WO2023213117A1 - 一种临河既有路基路堤墙段加宽结构及施工方法 - Google Patents

一种临河既有路基路堤墙段加宽结构及施工方法 Download PDF

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Publication number
WO2023213117A1
WO2023213117A1 PCT/CN2023/077785 CN2023077785W WO2023213117A1 WO 2023213117 A1 WO2023213117 A1 WO 2023213117A1 CN 2023077785 W CN2023077785 W CN 2023077785W WO 2023213117 A1 WO2023213117 A1 WO 2023213117A1
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WO
WIPO (PCT)
Prior art keywords
retaining wall
roadbed
original
embankment
widened
Prior art date
Application number
PCT/CN2023/077785
Other languages
English (en)
French (fr)
Inventor
宋冰
董俭召
刘永松
刘波
章儒愿
杨锋
Original Assignee
中交路桥建设有限公司
中交路桥华东工程有限公司
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 中交路桥建设有限公司, 中交路桥华东工程有限公司 filed Critical 中交路桥建设有限公司
Publication of WO2023213117A1 publication Critical patent/WO2023213117A1/zh

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Classifications

    • 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
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/24—Prefabricated piles
    • E02D5/28—Prefabricated piles made of steel or other metals
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E—FIXED CONSTRUCTIONS
    • E03—WATER SUPPLY; SEWERAGE
    • E03F—SEWERS; CESSPOOLS
    • E03F3/00—Sewer pipe-line systems
    • E03F3/02—Arrangement of sewer pipe-lines or pipe-line systems
    • E—FIXED CONSTRUCTIONS
    • E03—WATER SUPPLY; SEWERAGE
    • E03F—SEWERS; CESSPOOLS
    • E03F3/00—Sewer pipe-line systems
    • E03F3/04—Pipes or fittings specially adapted to sewers
    • E—FIXED CONSTRUCTIONS
    • E03—WATER SUPPLY; SEWERAGE
    • E03F—SEWERS; CESSPOOLS
    • E03F5/00—Sewerage structures
    • E03F5/04—Gullies inlets, road sinks, floor drains with or without odour seals or sediment traps

Definitions

  • the technical field of road construction patented by this invention relates to the widening construction of existing roadbeds, and specifically relates to a widening structure and construction method of existing roadbed and embankment wall sections facing a river.
  • the filler for the widened part is generally made of earthen filler.
  • equipment such as impact rollers and hydraulic tampers for multiple passes of comprehensive compaction and reinforcement to strengthen the Stable roadbed connection.
  • This method has complex processes, a long construction period, a lot of equipment investment, and the construction quality is difficult to guarantee.
  • quality problems such as uneven settlement often occur at the connection between the new and old roadbeds;
  • the purpose of this invention is to address the above problems and provide a structure and construction method for widening the wall section of an existing roadbed embankment facing a river, making full use of the existing embankment wall, reducing the amount of new retaining wall projects, reducing construction investment, and reducing the impact on the existing embankment. damage, improve construction safety, and ensure the quality of the connection between the new and old roadbeds,
  • the invention provides a structure for widening the wall section of an existing roadbed and embankment facing a river. It is characterized in that: a concrete base is poured along the edge of the widened roadbed, and a baffle is fixed and erected longitudinally along the roadbed on the concrete base. The height of the baffle is It is flush with the design elevation of the roadbed. There are vertical poles on the inside of the baffle at certain intervals along the longitudinal direction of the roadbed. The lower end of the vertical pole goes deep into the concrete base to a certain depth. There is a certain distance between the vertical pole and the baffle and is connected to the baffle through multiple tie rods. board connection; there are multi-level platforms on the existing roadbed slope inside the baffle. Steps, foamed lightweight soil is poured between the baffle and the existing roadbed slope, and the pouring height is flush with the design elevation of the roadbed.
  • the horizontal distance between the baffle and the outside of the original retaining wall is not less than 0.6m.
  • the lower ends of the rail piles are driven into the solid soil layer below the river bed, and the upper ends are not less than 1.0m deep into the width retaining wall.
  • the original retaining wall and the width retaining wall are connected by multiple anchoring steel bars; the distance between the baffles and the width is The horizontal distance outside the retaining wall shall not be less than 0.6m.
  • the ground between the original retaining wall and the new retaining wall is A concrete reinforcement layer is poured, and foamed lightweight soil is poured between the original retaining wall and the new retaining wall; the horizontal distance between the retaining plate and the outside of the new retaining wall is not less than 0.6m.
  • the baffle is made of multiple concrete precast plates spliced up, down, left and right; the precast plates are rectangular, and each precast plate has 4 pull rings preset towards the side of the roadbed slope.
  • the two adjacent layers of prefabricated panels are arranged at staggered seams.
  • the four tabs on each prefabricated panel are opposite to the two prefabricated panels above and one tab on the two prefabricated panels below and are connected by connecting rods. ;
  • Two adjacent connecting rods on the left and right are connected to a vertical rod through a tie rod.
  • the tie rod is set horizontally.
  • the two ends of the tie rod are fixedly connected to the two connecting rods respectively.
  • the middle of the tie rod is stuck on the side of the vertical rod facing away from the baffle.
  • a reserved notch is provided on the top surface of the concrete base along the longitudinal direction of the roadbed, the bottom of the baffle is inserted into the reserved notch, and cement mortar is poured into the reserved notch.
  • a gravel blind ditch is installed along the longitudinal direction of the roadbed on the inside of the top, middle and bottom steps on the existing embankment slope.
  • Each gravel blind ditch is connected to a water-permeable ditch at certain intervals.
  • the gravel blind ditch inside the bottom step is connected to a PVC drainage pipe at certain intervals, and the outlet of the drainage pipe leads to the outside of the base.
  • the present invention provides a construction method for widening the wall section of an existing roadbed and embankment near a river, which is characterized in that it includes the following steps:
  • edge of the widened roadbed is located on the original retaining wall and the horizontal distance from the outside of the original retaining wall is less than 0.6m, or the edge of the widened roadbed is located outside the original retaining wall and the horizontal distance between the edge of the widened roadbed and the original retaining wall is When it is less than 2.5m, build a layer of split-width retaining wall close to the outside of the original retaining wall to ensure that the distance between the edge of the widened roadbed and the outside of the split-width retaining wall is not less than 0.6m, and the thickness of the split-width retaining wall is not less than 0.8m;
  • Multiple anchors are connected between the original retaining wall and the split wide retaining wall. steel bars;
  • a new retaining wall should be built outside the original retaining wall.
  • the thickness of the new retaining wall should not be less than the original retaining wall, and the distance between the edge of the widened roadbed and the outside of the new retaining wall should be ensured.
  • the ground between the original retaining wall and the new retaining wall A connection reinforcement layer of a certain thickness is poured on top, and foamed lightweight soil is filled between the original retaining wall and the new retaining wall;
  • each step is designed to be 0.8m wide and 0.8m high.
  • the steps are inclined to a 4% cross slope inward;
  • the widened embankment edge line When the widened embankment edge line is located on the original embankment slope, steps are only excavated on the slope inside the widened embankment edge line, and the distance between the widened embankment edge line and the lowest step is not less than 2m; when the widened embankment edge line is When it is located on the original retaining wall or outside the original retaining wall, trim the bottom of the lowest step to be flush with the top surface of the original retaining wall;
  • a concrete base is poured along the edge of the widened roadbed.
  • a reserved notch is set on the top surface of the base along the longitudinal direction of the roadbed.
  • Vertical poles are set up on the base at regular intervals along the longitudinal direction of the roadbed. The lower end of the pole goes deep into the bottom of the base.
  • the height of the vertical pole shall not be less than 1m, and the height of the vertical pole shall be flush with the roadbed elevation; the vertical pole shall be located inside the reserved notch on the base and at a certain distance from the reserved notch;
  • a gravel cushion is provided at the bottom of the base, and a concrete protective layer is poured on the outside of the base;
  • each prefabricated baffle faces the inside of the roadbed.
  • the lower edge of the bottom layer of baffles is inserted into the reserved groove on the base and placed in the prefabricated baffle.
  • Cement mortar is poured into the groove to fix the baffle;
  • the two adjacent layers of baffles are installed at staggered joints, and the four pull rings on each baffle are connected to the two prefabricated panels above and the two prefabricated panels below.
  • the adjacent pull rings are connected by welding through connecting rods;
  • the two adjacent connecting rods on the left and right are connected to a vertical rod through a pulling rod.
  • the pulling rod is set horizontally, and the middle of the pulling rod is stuck on the side of the vertical rod facing away from the baffle.
  • the two ends of the pulling rod are respectively Fixed connection with two connecting rods;
  • the present invention has the following advantages:
  • the road shoulder wall adopts a lightweight baffle structure, which has low load-bearing requirements for the foundation.
  • the widened roadbed edge is located on the existing embankment slope, it will cause little damage to the existing embankment, high safety, low construction cost, and can Ensure the quality of connection between old and new roadbed;
  • Figure 1 is a schematic structural diagram of the widened roadbed edge line located on the existing embankment slope
  • Figure 2 is a schematic structural diagram of the widened roadbed edge line located on the original embankment wall and not less than 0.6m away from the outside of the original embankment wall;
  • Figure 3 is a schematic structural diagram of the widened roadbed edge line located on the original embankment wall and less than 0.6m away from the outside of the original embankment wall, or located outside the original embankment wall and less than 2.5m away from the original embankment wall;
  • Figure 4 is a schematic structural diagram of the widened roadbed edge line located outside the original embankment wall and not less than 2.5m away from the original embankment wall;
  • Figure 5 is a schematic structural diagram of the inner side of a prefabricated baffle
  • Figure 6 is a schematic top view of a prefabricated baffle
  • Figure 7 is a schematic structural diagram of the staggered assembly of prefabricated baffles
  • Figure 8 is an elevation view of the installation structure of the prefabricated baffle on the roadbed
  • Figure 9 is a plan view of the installation and reinforcement structure of the prefabricated baffle
  • Figure 10 is a top view of the installation and reinforcement structure of the prefabricated baffle.
  • the existing roadbed 1 is built next to the river, and there is an embankment wall 2 in the river.
  • This section of the roadbed needs to be widened.
  • the widened structure includes a concrete base 3 poured along the edge of the widened roadbed.
  • Baffles 4 are fixed and erected longitudinally on the concrete base along the roadbed.
  • the height of the baffle is flush with the design elevation of the roadbed.
  • the inside of the baffle is spaced longitudinally along the roadbed.
  • a vertical pole 5 is set up at a certain distance. The lower end of the vertical pole 5 penetrates into a certain depth below the concrete base 3.
  • Figure 1 shows a schematic structural diagram of the widened roadbed edge line located on the existing roadbed slope.
  • pour the base 3 a gravel cushion 9 can be laid at the bottom of the base to increase the stability of the base.
  • a concrete protective layer 10 is poured on the outside of the base, and an outward-inclined cross slope is provided on the top surface of the concrete protective layer 10 to facilitate drainage and improve the erosion resistance of the slope.
  • Figure 2 is a schematic structural diagram when the widened roadbed edge line is located on the original embankment wall 2 and is not less than 0.6m away from the outside of the original embankment wall.
  • the base 3 is directly poured on the top of the original embankment wall 3 without any modification to the original embankment wall.
  • Figure 3 is a schematic structural diagram of the widened roadbed edge line located on the original embankment wall 2 and less than 0.6m away from the outside of the original embankment wall, or located outside the original embankment wall and less than 2.5m away from the original embankment wall.
  • a split-width retaining wall 11 can be added close to the outside of the original retaining wall 2.
  • the thickness of the split-width retaining wall should not be less than 0.8m.
  • One or two rows of rail piles 12 should be provided at the bottom of the split-width retaining wall.
  • the width of the split-width retaining wall is less than or equal to 2.5m
  • one row of rail piles can be installed at the bottom, and the rail piles are spaced 1.5m apart; when it is greater than 2.5m, two rows of rail piles can be installed at the bottom, and the two rows of rail piles are spaced 1.5m ⁇ 1.5m plum blossom layout.
  • the lower end of the pile rail pile is driven into the solid soil layer below the river bed, and the upper end is not less than 1.0m deep into the split-width retaining wall.
  • the original retaining wall 2 and the split-width retaining wall 11 are connected through multiple anchoring steel bars 13.
  • the anchoring steel bars use ⁇ 22 threads.
  • the anchoring steel bars are arranged in a plum blossom shape of 50 ⁇ 50cm.
  • the horizontal distance between the baffle 4 and the outer side of the split-width retaining wall 11 shall not be less than 0.6m.
  • Figure 4 is a schematic structural diagram when the widened roadbed edge line is located outside the original embankment wall 2 and is not less than 2.5m away from the original embankment wall.
  • a new retaining wall 14 can be built outside the original retaining wall.
  • the thickness of the new retaining wall 14 should not be less than the thickness of the original retaining wall.
  • Two rows of rail piles 12 should be provided at the bottom of the new retaining wall.
  • the two rows of rail piles should be spaced 1.5m ⁇ 1.5 m quincunx arrangement.
  • the lower end of the rail pile is driven into the solid soil layer below the river bed, and the upper end is not less than 1.0m deep into the new retaining wall.
  • a concrete reinforcement layer 15 is poured on the ground between the original retaining wall and the new retaining wall. From bottom to top, the reinforcement layer is 40cm thick unscreened gravel and no less than 20cm thick C20 concrete. Foam lightweight soil is poured between the original retaining wall and the new retaining wall. The horizontal distance between the baffle and the outside of the new retaining wall shall not be less than 0.6m.
  • the baffle 4 can be made of multiple concrete prefabricated panels 41 spliced up, down, left, and right.
  • Each prefabricated panel 41 is rectangular, 90cm long, 30cm high, and 4cm thick.
  • Four pull rings 412 are embedded in each prefabricated panel toward the side of the roadbed slope. .
  • the pull ring can be made of U-shaped steel bars. The two ends of the U-shape are poured into the prefabricated panel, and the closed end of the U-shape protrudes from the side wall of the prefabricated panel.
  • the four pull tabs are set corresponding to the four corners of the rectangle.
  • a reserved notch 31 is provided on the top surface of the concrete base 3 along the longitudinal direction of the roadbed.
  • the size of the base 3 is set to 0.9m wide and 0.3m high, and the size of the reserved slot 31 is set to 6 ⁇ 6cm.
  • the bottom of the baffle 4 is inserted into the reserved slot, and cement mortar is poured into the reserved slot.
  • the vertical poles 5 and the base are cast as one body. The distance between the vertical poles can be set to be equal to the length of a prefabricated plate, and the distance between the vertical poles and the baffle is 30cm.
  • the vertical pole 5 is mainly used to reinforce the baffle 4.
  • the four pull rings 412 on each prefabricated panel 41 are directly opposite to and connected to one pull ring on the two prefabricated boards above and the two prefabricated boards below.
  • Rod 42 is connected, and the connecting rod 42 can be Steel bars, welded with upper and lower pull rings.
  • Two adjacent connecting rods 42 on the left and right are connected to a vertical rod 5 through a tie rod 6.
  • the tie rod 6 is set horizontally.
  • the tie rod is made of steel bars.
  • the two ends of the tie rod are fixedly connected to the two connecting rods respectively.
  • the middle of the tie rod is stuck on the back of the vertical rod. To the baffle side.
  • the vertical pole can be made of steel pipe or 70 ⁇ 70 ⁇ 6mm angle steel.
  • the steel bar of the tie rod 6 is bent into a V shape, and the V-shaped corners are stuck on the vertical pole.
  • the two ends of the tie rod can be bent into hooks respectively and hung on the two connecting rods.
  • the tie rod and the connecting rod can be welded and fixed.
  • a gravel blind ditch 16 can be set along the longitudinal direction of the roadbed inside the top, middle and bottom steps 7 on the existing embankment slope.
  • a soft permeable pipe 17 is connected to the stone blind trenches at certain intervals.
  • a PVC drainage pipe 18 is connected to the gravel blind trench on the inside of the bottom step at certain intervals. The outlet of the drainage pipe 18 leads to the outside of the base 3 .
  • multiple layers of steel mesh sheets 19 can be horizontally installed in the foamed lightweight soil.
  • Specific setting method when the filling height H of foamed lightweight soil is ⁇ 5m, a layer of steel mesh 19 should be installed on the top and bottom of the foamed lightweight soil within 50cm; Set up two layers of steel mesh within 100cm of the top and bottom respectively; when the filling height is >8m, in addition to setting two layers of steel mesh within 100cm of the top and bottom of the foamed lightweight soil, add another layer of steel mesh every 5m within the foamed lightweight soil. Set up two layers of steel mesh. When the steel wire mesh needs to be extended, the overlap should be 3O0cm in the longitudinal direction, but no overlap in the cross-section direction.
  • An anti-seepage geomembrane 20 is provided on the top surface of the foam lightweight soil 19, and a road surface layer 21 is laid on the anti-seepage geomembrane.
  • the prefabricated panels are rectangular.
  • Each prefabricated panel is 90cm long, 30cm high and 4cm thick.
  • Four pull tabs 42 are embedded in the four corners of the rectangle on one side of each baffle. ;
  • the lower ends of the rail piles are driven into the solid soil layer below the river bed, and the upper ends penetrate into the interior of the split-width retaining wall by no less than 1.0m. They are connected between the original retaining wall and the split-width retaining wall.
  • a new retaining wall 14 shall be built outside the original retaining wall.
  • the thickness of the new retaining wall shall not be less than the original retaining wall, and the distance between the edge of the widened roadbed and the outside of the new retaining wall shall be ensured.
  • the distance is not less than 0.6m;
  • two rows of rail piles 12 are set at the bottom of the new retaining wall.
  • the lower ends of the rail piles are driven into the solid soil layer below the river bed, and the upper ends are not less than 1.0m deep into the new retaining wall.
  • a connection reinforcement layer 15 of a certain thickness is poured on the ground, and the original retaining wall is Fill the space between the new retaining wall and the new retaining wall with foamed lightweight soil;
  • the crawler-type down-the-hole drilling rig can be used to drill the holes using eccentric and pipe drilling. After passing the hole inspection, the rails can be lowered and installed, and cement mortar can be poured.
  • each step is designed to be 0.8m wide and 0.8m high.
  • the steps are inclined to a 4% cross slope inward;
  • the widened roadbed edge When the widened roadbed edge is located on the original roadbed slope, steps are only excavated on the slope inside the widened roadbed edge, and the distance between the widened roadbed edge and the lowest step is not less than 2m; when the widened roadbed edge is When it is located on the original retaining wall or outside the original retaining wall, trim the bottom of the lowest step to be flush with the top surface of the original retaining wall;
  • a reserved notch 31 is provided on the top surface of the base along the longitudinal direction of the roadbed.
  • a vertical pole 5 is set at regular intervals along the longitudinal direction of the roadbed. The vertical pole is connected to the concrete base. The base is poured into one piece, and the lower end of the vertical pole is not less than 1m below the bottom of the base. The height of the vertical pole is flush with the roadbed elevation; the vertical pole is located inside the reserved notch on the base and at a certain distance from the reserved notch. ;
  • a gravel cushion 9 is provided at the bottom of the base to enhance the stability of the base, and a concrete protective layer 10 is poured outside the base.
  • the protective layer is set with a 3% cross slope tilting outward to facilitate drainage and improve the slope's erosion resistance.
  • the baffle 4 is made of multiple prefabricated boards 41 that are spliced in layers. Each prefabricated board 41 is provided with a pull ring 411 with one side facing the inside of the roadbed, and the lower edge of the bottom baffle is inserted into the reserved groove on the base, and pour cement mortar into the reserved groove to fix the baffle; the two adjacent layers of baffles are installed at staggered joints, and the four pull rings on each baffle are connected to the ones above them.
  • the adjacent pull rings of the two prefabricated boards and the two prefabricated boards below are welded and connected through connecting rods 42; the two adjacent connecting rods on the left and right are connected to a vertical rod through tie rods 6.
  • the tie rods are set horizontally and are clamped in the middle. On the side of the vertical pole facing away from the baffle, both ends of the tie rod are fixedly connected to the two connecting rods respectively;
  • the anti-seepage geomembrane 20 is laid on the top surface of the foamed lightweight soil, and the pavement structural layer 21 is laid on the anti-seepage geomembrane.

Abstract

本发明提供一种临河既有路基路堤墙段加宽结构及施工方法，沿加宽路基边线浇筑有混凝土基座，基座上沿路基纵向设有混凝土预制挡板，并设有加固挡板的立杆及拉杆；既有路基边坡上设有多级台阶，挡板与路基边坡之间填筑泡沫轻质土。本发明的挡板对基础的承载要求较低，当拓宽路基边线位于既有路堤边坡上时，对既有路堤破坏小；当拓宽路基边线与既有路堤墙位置重合或位于河道中时，无需拆除既有路堤墙，能充分利用既有路堤墙，避免了河道地基的处理，能降低施工投入，并保证既有路堤稳定。

Description

一种临河既有路基路堤墙段加宽结构及施工方法 技术领域
本发明专利道路施工技术领域，涉及既有路基的加宽施工，具体涉及一种临河既有路基路堤墙段加宽结构及施工方法。
背景技术
在既有道路改、扩建施工过程中，对于既有临河路基路堤墙段的加宽，一般采用新建路肩墙支挡填土，并通过边坡设置台阶、加强填料碾压补强、铺设土工格栅加筋等方式以加强新旧路基衔接，避免不均匀沉降。该方式主要存在以下问题：
1、加宽部分的填料一般采用土质填料，对于原地面、台阶顶面结合处及路堤顶面等特殊部位，需采用冲击式压路机、液压夯实机等设备进行多遍全面夯实补强，以加强路基衔接的稳定。该方式工艺复杂、施工周期较长、设备投入多，且施工质量难以保证，后期运营过程中，新旧路基衔接处常出现不均匀沉降等质量问题；
2、根据路基加宽宽度的不同，当新建路肩墙位于既有路堤边坡上时，为保证路肩墙地基承载力，需加大路肩墙基础或进行地基加固，对既有路堤边坡破坏较大，影响既有路堤稳定，存在一定安全隐患，且施工成本较高；当新建路肩墙与既有路堤墙位置重合时，需拆除既有路堤墙，严重影响既有路堤稳定，尤其在雨季施工时，河水流急，既有路堤墙拆除后可能造成路基坍塌事故；当新建路肩墙位于既有路堤墙外侧河道中时，在河道软弱覆盖层较厚的情况下，新建路肩墙地基难以处理，费用较高。
发明内容
本发明的目的是针对上述问题，提供一种临河既有路基路堤墙段加宽结构及施工方法，充分利用既有路堤墙，减少新建挡墙工程量，降低施工投入，减小对既有路堤破坏，提高施工安全性，并确保新旧路基衔接质量，
本发明提供的一种临河既有路基路堤墙段加宽结构，其特征在于：沿加宽路基边缘浇筑有混凝土基座，混凝土基座上沿路基纵向固定立设有挡板，挡板的高度与路基设计标高齐平，挡板内侧沿路基纵向每隔一定间距设一立杆，所述立杆下端深入混凝土基座以下一定深度，立杆与挡板有一定间距并通过多根拉杆与挡板连接；挡板内侧的既有路基边坡上设有多级台 阶，挡板与既有路基边坡间浇筑有泡沫轻质土，浇筑高度与路基设计标高齐平。
上述临河既有路基路堤墙段加宽结构，当所述加宽路基边缘位于原路路基坡上时，所述基座底部铺设一碎石垫层，基座外侧浇筑一混凝土保护层，混凝土保护层顶面设置向外倾斜的横坡。
上述临河既有路基路堤墙段加宽结构，当所述加宽路基边缘位于原挡墙上时，所述挡板距原挡墙外侧的水平距离不小于0.6m。
上述临河既有路基路堤墙段加宽结构，当所述加宽路基边缘位于原挡墙上、且挡板距原挡墙外侧的水平距离小于0.6m，或加宽路基边缘位于原挡墙以外、且加宽路基边缘距原挡墙水平距离小于2.5m时，紧贴原挡墙外侧设有拼宽挡墙，拼宽挡墙厚度不小于0.8m，拼宽挡墙底部设一排或两排钢轨桩，钢轨桩下端打入河床以下坚固土层内，上端深入拼宽挡墙内部不小于1.0m，原挡墙与拼宽挡墙之间通过多根锚固钢筋连接；挡板距拼宽挡墙外侧水平距离不小于0.6m。
上述临河既有路基路堤墙段加宽结构，当所述加宽路基边缘距原挡墙外侧水平距离不小于2.5m时，原挡墙外侧设有新建挡墙，新建挡墙的厚度不小于原挡墙的厚度，新建挡墙底部设两排钢轨桩，钢轨桩下端打入河床以下坚固土层内，上端深入新建挡墙内部不小于1.0m，原挡墙与新建挡墙之间的地面上浇筑一混凝土加固层，原挡墙与新建挡墙之间浇筑泡沫轻质土；挡板距新建挡墙外侧水平距离不小于0.6m。
上述临河既有路基路堤墙段加宽结构，所述挡板采用多块混凝土预制板上下左右拼接而成；预制板为矩形，每块预制板朝向路基边坡一侧预设4个拉环，上下相邻的两层预制板错缝布设，每块预制板上的4个拉环分别与其上方的两块预制板及下方的两块预制板上的一个拉环上下正对并通过连接杆连接；两左右相邻的连接杆与一立杆间通过拉杆连接，所述拉杆水平设置，拉杆的两端分别与两连接杆固定连接，拉杆中间卡在立杆背对挡板一侧。
上述临河既有路基路堤墙段加宽结构，所述混凝土基座顶面沿路基纵向设置有预留槽口，所述挡板底部插在预留槽口内，预留槽口内灌注水泥砂浆。
上述临河既有路基路堤墙段加宽结构，既有路堤边坡上的顶部、中部和底部台阶内侧沿路基纵向各设置一道碎石盲沟，各碎石盲沟间每隔一定间距连接一透水管，底部台阶内侧的碎石盲沟每隔一定间距连接一PVC排水管，排水管的出水口通到所述基座外侧。
上述临河既有路基路堤墙段加宽结构，所述泡沫轻质土内水平设置有多层钢丝网片；泡沫轻质土顶面设置一层防渗土工膜，防渗土工膜上铺设道路面层。
本发明提供的一种临河既有路基路堤墙段加宽施工方法，其特征在于，包括以下步骤：
(1)在后场预制若干混凝土预制板，预制板为矩形，每块预制板一侧对应矩形的4个 角预埋4个拉环；
(2)测量放样出加宽路基的边线；
(3)当加宽路基边线位于原挡墙上、且距原挡墙外侧的水平距离小于0.6m时，或加宽路基边缘位于原挡墙以外、且加宽路基边缘距原挡墙水平距离小于2.5m时，紧贴原挡墙外侧修建一层拼宽挡墙，保证加宽路基边线距拼宽挡墙外侧距离不小于0.6m，且拼宽挡墙厚度不小于0.8m；在拼宽挡墙底部设一排或两排钢轨桩，钢轨桩下端打入河床以下坚固土层内，上端深入拼宽挡墙内部不小于1.0m，在原挡墙与拼宽挡墙之间连接多根锚固钢筋；
当加宽路基边缘距原挡墙外侧水平距离不小于2.5m时，在原挡墙外侧修筑新建挡墙，新建挡墙的厚度不小于原挡墙，并保证加宽路基边线距新建挡墙外侧距离不小于0.6m；在新建挡墙底部设两排钢轨桩，钢轨桩下端打入河床以下坚固土层内，上端深入新建挡墙内部不小于1.0m，在原挡墙与新建挡墙之间的地面上浇筑一定厚度的连接加固层，在原挡墙与新建挡墙之间填筑泡沫轻质土；
(4)在原路堤边坡上开挖多级台阶，每级台阶尺寸设计为宽0.8m、高0.8m，台阶向内侧倾斜4％的横坡；
当加宽路基边线位于原路堤边坡上时，只在加宽路堤边线内侧的边坡上开挖台阶，且加宽路基边线距最下一级台阶的距离不小于2m；当加宽路基边线位于原挡墙上或位于原挡墙以外时，将最下一级台阶底部修整为与原挡墙顶面齐平；
(5)在最上一级台阶、中间台阶及最下一级台阶内侧沿路基纵向分别铺设一碎石盲沟，每隔一定间距在各碎石盲沟间连接一软式透水管，最下一级台阶底部的碎石盲沟每隔一定间距连接一PVC排水管，PVC排水管的出水口通往加宽路基边线外侧；
