relative positions of the connecting rod and the 20866and the profile panel to enable the connecting rod to be close to the 20866and move in the direction of the profile panel, so that the grid is stretched and flattened, and the installation of the grid is completed.
10. An abutment-roadbed structure is characterized by comprising a road-filling roadbed and an integral flexible abutment which is directly connected with the road-filling roadbed;
the integral flexible abutment comprises an abutment base, a structural web, a connecting long web, a connecting short web and the grid tensioning connection member as claimed in any one of claims 1 to 8;
the abutment base body comprises a plurality of layers of light flowing concrete layers which are sequentially stacked;
the structural rib net is arranged in the light flowing concrete layers along the horizontal direction, and the structural rib net is arranged between two adjacent light flowing concrete layers;
one end of the structural rib net is connected with the connecting short rib, and the other end of the structural rib net is arranged between the upper box and the lower box;
one end of the rib nets with a plurality of structures is connected with the connecting long ribs, and the other end of the rib nets is arranged between the upper box and the lower box.
CN202210901423.5A 2022-07-28 2022-07-28 Grid tensioning connecting piece, grid installation method and abutment-roadbed structure Active CN115217088B (en)

Priority Applications (2)

Application Number Priority Date Filing Date Title
CN202310117581.6A CN116122250A (en) 2022-07-28 2022-07-28 Grid tensioning connector, grid installation method and abutment-roadbed structure
CN202210901423.5A CN115217088B (en) 2022-07-28 2022-07-28 Grid tensioning connecting piece, grid installation method and abutment-roadbed structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202210901423.5A CN115217088B (en) 2022-07-28 2022-07-28 Grid tensioning connecting piece, grid installation method and abutment-roadbed structure

Related Child Applications (1)

Application Number Title Priority Date Filing Date
CN202310117581.6A Division CN116122250A (en) 2022-07-28 2022-07-28 Grid tensioning connector, grid installation method and abutment-roadbed structure

Publications (2)

Publication Number Publication Date
CN115217088A true CN115217088A (en) 2022-10-21
CN115217088B CN115217088B (en) 2023-03-14

Family

ID=83613538

Family Applications (2)

Application Number Title Priority Date Filing Date
CN202210901423.5A Active CN115217088B (en) 2022-07-28 2022-07-28 Grid tensioning connecting piece, grid installation method and abutment-roadbed structure
CN202310117581.6A Pending CN116122250A (en) 2022-07-28 2022-07-28 Grid tensioning connector, grid installation method and abutment-roadbed structure

Family Applications After (1)

Application Number Title Priority Date Filing Date
CN202310117581.6A Pending CN116122250A (en) 2022-07-28 2022-07-28 Grid tensioning connector, grid installation method and abutment-roadbed structure

Country Status (1)

Country Link
CN (2) CN115217088B (en)

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2627055Y (en) * 2003-05-30 2004-07-21 长安大学 U-form abutment soft patch
CN102704498A (en) * 2012-05-31 2012-10-03 中冶集团武汉勘察研究院有限公司 Technology for processing soil filled slope by combining geogrids and concrete panels
CN104790428A (en) * 2015-04-08 2015-07-22 贵州建工集团第一建筑工程有限责任公司 Ultrahigh integrated plastic-steel grid reinforced soil abutment retaining wall structure and construction method thereof
CN107761663A (en) * 2017-11-08 2018-03-06 江苏科技大学 A kind of sheep pile wharf structure and its construction method
CN207775923U (en) * 2018-01-24 2018-08-28 湖北工业大学 A kind of reinforced soil retaining wall structure
CN109295955A (en) * 2018-10-12 2019-02-01 安徽徽风新型合成材料有限公司 A kind of geotechnical grid tensioning equipment and its work step
CN208815364U (en) * 2018-07-28 2019-05-03 新疆维吾尔自治区交通规划勘察设计研究院 One kind returning packet mode TGXG Steep Slope Embankment structure
CN210315102U (en) * 2019-06-26 2020-04-14 福建省龙祥建设集团有限公司 Slope protection reinforced roadbed structure of composite ecological decoration panel

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2627055Y (en) * 2003-05-30 2004-07-21 长安大学 U-form abutment soft patch
CN102704498A (en) * 2012-05-31 2012-10-03 中冶集团武汉勘察研究院有限公司 Technology for processing soil filled slope by combining geogrids and concrete panels
CN104790428A (en) * 2015-04-08 2015-07-22 贵州建工集团第一建筑工程有限责任公司 Ultrahigh integrated plastic-steel grid reinforced soil abutment retaining wall structure and construction method thereof
CN107761663A (en) * 2017-11-08 2018-03-06 江苏科技大学 A kind of sheep pile wharf structure and its construction method
CN207775923U (en) * 2018-01-24 2018-08-28 湖北工业大学 A kind of reinforced soil retaining wall structure
CN208815364U (en) * 2018-07-28 2019-05-03 新疆维吾尔自治区交通规划勘察设计研究院 One kind returning packet mode TGXG Steep Slope Embankment structure
CN109295955A (en) * 2018-10-12 2019-02-01 安徽徽风新型合成材料有限公司 A kind of geotechnical grid tensioning equipment and its work step
CN210315102U (en) * 2019-06-26 2020-04-14 福建省龙祥建设集团有限公司 Slope protection reinforced roadbed structure of composite ecological decoration panel

Also Published As

Publication number Publication date
CN115217088B (en) 2023-03-14
CN116122250A (en) 2023-05-16

Similar Documents

Publication Publication Date Title
JP5113290B2 (en) Construction method of semi-integral abut bridge using steel box girder
CN110904740B (en) Roadbed and method for controlling differential settlement of high-speed railway road and bridge transition section
CN215252045U (en) Soft soil foundation highway composite foundation structure
CN107165013A (en) Geotechnical grid reinforcement foam concrete light road foundation fills structure and its method
CN114032724B (en) Assembled recycled concrete rural pavement
CN101671985A (en) Quake-proof coverage-type reinforced fill structure
CN113073680B (en) Slag disposal site retaining wall structure of plateau high-cold area and construction method thereof
CN115217088B (en) Grid tensioning connecting piece, grid installation method and abutment-roadbed structure
CN115162142B (en) Abutment-roadbed integrated structure and construction method thereof
CN115217026B (en) Integral flexible abutment and abutment-roadbed structure
CN115029977B (en) Assembled composite road and bridge transition embankment and construction method thereof
CN110924262A (en) New and old road surface base course overlap joint structure
CN111778881B (en) Method for reinforcing arch springing section of box arch by combining fiber woven mesh reinforcement and ECC (error correction code) with single-side enlarged cross section
CN113136788B (en) Bridgehead structure capable of reducing incidence of bridgehead bumping and construction and maintenance method
CN210507402U (en) Compensation roadbed construction structure of plastic drainage plate and CFG pile soft foundation transition section
CN210315650U (en) Anchor rod reinforced composite retaining wall
CN114855517A (en) A road surface additional strengthening for soft soil roadbed
CN114250654B (en) Composite reinforced prestress foundation bed structure of ballastless track of high-speed railway and construction method
CN116145495B (en) Bridge tunnel pavement longitudinal crack reinforcing treatment structure and application method thereof
CN216193941U (en) Novel abutment structure
CN115262625B (en) Double-layer retaining wall suitable for filling roadbed
CN219240168U (en) Port bulk cargo yard foundation stabilization structure
CN111101446B (en) Construction method of soil-covered corrugated steel plate bridge
CN218204535U (en) Double-layer retaining wall suitable for filling roadbed
CN211973071U (en) Structure is prevented subsiding by prefabricated concatenation bridgehead

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant