CN210712916U - Combined anchoring road shoulder retaining wall - Google Patents
Combined anchoring road shoulder retaining wall Download PDFInfo
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- CN210712916U CN210712916U CN201921134751.7U CN201921134751U CN210712916U CN 210712916 U CN210712916 U CN 210712916U CN 201921134751 U CN201921134751 U CN 201921134751U CN 210712916 U CN210712916 U CN 210712916U
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Abstract
The utility model discloses a modular anchor road shoulder retaining wall relates to road bed engineering design and construction field, solves some operating modes, and road shoulder retaining wall easily produces rock landslide according to current design, and the loaded down with trivial details, the long problem of construction period of process, and the technical scheme of adoption is: the combined anchoring road shoulder retaining wall is formed by sequentially combining at least two retaining wall unit modules along the direction of a road, wherein each retaining wall unit comprises an outer longitudinal reinforced concrete precast slab, an inner longitudinal reinforced concrete precast slab and a transverse reinforced concrete precast slab which are positioned on a side slope; the longitudinal reinforced concrete precast slabs at the inner side and the outer side are connected through a tension anchor rod, and the transverse reinforced concrete precast slabs are connected through a connecting anchor rod; the three parts form a concrete pouring area, and the longitudinal reinforced concrete precast slab at the outer side is also provided with a prestressed anchor cable. The utility model discloses the modularization preparation, construction process is less, the time limit for a project is short, efficient, provides the reference for salvageing engineering, the nervous engineering curb retaining wall design of time limit for a project and construction.
Description
Technical Field
The utility model relates to a road bed engineering design and construction technical field specifically are design and construction method of curb retaining wall.
Background
Publication number is CN 101798817A, and publication date is 2010, 8 month, 11 days' patent discloses a modular retaining wall structure, and technical scheme is as follows: a certain concrete pouring space is reserved between the prefabricated plates of the front retaining wall and the back retaining wall; at least one vertical fixing structural member is arranged on any one side surface of two sides of the front retaining wall precast block and the back retaining wall precast block through a first fixing pin; at least more than one gap fixing structural member is arranged on the surfaces of the front retaining wall precast block and the back retaining wall precast block in a vertical state and any surface opposite to the front retaining wall precast block through a second fixing pin; on the basic concrete structural member, the prefabricated blocks of the front and back retaining walls which are combined are stacked in multiple stages according to the required height, and after the gap fixing structural member and the vertical and horizontal reinforcing steel bars are bound by the binding structural member, the concrete can be poured on the concrete pouring space. This retaining wall structure needs the range upon range of front, reverse retaining wall prefabricated section of multi-stage, and need bind clearance fixed knot component, and the construction process is more numerous and diverse, and construction period is longer, and this combined retaining wall whole tightness is relatively poor, is not suitable for construction period nervous or high curb retaining wall construction.
The patent with the publication number of CN 202280075U and the publication date of 2012, 6 and 20 discloses a prefabricated member combined retaining wall, which comprises a vertical plate and a bottom plate, wherein the vertical plate and the bottom plate are both reinforced concrete prefabricated plates, the vertical plate is vertically arranged on the bottom plate, and supporting devices for supporting the vertical plate are arranged on the vertical plate and the bottom plate. The supporting device comprises reinforcing steel bars, reinforcing steel bar pull rings on the reinforcing steel bars and the vertical plates, and reinforcing steel bars and reinforcing steel bar pull rings on the bottom plate. The retaining wall is suitable for terrain flat areas and is not suitable for rocky slope sections. In addition, the retaining wall construction needs to excavate the retaining wall foundation in sections, and rock landslide is easily produced when the retaining wall foundation is excavated, so the retaining wall is not suitable for a high road shoulder retaining wall.
Patent documents with an authorization notice number of CN 204456182U and a notice date of 2015, 7 and 8 disclose a vertical anchor pile retaining wall, which comprises anti-slide piles, wherein the lower parts of the anti-slide piles are embedded into a slope bottom rock layer or a soil layer to form embedded sections; the tops of adjacent anti-slide piles are connected together by using pile top connecting beams, and the sections of the adjacent anti-slide piles between the ground and the tops are connected by using inter-pile soil retaining plates to form a closed soil retaining structure. And a bracket forming a force arm is arranged on the inner side of the top of each anti-slide pile, a vertical anchor cable is arranged at the other end of the bracket, and the lower end of the anchor cable is anchored into a stable rock stratum to form an anchor cable anchoring section. This retaining wall need excavate the friction pile foundation, and engineering cost is higher, and construction period is longer.
The publication number is CN 107447776A, the publication date is 2017, 12 and 8, and an anchor-pulling type vertical retaining wall structure and a construction method are disclosed, the retaining wall structure is formed by connecting a foundation, a reinforced concrete plate and an anchor rod, the construction method of a section with better geological conditions comprises the steps of excavating a side slope ① to a designed elevation, applying ② as the foundation and the anchor rod, applying ③ as the reinforced concrete plate on the foundation and connecting and fixing the reinforced concrete plate and the anchor rod, the construction method of a section with poor geology comprises the steps of applying ① as the anchor rod for the side slope, pre-reinforcing the excavated side slope, excavating a side slope ② to the designed elevation, applying ③ as the foundation and the anchor rod, applying ④ as the reinforced concrete plate on the foundation and connecting and fixing the anchor rod, the retaining wall structure and the construction method need to excavate the retaining wall foundation in sections, a rock landslide is easily generated when the retaining wall foundation is excavated, and certain potential safety hazards exist when the retaining wall is constructed.
A patent publication No. CN 102203349 a, publication No. 2011, 9/28, discloses a retaining wall block and a retaining wall, the retaining wall blocks being laterally engaged with each other along a slope such as a leveling and embankment and being stacked in a height direction in a predetermined number of steps, the retaining wall block being filled inside with a filling material such as crushed stones and cobblestones to constitute a retaining wall which prevents mud from falling, wherein each retaining wall block includes a substantially rectangular surface portion which is exposed at a front side when the retaining wall is constructed; a substantially rectangular rear surface portion which is hidden at the rear side when the retaining wall is constructed; and a pair of connecting portions provided with a predetermined distance therebetween, the pair of connecting portions connecting the surface portion and the rear surface portion with the predetermined distance therebetween, the surface portion, the rear surface portion, and the pair of connecting portions integrally forming a substantially box shape with a top and a bottom thereof being open; wherein a space portion filled with a material is formed inside the surface portion, the rear surface portion and the pair of connecting portions, the rear surface portion is lower than the surface portion, and the rear surface portion is inclined at a predetermined angle with respect to the surface portion such that a distance between an upper portion of the rear surface portion and the surface portion is greater than a distance between a lower portion of the rear surface portion and the surface portion. This retaining wall block and retaining wall adopt the retaining wall block that precast concrete made to pile up with predetermined ladder figure in the direction of height, and retaining wall module unit forms the shape of basic box integratively, and the construction process is more complicated, and artifical erection template is more complicated, and the construction period is long.
The patent with publication number of CN 202280078U, publication date of 2012 6/20 discloses an assembled retaining wall, which comprises an inclined plate and a bottom plate, wherein the inclined plate and the bottom plate are both prefabricated members, the bottom plate is horizontally arranged, the back surface of the bottom plate is provided with a groove, a tenon positioned with a slope foundation is inserted in the groove, and the front surface of the bottom plate is fixedly provided with a first pull ring and is provided with a slot; one end part of the inclined plate is obliquely inserted into the slot, a second pull ring is fixedly arranged on one surface of the inclined plate facing the bottom plate, and the second pull ring is connected with the first pull ring through a steel bar. This retaining wall is applicable to the flat area of topography, is not suitable for rock matter slope district, and the construction needs the segmentation to excavate retaining wall basis, easily produces rock matter landslide during retaining wall basis excavation. This prefabricated component combination formula retaining wall is not applicable to high curb retaining wall.
The publication number is CN 106498977A, the patent of the publication number of 3 month 15 days in 2017 discloses a cantilever beam type retaining wall structure, this retaining wall structure includes the rock mass and locates the retaining wall in the rock mass outside, be the backfill region between rock mass and the retaining wall, highway is built at backfill region and retaining wall top, connect through stock or anchor rope or combination between the base portion of retaining wall and the rock mass, the top of retaining wall outwards overhangs to form the cantilever beam, retaining wall and cantilever beam are for pouring concrete structure together. This retaining wall structure needs excavation retaining wall basis, easily produces the rock mass landslide when the retaining wall basis is excavated to retaining wall concrete engineering volume is great, and engineering cost is higher relatively.
The existing retaining wall structure with the scheme needs to excavate a retaining wall foundation in sections, and retaining wall pit grooves are excavated in sections and in full length on broken-broken rock slopes and bedding rock slopes, so that rock landslides are easily generated, and the construction safety of the retaining wall is seriously influenced. In addition, the construction of the retaining wall needs to manually erect the template, the maintenance period is long, the template needs to be manually dismantled, the process is complicated, and the construction period is long.
Therefore, the mechanical property of the rock mass of the rock slope section is fully utilized, the foundation excavation area is reduced, the construction safety is ensured, the construction period is shortened, the key consideration of the design and construction of the retaining wall is provided, and the modularized operation is a feasible mode.
SUMMERY OF THE UTILITY MODEL
The utility model provides a combined anchoring road shoulder retaining wall, which solves the problem of the existing working condition, and the road shoulder retaining wall needs to excavate retaining wall pit slots on the broken rock slope or the bedding rock slope in a segmented and full-length manner according to the existing design, so that the rock landslide is easy to generate; and the construction of the retaining wall needs to manually erect the template, the maintenance period is longer, the template also needs to be manually dismantled, and the problems of complicated working procedures and long construction period exist.
The utility model provides a technical scheme that its technical problem adopted is: the combined anchoring road shoulder retaining wall is formed by sequentially combining at least two retaining wall unit modules along the direction of a route, wherein each retaining wall unit comprises an outer longitudinal reinforced concrete precast slab, an inner longitudinal reinforced concrete precast slab and a transverse reinforced concrete precast slab, the outer longitudinal reinforced concrete precast slab and the transverse reinforced concrete precast slab are positioned at the ends of the inner longitudinal reinforced concrete precast slab; the outer plate surface of the outer longitudinal reinforced concrete prefabricated plate is connected with the inner plate surface of the inner longitudinal reinforced concrete prefabricated plate through a tension anchor rod, and the transverse reinforced concrete prefabricated plate is respectively connected with the side edge of the outer longitudinal reinforced concrete prefabricated plate and the side edge of the inner longitudinal reinforced concrete prefabricated plate through a connecting anchor rod; the outer longitudinal reinforced concrete prefabricated plate and the inner longitudinal reinforced concrete prefabricated plate are also provided with water drainage holes inclined towards the outside, the area surrounded by the outer longitudinal reinforced concrete prefabricated plate, the inner longitudinal reinforced concrete prefabricated plate and the transverse reinforced concrete prefabricated plate is a concrete pouring area, the outer plate surface of the outer longitudinal reinforced concrete prefabricated plate is provided with a prestressed anchor cable, and the anchoring section of the prestressed anchor cable is arranged in a side slope rock mass; and a backfill area is arranged between the inner longitudinal reinforced concrete precast slab and the surface of the side slope.
Further, the method comprises the following steps: the outer longitudinal reinforced concrete precast slabs, the inner longitudinal reinforced concrete precast slabs and the transverse reinforced concrete precast slabs are all in an inverted convex shape and are divided into a convex part and a non-convex part, wherein the convex part is a part embedded into the pit groove; the tension anchor rod, the connecting anchor rod and the prestressed anchor cable are all arranged on the non-protruding portion.
Further, the method comprises the following steps: the inner longitudinal reinforced concrete prefabricated plate is vertically arranged, and the top of the outer longitudinal reinforced concrete prefabricated plate is obliquely arranged towards the inner longitudinal reinforced concrete prefabricated plate.
Before the hoisting construction of the outer longitudinal reinforced concrete precast slab and the inner longitudinal reinforced concrete precast slab, pit grooves need to be respectively excavated in the side slope. And for the slope with broken-broken rock or the rock slope along the layer on the mountain side, an anti-slip mortar anchor rod is arranged on the side slope on the inner side of the longitudinal reinforced concrete precast slab on the inner side in order to prevent the pit groove from being excavated to form the rock landslide. The anchoring section of the anti-slip mortar anchor rod extends to a position below the lower limit of strong weathering of rock mass. For example, the row spacing between the anti-slip mortar anchor rods is 2.00 multiplied by 2.00 meters, and the length of the anti-slip mortar anchor rods is 4.50 to 6.00 meters. For more complete-complete rock slopes, i.e., non-bedding rock slopes, the anti-skid mortar anchor rods may not be provided.
Specifically, the tension anchor rod is a twisted steel bar, and the connecting anchor rod is a twisted steel bar; steel backing plates are respectively arranged at the ends of the tension anchor rods on the outer plate surface of the outer longitudinal reinforced concrete precast slab and the inner plate surface of the inner longitudinal reinforced concrete precast slab, and the tension anchor rods are fixed on the outer sides of the steel backing plates through nuts; the end of the connecting anchor rod is provided with a steel base plate, and the outer side of the steel base plate is fixedly connected with the anchor rod through a nut.
The utility model also provides an arbitrary combined type anchor draws road shoulder retaining wall's construction method, including following step:
s1, prefabricating an outer side longitudinal reinforced concrete prefabricated plate, an inner side longitudinal reinforced concrete prefabricated plate and a transverse reinforced concrete prefabricated plate, wherein a tension anchor rod preformed hole, a prestressed anchor cable preformed hole and a water drainage hole preformed hole are respectively formed in the outer side longitudinal reinforced concrete prefabricated plate and the inner side longitudinal reinforced concrete prefabricated plate, and a connecting anchor rod preformed hole is formed in the transverse reinforced concrete prefabricated plate; and mounting holes for fixedly connecting the ends of the anchor rods 5 are reserved on the lateral surfaces of the outer side longitudinal reinforced concrete precast slab 1 and the inner side longitudinal reinforced concrete precast slab 2 at the non-end part of the retaining wall.
S2, excavating an outer side longitudinal pit, an inner side longitudinal pit and a transverse pit on the rock slope.
Further, the method comprises the following steps: in the step S2, when the mountain-side slope is a broken-broken rock slope or a bedding rock slope, an anti-skid mortar anchor rod is first arranged on the mountain-side of the inner longitudinal pit groove, and then the outer longitudinal pit groove, the inner longitudinal pit groove and the transverse pit groove are excavated.
Specifically, in the step S1, the length of the protruding portion of the outer longitudinal reinforced concrete precast slab is 2.00 m, the width is 0.30 m, and the depth is 4.90 m; the length of the convex part of the inner longitudinal reinforced concrete precast slab is 2.00 meters, the width is 0.30 meters, and the depth is 5.00 meters; the length of the convex part of the transverse reinforced concrete precast slab is 1.75 meters, the width is 0.30 meters, and the depth is 5.80 meters; in the step S2, the length of the outside longitudinal pit is 2.40 meters, the width is 0.80 meter, and the center depth of the pit is 5.00 meters; the length of the longitudinal pit groove at the inner side is 2.40 meters, the width is 0.80 meter, and the center depth of the pit groove is 5.20 meters; the length of the transverse pit slot is 3.05 meters, the width of the transverse pit slot is 0.80 meter, and the center depth of the pit slot is 6.00 meters; the horizontal clear space between the outer side longitudinal pit groove and the inner side longitudinal pit groove is 1.45 meters.