(6)沿加宽路基边线浇筑混凝土基座，基座顶面沿路基纵向设一条预留槽口，基座上沿路基纵向每隔一定间距设一立杆，立杆的下端深入基座底部以下不小于1m，立杆的高度与路基标高齐平；立杆位于与基座上的预留槽口内侧且距预留槽口有一定间距；
当加宽路基边线位于既有路基边坡上时，浇筑基座时，在基座底部设一碎石垫层，同时在基座外侧浇筑一混凝土保护层；
(7)在基座上分层安装预制挡板，每块预制挡板设置拉环一侧朝向路基内侧，最下一层挡板的下边缘插入基座上的预留槽内，并在预留槽内灌注水泥砂浆将挡板固定；上下相邻的两层挡板错缝安装，将每块挡板上的4个拉环分别与其上方的两块预制板及下方的两块预制板上的相邻拉环通过连接杆焊接连接；将左右相邻的两连接杆与一立杆通过拉杆连接，所述拉杆水平设置，拉杆中间卡在立杆背对挡板一侧，拉杆两端分别与两连接杆固定连接；
(8)在挡板与原路堤边坡间浇筑泡沫轻质土，浇筑至路基设计标高；泡沫轻质土分层 浇筑，每层厚度不大于1m，浇筑时在泡沫轻质土内水平设置若干层钢丝网片；
(9)待泡沫轻质土强度达到设计要求后，在泡沫轻质土顶面铺设防渗土工膜，在防渗土工膜上铺设路面结构层。
本发明相对现有技术，有以下优点：
(1)路肩墙采用轻质挡板结构，对基础的承载要求较低，当拓宽路基边线位于既有路堤边坡上时，对既有路堤破坏小，安全性高，施工成本低，并能确保新旧路基衔接质量；
(2)当拓宽路基边线与既有路堤墙位置重合或位于河道中时，不仅无需拆除既有路堤墙，而且无需加大路堤墙基础或进行地基加固，能充分利用既有路堤墙，避免了河道地基的处理，能降低施工投入，并保证了既有路堤稳定，降低了施工时存在的安全隐患。
附图说明
图1是加宽路基边线位于既有路堤边坡上时的结构示意图；
图2是加宽路基边线位于原路堤墙上且距原路堤墙外侧不小于0.6m时的结构示意图；
图3是加宽路基边线位于原路堤墙上且距原路堤墙外侧小于0.6m，或位于原路堤墙以外，且距原路堤墙小于2.5m时的结构示意图；
图4是加宽路基边线位于原路堤墙以外，且距原路堤墙不小于2.5m时的结构示意图；
图5是一块预制挡板的内侧面结构示意图；
图6是一块预制挡板的俯视结构示意图；
图7是预制挡板错缝拼装的结构示意图；
图8是预制挡板在路基上的安装结构立面图；
图9是预制挡板的安装加固结构平面图；
图10是预制挡板的安装加固结构俯视图。
具体实施方式
如图1、图2、图3、图4、图8所示，既有路基1临河修筑，河道内设有路堤墙2，该段路基需要加宽。加宽结构包括沿加宽路基边缘浇筑的混凝土基座3，混凝土基座上沿路基纵向固定立设有挡板4，挡板的高度与路基设计标高齐平，挡板内侧沿路基纵向每隔一定间距设一立杆5，所述立杆5下端深入混凝土基座3以下一定深度，立杆5与挡板4有一定间距并通过多根拉杆6与挡板连接；挡板内侧的既有路基1边坡上设有多级台阶7，挡板与既有路基边坡间浇筑有泡沫轻质土8，泡沫轻质土8浇筑高度与路基设计标高齐平。
图1所示是加宽路基边线位于既有路基边坡上时的结构示意图。此种情况下，浇筑基座 3时，可在所述基座底部铺设一碎石垫层9，以增加基座的稳定性。基座外侧浇筑一混凝土保护层10，混凝土保护层10顶面设置向外倾斜的横坡，便于排水，同时提高边坡抗冲刷能力。
图2是加宽路基边线位于原路堤墙2上且距原路堤墙外侧不小于0.6m时的结构示意图。此种情况下，直接将基座3浇筑在原路堤墙3顶部，无需对原路堤墙进行改动。
图3是加宽路基边线位于原路堤墙2上且距原路堤墙外侧小于0.6m，或位于原路堤墙以外，且距原路堤墙小于2.5m时的结构示意图。此种情况下，可紧贴原挡墙2外侧增设拼宽挡墙11，拼宽挡墙厚度不小于0.8m，拼宽挡墙底部设一排或两排钢轨桩12。具体施工时，当拼宽挡墙宽度小于等于2.5m时底部设可一排钢轨桩，钢轨桩间隔1.5m；大于2.5m时底部可设两排钢轨桩，两排钢轨桩按间距1.5m×1.5m梅花形布置。桩钢轨桩下端打入河床以下坚固土层内，上端深入拼宽挡墙内部不小于1.0m，原挡墙2与拼宽挡墙11之间通过多根锚固钢筋13连接，锚固钢筋采用φ22螺纹钢，单根长80cm，一端伸入原挡墙30cm，另外一端伸入拼宽挡墙50cm，锚固钢筋按50×50cm梅花形布置。挡板4距拼宽挡墙11外侧水平距离不小于0.6m。
图4是加宽路基边线位于原路堤墙2以外，且距原路堤墙不小于2.5m时的结构示意图。此种情况下，可在原挡墙外侧新建挡墙14，新建挡墙14的厚度不小于原挡墙的厚度，新建挡墙底部设两排钢轨桩12，两排钢轨桩按间距1.5m×1.5m梅花形布置。钢轨桩下端打入河床以下坚固土层内，上端深入新建挡墙内部不小于1.0m。原挡墙与新建挡墙之间的地面上浇筑一混凝土加固层15，加固层从下往上依次为40cm厚未筛分碎石、不小于20cm厚的C20混凝土。原挡墙与新建挡墙之间浇筑泡沫轻质土。挡板距新建挡墙外侧水平距离不小于0.6m。
如图5、图6、图7所示，本发明具体实施时，所述挡板4可采用多块混凝土预制板41上下左右拼接而成。每块预制板41为矩形，长90cm，高30cm，厚4cm，预制板内设一层20×20cm的φ2粗钢丝网411，每块预制板朝向路基边坡一侧预埋4个拉环412。拉环可采用U型钢筋，U型的两端浇筑到预制板内，U型的闭口端突出在预制板侧壁上。4个拉环对应矩形的4个角设置。预制板41在基座3上安装时，上下相邻的两层预制板错缝布设。
如图8所示，所述混凝土基座3顶面沿路基纵向设置有预留槽口31。在本发明的一个实施例中，基座3尺寸设置为宽0.9m、高0.3m，预留槽口31尺寸设置为6×6cm。所述挡板4底部插在预留槽口内，预留槽口内灌注水泥砂浆。立杆5与基座浇筑为一体，立杆的间距可设置为与一块预制板的长度相等，与挡板间距30cm。立杆5主要用于加固挡板4。