And S3, hoisting the outer longitudinal reinforced concrete precast slabs to the outer longitudinal pit slot, hoisting the inner longitudinal reinforced concrete precast slabs to the inner longitudinal pit slot, and respectively hoisting the two transverse reinforced concrete precast slabs to the transverse pit slot in the small mileage direction and the transverse pit slot in the large mileage direction.
S4, respectively pouring cement mortar in the outer side longitudinal pit groove, the inner side longitudinal pit groove and the transverse pit groove, then respectively installing sleeves in the tension anchor rod preformed hole, the prestressed anchor cable preformed hole, the connecting anchor rod preformed hole and the drain hole preformed hole, and then respectively installing the tension anchor rod and the connecting anchor rod; and the outer longitudinal reinforced concrete precast slabs, the inner longitudinal reinforced concrete precast slabs and the transverse reinforced concrete precast slabs enclose a concrete pouring area.
The transverse reinforced concrete prefabricated slab at the end of the retaining wall is connected with the side edges of the longitudinal reinforced concrete prefabricated slabs on the inner side and the outer side through the connecting anchor rods. The two sides of the transverse reinforced concrete prefabricated plate at the non-end of the retaining wall are connected with the inner and outer longitudinal reinforced concrete prefabricated plates through connecting anchor rods. The outer side longitudinal reinforced concrete prefabricated plate and the inner side longitudinal reinforced concrete prefabricated plate are respectively provided with a mounting hole for fixedly connecting an anchor rod at the non-end position of the retaining wall, and the mounting holes are formed when the inner side longitudinal reinforced concrete prefabricated plate and the outer side longitudinal reinforced concrete prefabricated plate are prefabricated.
And S5, pouring concrete into the concrete pouring area to form the concrete shoulder retaining wall, and backfilling in the backfilling area after the concrete shoulder retaining wall reaches the designed strength.
Further, the method comprises the following steps: and in the step S5, when the concrete is poured, the accelerating agent and the early strength agent are mixed and the rubbles are thrown into the concrete to form the concrete shoulder retaining wall containing the rubbles.
And S6, constructing a prestressed anchor cable on the outer plate surface of the outer longitudinal reinforced concrete precast slab, and placing the anchoring section of the prestressed anchor cable in a weathered-fresh rock mass.
S7, repeating the construction of the next retaining wall unit module according to the steps from S2 to S6, wherein the step of S3 is replaced by the following steps: and hoisting the outer longitudinal reinforced concrete precast slab to the outer longitudinal pit slot, hoisting the inner longitudinal reinforced concrete precast slab to the inner longitudinal pit slot, and hoisting one transverse reinforced concrete precast slab to the transverse pit slot corresponding to the construction direction.
Further, the method comprises the following steps: in the step S7, in the step S2 of performing the next retaining wall unit module construction, the clear distance between the outer longitudinal pit grooves along the road direction is 1.90 meters, the clear distance between the inner longitudinal pit grooves along the road direction is 1.90 meters, and the clear distance between the transverse pit grooves along the road direction is 3.50 meters.
The utility model has the advantages that: the combined anchoring road shoulder retaining wall is suitable for steep rock slopes (slope gradient 45-75 degrees), has modular manufacture, is mechanized and flow line construction, does not need manual erection of retaining wall templates and manual removal of the retaining wall templates, and has relatively low construction cost. The construction method of the combined anchoring road shoulder retaining wall has the advantages of fewer construction processes, short construction period and high construction efficiency. The utility model discloses a salvage engineering, time limit for a project nervous engineering curb retaining wall design and construction provide the reference.
The outer longitudinal reinforced concrete precast slab, the inner longitudinal reinforced concrete precast slab and the transverse reinforced concrete precast slab of the combined anchoring and pulling road shoulder retaining wall are all in an inverted convex shape, so that the outer longitudinal reinforced concrete precast slab, the inner longitudinal reinforced concrete precast slab and the transverse reinforced concrete precast slab have the functions of a retaining wall template, a retaining wall foundation and an anti-sliding tenon, and the precast slabs are fixedly connected with a rock mass.
In the construction method of the combined anchoring road shoulder retaining wall, the accelerating agent and the early strength agent are mixed and thrown into the rubbles when the concrete is poured, so that the local building materials are fully utilized, and the construction period can be shortened.
Drawings
Figure 1 is a schematic elevation view of an embodiment of the modular anchor berm retaining wall of the present invention.
Figure 2 is a plan view of an embodiment of the modular anchor berm retaining wall of the present invention.
FIG. 3 is a schematic sectional view taken along line I-I' of FIG. 2.
FIG. 4 is a schematic sectional view of II-II' of FIG. 2.
Reference numerals: the concrete grouting structure comprises an outer longitudinal reinforced concrete precast slab 1, an inner longitudinal reinforced concrete precast slab 2, a transverse reinforced concrete precast slab 3, a tension anchor rod 4, a connecting anchor rod 5, a water drainage hole 6, a concrete pouring area 7, a prestressed anchor cable 8, a backfilling area 9, an anti-skid mortar anchor rod 10, an outer longitudinal pit slot 11, an inner longitudinal pit slot 12 and a transverse pit slot 13; the rock slope ground 14, the road surface 15 and the rock strong weathering lower limit 16.
Detailed Description
The present invention will be further explained with reference to the accompanying drawings.
As shown in fig. 1 to 4, the utility model discloses modular anchor road shoulder retaining wall is formed by two at least retaining wall unit modules along the route direction combination in proper order. The retaining wall unit comprises an outer side longitudinal reinforced concrete precast slab 1, an inner side longitudinal reinforced concrete precast slab 2 and a transverse reinforced concrete precast slab 3, wherein the outer side longitudinal reinforced concrete precast slab 1 and the inner side longitudinal reinforced concrete precast slab 2 are positioned at the ends of the side slope. The retaining wall unit module at any end of the retaining wall comprises an outer longitudinal reinforced concrete precast slab 1, an inner longitudinal reinforced concrete precast slab 2 and two transverse reinforced concrete precast slabs 3; the other retaining wall unit modules only comprise an outer longitudinal reinforced concrete prefabricated panel 1, an inner longitudinal reinforced concrete prefabricated panel 2 and a transverse reinforced concrete prefabricated panel 3.
In order to improve the sliding resistance between the prefabricated slab 1 and the slope and facilitate the construction of the excavated pit slot, the prefabricated slab 1, the prefabricated slab 2 and the prefabricated slab 3 are inverted 'convex', and can be divided into a convex part and a non-convex part, wherein the convex part is a part embedded into the pit slot, and the non-convex part is a part not embedded into the pit slot during construction. Therefore, the outer longitudinal reinforced concrete precast slabs 1, the inner longitudinal reinforced concrete precast slabs 2 and the transverse reinforced concrete precast slabs 3 have the anti-sliding tenon function. For example, the length of the protruding part of the outer longitudinal reinforced concrete precast slab 1 is 2.00 m, the width is 0.30 m, and the depth is 4.90 m. The length of the convex part of the inner longitudinal reinforced concrete precast slab 2 is 2.00 meters, the width is 0.30 meters, and the depth is 5.00 meters. The length of the protruding part of the transverse reinforced concrete precast slab 3 is 1.75 meters, the width is 0.30 meters, and the depth is 5.80 meters.
The outer plate surface of the outer longitudinal reinforced concrete precast slab 1 and the inner plate surface of the inner longitudinal reinforced concrete precast slab 2 are connected through a tension anchor rod 4. Outside sideThe longitudinal reinforced concrete prefabricated plate 1 and the inner longitudinal reinforced concrete prefabricated plate 2 are also provided with water drainage holes 6 which are inclined outwards. The outer plate surface of the outer longitudinal reinforced concrete precast slab 1 is provided with a prestressed anchor cable 8, and the anchoring section of the prestressed anchor cable 8 is arranged in the side slope rock mass. The tension anchor rod 4 and the prestressed anchor cable 8 are both arranged on the non-convex part. And the outer longitudinal reinforced concrete precast slab 1 and the inner longitudinal reinforced concrete precast slab 2 are reserved with a tension anchor rod reserved hole, a prestressed anchor cable reserved hole and a water drainage hole reserved hole during prefabrication. During construction, a tension anchor rod PVC sleeve, a pre-stressed anchor cable PVC sleeve and a water outlet PVC sleeve are arranged between the outer longitudinal reinforced concrete precast slab 1 and the inner longitudinal reinforced concrete precast slab 2 through a preformed hole, and the tension anchor rod 4 penetrates through the tension anchor rod PVC sleeve and is fixed at two ends. For example, the diameter of the PVC sleeve of the tension anchor rod is 0.10 meter, and the diameter of the PVC sleeve of the prestressed anchor cable is 0.20 meter; the tension anchor 4 being a threaded reinforcement, e.g.
The two ends of the tension anchor rod 4 are respectively provided with a steel backing plate with the length and width of 0.20 multiplied by 0.01 meter, and the tension anchor rod 4 is fixed on the outer side of the steel backing plate through a nut.