如图8、图9、图10所示，每块预制板41上的4个拉环412分别与其上方的两块预制板及下方的两块预制板上的一个拉环上下正对并通过连接杆42连接，所述连接杆42可采用 钢筋，与上下拉环焊接。两左右相邻的两连接杆42与一立杆5间通过拉杆6连接，所述拉杆6水平设置，拉杆采用钢筋，拉杆的两端分别与两连接杆固定连接，拉杆中间卡在立杆背对挡板一侧。
具体实施时，立杆可采用钢管，或70×70×6mm的角钢。拉杆6钢筋弯折成V形，V形折角卡在立杆上，拉杆两端可分别弯制成弯钩，挂在两连接杆上。进一步，可将拉杆与连接杆焊接固定。
道路运营时，路面上的雨水有可能从新旧路基接缝渗透到路基内。如图1到图4中所示，为保证加宽路基的排水能力，可在既有路堤边坡上的顶部、中部和底部台阶7内侧沿路基纵向各设置一道碎石盲沟16，各碎石盲沟间每隔一定间距连接一软透水管17，底部台阶内侧的碎石盲沟每隔一定间距连接一PVC排水管18，排水管18的出水口通到所述基座3外侧。
为避免加宽路基后期沉降，浇筑泡沫轻质土8时，可在泡沫轻质土内水平设置多层钢丝网片19。具体设置方式：泡沫轻质土填筑高度H＜5m时，在泡沫轻质土顶、底部50cm以内分别设置一层钢丝网片19；填筑高度5m＜H＜8m时，在泡沫轻质土顶、底部10Ocm以内分别设置两层钢丝网片；填筑高度＞8m时，除在泡沫轻质土顶、底部100cm以内分别设置两层钢丝网片外，在泡沫轻质土内每隔5m再设置两层钢丝网片。钢丝网片需接长时,纵断面方向搭接3O0cm，横断面方向可不搭接。
泡沫轻质土19顶面设置一层防渗土工膜20，防渗土工膜上铺设道路面层21。
上述临河既有路基路堤墙段加宽结构，具体施工方法如下：
(1)在后场预制若干混凝土预制板41，预制板为矩形，每块预制板长90cm、高30cm、厚4cm，每块挡板一侧对应矩形的4个角预埋4个拉环42；
(2)测量放样出加宽路基的边线；
(3)当加宽路基边线位于原挡墙2上、且距原挡墙外侧的水平距离小于0.6m时，或加宽路基边缘位于原挡墙以外、且加宽路基边缘距原挡墙水平距离小于2.5m时，紧贴原挡墙外侧修建一层拼宽挡墙11，保证加宽路基边线距拼宽挡墙外侧距离不小于0.6m，且拼宽挡墙厚度不小于0.8m；在拼宽挡墙底部设一排或两排钢轨桩12，钢轨桩下端打入河床以下坚固土层内，上端深入拼宽挡墙内部不小于1.0m，在原挡墙与拼宽挡墙之间连接多根锚固钢筋13；
当加宽路基边缘距原挡墙外侧水平距离不小于2.5m时，在原挡墙外侧修筑新建挡墙14，新建挡墙的厚度不小于原挡墙，并保证加宽路基边线距新建挡墙外侧距离不小于0.6m；在新建挡墙底部设两排钢轨桩12，钢轨桩下端打入河床以下坚固土层内，上端深入新建挡墙内部不小于1.0m，在原挡墙与新建挡墙之间的地面上浇筑一定厚度的连接加固层15，在原挡墙 与新建挡墙之间填筑泡沫轻质土；
钢轨桩施工时，可采用履带式潜孔钻机偏心跟管钻进技术成孔，验孔合格后，下放安装钢轨，灌注水泥砂浆。
(4)在原路基边坡上开挖多级台阶7，每级台阶尺寸设计为宽0.8m、高0.8m，台阶向内侧倾斜4％的横坡；
当加宽路基边线位于原路基边坡上时，只在加宽路堤边线内侧的边坡上开挖台阶，且加宽路基边线距最下一级台阶的距离不小于2m；当加宽路基边线位于原挡墙上或位于原挡墙以外时，将最下一级台阶底部修整为与原挡墙顶面齐平；
(5)在最上一级台阶、中间台阶及最下一级台阶内侧沿路基纵向分别铺设一碎石盲沟16，每隔一定间距在各碎石盲沟间连接一软式透水管17，最下一级台阶底部的碎石盲沟每隔一定间距连接一PVC排水管18，PVC排水管的出水口通到加宽路基边线外侧；
(6)沿加宽路基边线浇筑混凝土基座3，基座顶面沿路基纵向设一条预留槽口31，基座上沿路基纵向每隔一定间距设一立杆5，立杆与混凝土基座浇筑为一体，立杆的下端深入基座底部以下不小于1m，立杆的高度与路基标高齐平；立杆位于与基座上的预留槽口内侧且距预留槽口有一定间距；
当加宽路基边线位于既有路基边坡上时，浇筑基座时，在基座底部设一碎石垫层9，以增强基座的稳定性，同时在基座外侧浇筑一混凝土保护层10，保护层设向外倾斜3％的横坡，便于排水，同时提高边坡抗冲刷能力。
(7)在基座上安装挡板4，挡板4采用多块预制板41分层拼接，每块预制板41设置拉环411一侧朝向路基内侧，最下一层挡板的下边缘插入基座上的预留槽内，并在预留槽内灌注水泥砂浆将挡板固定；上下相邻的两层挡板错缝安装，将每块挡板上的4个拉环分别与其上方的两块预制板及下方的两块预制板上的相邻拉环通过连接杆42焊接连接；将左右相邻的两连接杆与一立杆通过拉杆6连接，所述拉杆水平设置，拉杆中间卡在立杆背对挡板一侧，拉杆两端分别与两连接杆固定连接；
(8)在挡板与原路堤边坡间浇筑泡沫轻质土8，浇筑至路基设计标高；泡沫轻质土分层浇筑，每层厚度不大于1m，浇筑时根据泡沫轻质土的整体厚度，在泡沫轻质土内水平设置若干层钢丝网片19；
(9)待泡沫轻质土强度达到设计要求后，在泡沫轻质土顶面铺设防渗土工膜20，在防渗土工膜上铺设路面结构层21。

Claims (10)

  1. 一种临河既有路基路堤墙段加宽结构，其特征在于：沿加宽路基边缘浇筑有混凝土基座，混凝土基座上沿路基纵向固定立设有挡板，挡板的高度与路基设计标高齐平，挡板内侧沿路基纵向每隔一定间距设一立杆，所述立杆下端深入混凝土基座以下一定深度，立杆与挡板有一定间距并通过多根拉杆与挡板连接；挡板内侧的既有路基边坡上设有多级台阶，挡板与既有路基边坡间浇筑有泡沫轻质土，浇筑高度与路基设计标高齐平。
  2. 根据权利要求1所述的临河既有路基路堤墙段加宽结构，其特征在于：所述加宽路基边缘位于原路路基坡上，所述基座底部铺设一碎石垫层，基座外侧浇筑一混凝土保护层，混凝土保护层顶面设置向外倾斜的横坡。