The transverse reinforced concrete prefabricated plate 3 is respectively connected with the side edge of the outer longitudinal reinforced concrete prefabricated plate 1 and the side edge of the inner longitudinal reinforced concrete prefabricated plate 2 through connecting anchor rods 5. The transverse reinforced concrete prefabricated slab 3 is provided with a connection anchor rod preformed hole during prefabrication, during construction, a connection anchor rod PVC sleeve is arranged in the preformed hole, one end of the connection anchor rod 5 is fixed in the outer longitudinal reinforced concrete prefabricated slab 1, and the other end of the connection anchor rod is exposed out of the side edge of the longitudinal reinforced concrete prefabricated slab and penetrates through the connection anchor rod PVC sleeve during construction and then is fixed through the steel base plate and the nut. The inner longitudinal reinforced concrete precast slabs 2 and the transverse reinforced concrete precast slabs 3 are fixed in the same way. In order to realize the installation and fixation of the connecting anchor rod 5, mounting holes are reserved in the non-end part of the retaining wall for the outer side longitudinal reinforced concrete prefabricated plate 1 and the inner side longitudinal reinforced concrete prefabricated plate 2, and the mounting holes are used for accommodating the end, the steel base plate and the nut of the connecting anchor rod 5. In particular, the connecting anchor 5 is a threaded reinforcing bar, for example
The diameter of the PVC sleeve pipe for connecting the anchor rod is 0.20 m, and the length, width and thickness of the steel backing plate for fixedly connecting the anchor rod 5 are 0.30 multiplied by 0.01 m.
And the area enclosed by the outer longitudinal reinforced concrete precast slab 1, the inner longitudinal reinforced concrete precast slab 2 and the transverse reinforced concrete precast slab 3 is a concrete pouring area 7. And pouring concrete into the concrete pouring area 7 to form the concrete shoulder retaining wall, and throwing the rubble into the concrete pouring area to form the rubble concrete shoulder retaining wall. The outer side longitudinal reinforced concrete precast slab 1, the inner side longitudinal reinforced concrete precast slab 2 and the transverse reinforced concrete precast slab 3 have the functions of a retaining wall template, a retaining wall foundation and an anti-sliding tenon. A backfill region 9 is arranged between the inner longitudinal reinforced concrete precast slab 2 and the surface of the side slope, namely the backfill region 9 is arranged between the inner longitudinal reinforced concrete precast slab 2 and the surface 14 of the rocky slope in the figure, and the top of the backfill region 9 forms a road pavement 15. In order to reduce the construction period, when concrete is poured into the concrete pouring area 7, a proper amount of accelerating agent and early strength agent can be added according to the standard requirement, and the wall back is backfilled after the designed strength is reached.
The inner longitudinal reinforced concrete prefabricated plate 2 is vertically arranged, and the top of the outer longitudinal reinforced concrete prefabricated plate 1 is obliquely arranged towards the inner longitudinal reinforced concrete prefabricated plate 2.
Before the outer side longitudinal reinforced concrete precast slab 1 and the inner side longitudinal reinforced concrete precast slab 2 are hoisted, pit grooves need to be respectively excavated in the side slopes. And for the slope with broken-broken rock or bedding rock on the mountain side, and for preventing the pit groove from being excavated to form a rock landslide, the slope on the inner side of the inner longitudinal reinforced concrete precast slab 2 is provided with an anti-slip mortar anchor rod 10. The anchoring section of the anti-slip mortar anchor rod 10 extends to below the strong weathering lower limit 16 of the rock mass. For example, the row spacing between the anti-slip mortar anchor rods 10 is 2.00 multiplied by 2.00 meters, and the length of the anti-slip mortar anchor rods 10 is 4.50-6.00 meters. For more complete-complete, i.e., non-bedding, lithologic slopes, the anti-skid mortar anchor 10 may not be provided.
The utility model discloses modular anchor draws curb retaining wall construction method, including following step:
s1, prefabricating an outer longitudinal reinforced concrete prefabricated plate 1, an inner longitudinal reinforced concrete prefabricated plate 2 and a transverse reinforced concrete prefabricated plate 3, wherein tension anchor rod preformed holes, pre-stressed anchor cable preformed holes and drain hole preformed holes are respectively formed in the outer longitudinal reinforced concrete prefabricated plate 1 and the inner longitudinal reinforced concrete prefabricated plate 2, and connecting anchor rod preformed holes are formed in the transverse reinforced concrete prefabricated plate.
And mounting holes are reserved on the side surfaces of the outer side longitudinal reinforced concrete prefabricated plate 1 and the inner side longitudinal reinforced concrete prefabricated plate 2 at the non-end of the retaining wall, and the mounting holes are used for accommodating the ends of the connecting anchor rods 5, and steel backing plates and nuts fixedly connected with the anchor rods 5.
S2, excavating an outer side longitudinal pit 11, an inner side longitudinal pit 12 and a transverse pit 13 on the rocky slope by adopting directional blasting or a rock drill machine.
The outer longitudinal pit 11, the inner longitudinal pit 12 and the transverse pit 13 are respectively used for embedding the protruding parts of the outer longitudinal reinforced concrete precast slabs 1, the inner longitudinal reinforced concrete precast slabs 2 and the transverse reinforced concrete precast slabs 3, so that the outer longitudinal pit 11 and the inner longitudinal pit 12 are excavated in sections. For example, the length of the outer longitudinal pit 11 is 2.40 meters, the width is 0.80 meter, and the center depth of the pit is 5.00 meters; the length of the inner longitudinal pit 12 is 2.40 meters, the width is 0.80 meter, and the center depth of the pit is 5.20 meters; the length of the transverse pit 13 is 3.05 meters, the width is 0.80 meter, and the center depth of the pit is 6.00 meters; the clear distance between the transverse pit 13 and the longitudinal pit 11 is 3.50 m, and the clear distance between the transverse pit 11 and the longitudinal pit 12 is 1.45 m.
In order to prevent rock landslide caused by pit excavation, an anti-skid mortar anchor rod 10 is arranged on the inner side of the longitudinal pit 11 close to the mountain side and is arranged on a broken-broken rock slope and a bedding rock slope. As shown in FIG. 2, six rows of anti-slip mortar anchor rods 10 are arranged, the row spacing between the anti-slip mortar anchor rods 10 is 2.00 multiplied by 2.00 meters, the mortar anchor rods are 4.50-6.00 meters long, and the anchoring sections of the anti-slip mortar anchor rods 10 extend to the rock strong weathering lower limit below 16. For more complete-complete rock slopes, i.e., for non-bedding rock slopes, the anti-skid mortar anchor rods may not be provided.
And S3, hoisting the outer longitudinal reinforced concrete precast slab 1 to the outer longitudinal pit 11 by using a crane, hoisting the inner longitudinal reinforced concrete precast slab 2 to the inner longitudinal pit 12 by using the crane, and hoisting the two transverse reinforced concrete precast slabs 3 to the transverse pit 13 in the small-mileage direction and the transverse pit 13 in the large-mileage direction by using the crane respectively.
And S4, respectively pouring cement mortars, such as M30 cement mortar, in the outer longitudinal pit 11, the inner longitudinal pit 12 and the transverse pit 13, so that the outer longitudinal reinforced concrete precast slabs 1, the inner longitudinal reinforced concrete precast slabs 2 and the transverse reinforced concrete precast slabs 3 have the functions of retaining wall formworks, retaining wall foundations and anti-sliding tenons, and are fixedly connected with rock masses.
Then, sleeves, for example, PVC sleeves, are installed in the tension anchor rod prepared hole, the prestressed anchor cable prepared hole, the connection anchor rod prepared hole and the drain hole prepared hole, respectively, and then the tension anchor rod 4 and the connection anchor rod 5 are installed, respectively.
And the tension anchor rod 4 is used for connecting and fixing the outer longitudinal reinforced concrete precast slab 1 and the inner longitudinal reinforced concrete precast slab 2. Specifically, when the tension anchor rod 4 is installed, the tension anchor rod 4 penetrates through a tension anchor rod reserved hole to be connected with the outer plate surface of the outer longitudinal reinforced concrete prefabricated plate 1 and the inner plate surface of the inner longitudinal reinforced concrete prefabricated plate 2, wherein the inner plate surface of the inner longitudinal reinforced concrete prefabricated plate 2 refers to the plate surface close to the rock slope ground surface 14. Steel backing plates are respectively arranged on the outer plate surface and the inner plate surface at the two ends of the tension anchor rod 4 in a cushioning mode, and the tension anchor rod 4 is fixed on the outer sides of the steel backing plates through nuts. The length, width and thickness of the steel backing plate of the fixed tension anchor rod 4 are 0.20 multiplied by 0.01 meter.
The connecting anchor rod 5 is used for connecting and fixing the two transverse reinforced concrete prefabricated plates 3 on two sides of the outer longitudinal reinforced concrete prefabricated plate 1 and the inner longitudinal reinforced concrete prefabricated plate 2, so that the outer longitudinal reinforced concrete prefabricated plate 1, the inner longitudinal reinforced concrete prefabricated plate 2 and the two transverse reinforced concrete prefabricated plates 3 enclose a concrete pouring area 7. When the connecting anchor rods 5 are installed, the transverse reinforced concrete prefabricated plates 3 are respectively connected with the side edges of the outer longitudinal reinforced concrete prefabricated plates 1 and the side edges of the inner longitudinal reinforced concrete prefabricated plates 2, the connecting anchor rods 5 are exposed out of the two prefabricated plate surfaces by 0.10 m, steel backing plates with the length and the width of 0.30 multiplied by 0.01 m are arranged at the pull anchor rods 5 on the outer sides of the two prefabricated plate surfaces, and the pull anchor rods 5 are fixed on the outer sides of the steel backing plates by rotating nuts.
And S5, pouring concrete into the concrete pouring area 7 to form the concrete shoulder retaining wall, and backfilling in the backfilling area 9 after the concrete shoulder retaining wall reaches the designed strength. When the concrete is poured, the rubbles are thrown in to form the concrete shoulder retaining wall containing the rubbles, and the local building materials are fully utilized. In order to reduce the construction period, a proper amount of accelerating agent and early strength agent can be added according to the standard requirement, and then the backfilling area 9 is backfilled, and the top of the backfilling area 9 and the concrete pouring area 7 forms a road pavement 15.
S6, constructing a prestressed anchor cable 8 on the outer plate surface of the outer longitudinal reinforced concrete precast slab 1, and placing the anchoring section of the prestressed anchor cable 8 in a weathered-fresh rock mass. For example, the anchoring section of the prestressed anchor cable 8 is 6.00-10.00 meters long, and the tension of the prestressed anchor cable 8 is determined by calculation according to the stability of the retaining wall.