  3. 根据权利要求1所述的临河既有路基路堤墙段加宽结构，其特征在于：所述加宽路基边缘位于原挡墙上，所述挡板距原挡墙外侧的水平距离不小于0.6m。
  4. 根据权利要求1所述的临河既有路基路堤墙段加宽结构，其特征在于：所述加宽路基边缘位于原挡墙上、且挡板距原挡墙外侧的水平距离小于0.6m，或加宽路基边缘位于原挡墙以外、且加宽路基边缘距原挡墙水平距离小于2.5m；紧贴原挡墙外侧设有拼宽挡墙，拼宽挡墙厚度不小于0.8m，拼宽挡墙底部设一排或两排钢轨桩，钢轨桩下端打入河床以下坚固土层内，上端深入拼宽挡墙内部不小于1.0m，原挡墙与拼宽挡墙之间通过多根锚固钢筋连接；挡板距拼宽挡墙外侧水平距离不小于0.6m。
  5. 根据权利要求1所述的临河既有路基路堤墙段加宽结构，其特征在于：所述加宽路基边缘距原挡墙外侧水平距离不小于2.5m；原挡墙外侧设有新建挡墙，新建挡墙的厚度不小于原挡墙的厚度，新建挡墙底部设两排钢轨桩，钢轨桩下端打入河床以下坚固土层内，上端深入新建挡墙内部不小于1.0m，原挡墙与新建挡墙之间的地面上浇筑一混凝土加固层，原挡墙与新建挡墙之间浇筑泡沫轻质土；挡板距新建挡墙外侧水平距离不小于0.6m。
  6. 根据权利要求1所述的临河既有路基路堤墙段加宽结构，其特征在于：所述挡板采用多块混凝土预制板上下左右拼接而成；预制板为矩形，每块预制板朝向路基边坡一侧预设4个拉环，上下相邻的两层预制板错缝布设，每块预制板上的4个拉环分别与其上方的两块预制板及下方的两块预制板上的一个拉环上下正对并通过连接杆连接；两左右相邻的连接杆与一立杆间通过拉杆连接，所述拉杆水平设置，拉杆的两端分别与两连接杆固定连接，拉杆中间卡在立杆背对挡板一侧。
  7. 根据权利要求1所述的临河既有路基路堤墙段加宽结构，其特征在于：所述混凝土基座顶面沿路基纵向设置有预留槽口，所述挡板底部插在预留槽口内，预留槽口内灌注水泥 砂浆。
  8. 根据权利要求1所述的临河既有路基路堤墙段加宽结构，其特征在于：既有路堤边坡上的顶部、中部和底部台阶内侧沿路基纵向各设置一道碎石盲沟，各碎石盲沟间每隔一定间距连接一透水管，底部台阶内侧的碎石盲沟每隔一定间距连接一PVC排水管，排水管的出水口通到所述基座外侧。
  9. 根据权利要求1所述的临河既有路基路堤墙段加宽结构，其特征在于：所述泡沫轻质土内水平设置有多层钢丝网片；泡沫轻质土顶面设置一层防渗土工膜，防渗土工膜上铺设道路面层。
  10. 一种临河既有路基路堤墙段加宽施工方法，其特征在于，包括以下步骤：
    (1)在后场预制若干混凝土预制板，预制板为矩形，每块预制板一侧对应矩形的4个角预埋4个拉环；
    (2)测量放样出加宽路基的边线；
    (3)当加宽路基边线位于原挡墙上、且距原挡墙外侧的水平距离小于0.6m时，或加宽路基边缘位于原挡墙以外、且加宽路基边缘距原挡墙水平距离小于2.5m时，紧贴原挡墙外侧修建一层拼宽挡墙，保证加宽路基边线距拼宽挡墙外侧距离不小于0.6m，且拼宽挡墙厚度不小于0.8m；在拼宽挡墙底部设一排或两排钢轨桩，钢轨桩下端打入河床以下坚固土层内，上端深入拼宽挡墙内部不小于1.0m，在原挡墙与拼宽挡墙之间连接多根锚固钢筋；
    当加宽路基边缘距原挡墙外侧水平距离不小于2.5m时，在原挡墙外侧修筑新建挡墙，新建挡墙的厚度不小于原挡墙，并保证加宽路基边线距新建挡墙外侧距离不小于0.6m；在新建挡墙底部设两排钢轨桩，钢轨桩下端打入河床以下坚固土层内，上端深入新建挡墙内部不小于1.0m，在原挡墙与新建挡墙之间的地面上浇筑一定厚度的连接加固层，在原挡墙与新建挡墙之间填筑泡沫轻质土；
    (4)在原路堤边坡上开挖多级台阶，每级台阶尺寸设计为宽0.8m、高0.8m，台阶向内侧倾斜4％的横坡；
    当加宽路基边线位于原路堤边坡上时，只在加宽路堤边线内侧的边坡上开挖台阶，且加宽路基边线距最下一级台阶的距离不小于2m；当加宽路基边线位于原挡墙上或位于原挡墙以外时，将最下一级台阶底部修整为与原挡墙顶面齐平；
    (5)在最上一级台阶、中间台阶及最下一级台阶内侧沿路基纵向分别铺设一碎石盲沟，每隔一定间距在各碎石盲沟间连接一软式透水管，最下一级台阶底部的碎石盲沟每隔一定间距连接一PVC排水管，PVC排水管的出水口通往加宽路基边线外侧；
    (6)沿加宽路基边线浇筑混凝土基座，基座顶面沿路基纵向设一条预留槽口，基座上 沿路基纵向每隔一定间距设一立杆，立杆的下端深入基座底部以下不小于1m，立杆的高度与路基标高齐平；立杆位于与基座上的预留槽口内侧且距预留槽口有一定间距；
    当加宽路基边线位于既有路基边坡上时，浇筑基座时，在基座底部设一碎石垫层，同时在基座外侧浇筑一混凝土保护层；
    (7)在基座上分层安装预制挡板，每块预制挡板设置拉环一侧朝向路基内侧，最下一层挡板的下边缘插入基座上的预留槽内，并在预留槽内灌注水泥砂浆将挡板固定；上下相邻的两层挡板错缝安装，将每块挡板上的4个拉环分别与其上方的两块预制板及下方的两块预制板上的相邻拉环通过连接杆焊接连接；将左右相邻的两连接杆与一立杆通过拉杆连接，所述拉杆水平设置，拉杆中间卡在立杆背对挡板一侧，拉杆两端分别与两连接杆固定连接；
    (8)在挡板与原路堤边坡间浇筑泡沫轻质土，浇筑至路基设计标高；泡沫轻质土分层浇筑，每层厚度不大于1m，浇筑时在泡沫轻质土内水平设置若干层钢丝网片；
    (9)待泡沫轻质土强度达到设计要求后，在泡沫轻质土顶面铺设防渗土工膜，在防渗土工膜上铺设路面结构层。
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