And S7, repeating the construction of the next retaining wall unit module according to the steps S2-S6, wherein the step S3 only needs to hoist one transverse reinforced concrete precast slab 3. Namely, the step S3 is replaced with: and hoisting the outer longitudinal reinforced concrete precast slab 1 to the outer longitudinal pit 11, hoisting the inner longitudinal reinforced concrete precast slab 2 to the inner longitudinal pit 12, and hoisting one transverse reinforced concrete precast slab 3 to a transverse pit 13 corresponding to the construction direction.
In the step S2 of performing the next retaining wall unit module construction, the outer longitudinal pits 11, the inner longitudinal pits 12, and the lateral pits 13 are excavated in segments. The clear distance between the outer longitudinal pit grooves 11 and the inner longitudinal pit grooves 12 is 1.90 meters, the clear distance between the inner longitudinal pit grooves 12 and the outer longitudinal pit grooves 13 is 1.90 meters, and the clear distance between the transverse pit grooves 13 and the inner longitudinal pit grooves is 3.50 meters. The arrangement of the outer longitudinal pit 11, the inner longitudinal pit 12 and the transverse pit 13 corresponds to the arrangement of the outer longitudinal reinforced concrete precast slabs 1, the inner longitudinal reinforced concrete precast slabs 2 and the transverse reinforced concrete precast slabs 3 in an inverted convex shape, so that the stability is ensured.
The combined anchoring road shoulder retaining wall and the construction method thereof are suitable for steep slope rock slopes (slope gradient is 45-75 degrees), and have the advantages of modular manufacture, mechanization, flow line construction, no need of manually erecting and manually removing retaining wall templates, relatively low construction cost, and provision of reference for design and construction of rush repair projects and project period tension project road shoulder retaining walls.
Claims (5)
1. Modular anchor draws curb retaining wall is formed its characterized in that by two at least retaining wall unit modules along the line direction combination in proper order: the retaining wall unit comprises an outer side longitudinal reinforced concrete precast slab (1) and an inner side longitudinal reinforced concrete precast slab (2) which are positioned on the side slope, and a transverse reinforced concrete precast slab (3) at the end of the outer side longitudinal reinforced concrete precast slab (1) and the inner side longitudinal reinforced concrete precast slab (2); the outer plate surface of the outer longitudinal reinforced concrete precast slab (1) and the inner plate surface of the inner longitudinal reinforced concrete precast slab (2) are connected through a tension anchor rod (4), and the transverse reinforced concrete precast slab (3) is respectively connected with the side edge of the outer longitudinal reinforced concrete precast slab (1) and the side edge of the inner longitudinal reinforced concrete precast slab (2) through a connecting anchor rod (5); the outer side longitudinal reinforced concrete precast slab (1) and the inner side longitudinal reinforced concrete precast slab (2) are also provided with a water drainage hole (6) inclined towards the outside, the area surrounded by the outer side longitudinal reinforced concrete precast slab (1), the inner side longitudinal reinforced concrete precast slab (2) and the transverse reinforced concrete precast slab (3) is a concrete pouring area (7), the outer plate surface of the outer side longitudinal reinforced concrete precast slab (1) is provided with a prestressed anchor cable (8), and the anchoring section of the prestressed anchor cable (8) is used for being placed in a side slope rock mass; a backfill region (9) is arranged between the inner longitudinal reinforced concrete precast slab (2) and the earth surface of the side slope.
2. The modular anchoring berm retaining wall of claim 1, wherein: the outer longitudinal reinforced concrete precast slab (1), the inner longitudinal reinforced concrete precast slab (2) and the transverse reinforced concrete precast slab (3) are all in an inverted convex shape and are divided into a convex part and a non-convex part, wherein the convex part is a part embedded into the pit slot; the tension anchor rod (4), the connecting anchor rod (5) and the pre-stressed anchor cable (8) are all arranged on the non-protruding part.
3. The modular anchoring berm retaining wall of claim 1, wherein: the inner longitudinal reinforced concrete precast slab (2) is vertically arranged, and the top of the outer longitudinal reinforced concrete precast slab (1) is obliquely arranged towards the inner longitudinal reinforced concrete precast slab (2).
4. The modular anchoring berm retaining wall of claim 1, wherein: and an anti-skid mortar anchor rod (10) is arranged on the slope on the inner side of the inner longitudinal reinforced concrete precast slab (2).
5. A modular anchor-pull berm retaining wall according to any one of claims 1 to 4, wherein: the tension anchor rod (4) is a twisted steel bar, and the connecting anchor rod (5) is a twisted steel bar; steel backing plates are respectively arranged at the ends of the tension anchor rods (4) on the outer plate surface of the outer longitudinal reinforced concrete precast slab (1) and the inner plate surface of the inner longitudinal reinforced concrete precast slab (2), and the tension anchor rods (4) are fixed on the outer sides of the steel backing plates through nuts; the end of the connecting anchor rod (5) is provided with a steel backing plate, and the outer side of the steel backing plate is fixedly connected with the anchor rod (5) through a nut.
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| CN110258627A (en) * | 2019-07-18 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Combined type anchor draws road shoulder retaining wall and its construction method |
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| CN110258627A (en) * | 2019-07-18 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Combined type anchor draws road shoulder retaining wall and its construction method |
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