CN211735489U - Plate rib type cast-in-situ anchor rod high retaining wall - Google Patents
Plate rib type cast-in-situ anchor rod high retaining wall Download PDFInfo
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- CN211735489U CN211735489U CN201922374489.XU CN201922374489U CN211735489U CN 211735489 U CN211735489 U CN 211735489U CN 201922374489 U CN201922374489 U CN 201922374489U CN 211735489 U CN211735489 U CN 211735489U
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Abstract
The utility model relates to a plate rib type cast-in-place anchor rod high retaining wall, which comprises retaining wall rib plates, a side slope soil body, a slope cover plate, a drain pipe, a wall inner mold, a wall back outer mold and a closed cover plate; excavating a water intercepting ditch at the upper part of the side slope soil body; a slope cover plate is arranged on the slope surface of the rock mass zone of the slope soil body, and a drain pipe inserted into the rock mass zone is arranged on the lower surface of the slope cover plate; an assembled bottom plate is arranged on the side slope soil body at the toe part of the slope, and fastening pressure is applied to the assembled bottom plate through a bottom plate fastening rib; the bottom ends of the support upright rods are inserted into the support boot caps, the support tie rods are arranged between the adjacent support upright rods, and the support tie rods at the bottom layer are connected with the support boot caps. The utility model has the advantages that: the utility model discloses set up domatic apron and drain pipe at the broken area position of rock mass, not only can provide the side support to the broken area of rock mass, can reduce the influence of groundwater to the construction in the broken area of rock mass moreover.
Description
Technical Field
The utility model relates to a high barricade of cast-in-place stock of plate-fin formula belongs to ground and foundation engineering field, is applicable to barricade construction engineering.
Background
Compared with a gravity type retaining wall, the plate-rib type anchor rod retaining wall has the advantages of light structure weight, capability of exerting the uplift resistance of a slope soil body and the like, and is widely applied to slope support engineering. When the plate-rib type anchor retaining wall is constructed, the key points and difficulties of engineering control are often to improve the connection strength of the side slope soil body and the wall back filling body, reduce the formwork erection difficulty, improve the side slope structural integrity and the like.
There has been a rib post formula stock retaining wall structure among the prior art, and it comprises rib post, fender board, stock, guan liang, waist rail, wherein, below the wall front platform was arranged in to rib post bottom, and the guanliang is established at rib post top, and rib post middle part sets up waist rail and stock, and it is inboard that the rib post is arranged in to fender board, is closely knit packing behind the fender board, and in the firm rock was gone into to stock one end anchor, the other end anchor was on the rib post. The utility model discloses can solve the problem that barricade structure wholeness promoted, nevertheless establish to the template high efficiency, side slope soil body wholeness promotes, barricade structure atress can improve the aspect still can improve the part.
In view of the above, in order to improve the construction quality and efficiency of the slab rib type anchor retaining wall, the slab rib type cast-in-place anchor high retaining wall which can reduce the influence of underground water in a rock mass crushing zone on construction, improve the connection strength between a side slope soil body and a wall back filling body and reduce the difficulty of template support is needed to be invented at present.
SUMMERY OF THE UTILITY MODEL
The utility model aims at overcoming not enough among the prior art, provide one kind not only can reduce the broken in-band groundwater of rock mass to the influence of construction, can promote the joint strength of side slope soil body and wall back obturator moreover, can also reduce the slab rib formula cast-in-place stock high barricade of the degree of difficulty that the template was established.
The slab rib type cast-in-place anchor rod high retaining wall comprises retaining wall rib plates, a side slope soil body, a slope cover plate, a drain pipe, a wall surface internal mold, a wall back external mold and a closed cover plate; excavating a water intercepting ditch at the upper part of the side slope soil body; a slope cover plate is arranged on the slope surface of the rock mass zone of the slope soil body, and a drain pipe inserted into the rock mass zone is arranged on the lower surface of the slope cover plate; an assembled bottom plate is arranged on the side slope soil body at the toe part of the slope, and fastening pressure is applied to the assembled bottom plate through a bottom plate fastening rib; the bottom ends of the support upright rods are inserted into the support boot caps, a support tie rod is arranged between the adjacent support upright rods, and the support tie rod at the bottom layer is connected with the support boot caps;
a retaining wall anchor bar is arranged in the side slope soil body; an interface connecting layer is laid along the slope surface of the side slope soil body, an interface reinforcing plate is arranged on the free surface of the interface connecting layer, the connected interface reinforcing plates are connected through a connecting step, a wall back supporting transverse rib is arranged on each interface reinforcing plate, and the wall back supporting transverse rib is firmly connected with the interface reinforcing plate and the side slope soil body through a connecting rivet;
the retaining wall steel reinforcement cage is hung on the upper part of the retaining wall foundation, the wall surface inner mold and the wall back outer mold are hung on the inner side and the outer side of the retaining wall steel reinforcement cage, inner mold positioning ribs are arranged between the wall surface inner mold and the support vertical rods, the wall back outer mold is connected with wall back supporting transverse ribs, and inner mold transverse supporting plates are arranged between the wall back outer mold and the wall back supporting transverse ribs; concrete is poured in a cavity formed by enclosing the wall back external mold, the wall surface internal mold and the retaining wall foundation to form a retaining wall rib plate; light concrete is poured between the wall back outer mold and the interface reinforcing plate to form a wall back filling body; pouring concrete on the top of the wall back filling body to form a closed cover plate; and wall bottom drainage ditches are arranged on the upper surface of the side slope soil body on the wall surface side of the wall baffle rib plate.
Preferably, the method comprises the following steps: the slope cover plate is made of reinforced concrete precast slabs or steel plates or PVC plates, and a cover plate sealing layer is arranged at the joint of the slope cover plate and the slope surface of the side slope, and the slope cover plate is firmly connected with the soil body of the side slope through cover plate anchor bars.
Preferably, the method comprises the following steps: the water drainage pipe is made of PVC pipes or steel pipes, one end of the water drainage pipe is inserted into the rock mass crushing zone, and the other end of the water drainage pipe is paved along the slope surface of the side slope and communicated with external drainage equipment after reaching the slope toe.
Preferably, the method comprises the following steps: the interface reinforcing plate is made of concrete precast slabs, a connecting step is arranged at the joint of the interface reinforcing plate, a grout embedded groove is arranged on the joint surface of the interface reinforcing plate and the interface connecting layer, and an anti-slip groove is arranged on the joint surface of the interface reinforcing plate and the wall back filler.
Preferably, the method comprises the following steps: the wall surface internal mold adopts a steel mold or an alloy template, and a limiting groove plate is arranged at the joint of the wall surface internal mold and the internal mold positioning rib; the wall back outer mold is prefabricated by adopting reinforced concrete materials, a steel reinforcement cage positioning rib is arranged on the side wall of the wall back outer mold facing the retaining wall steel reinforcement cage, and a wall back drainage body is arranged on the other side wall of the wall back outer mold; the steel reinforcement cage positioning ribs are bound and connected with the retaining wall steel reinforcement cage; the wall back drainage body is made of pervious concrete and is communicated with the wall body drainage pipe; one end of the wall body drain pipe is arranged in the wall back drain body, the other end of the wall body drain pipe penetrates through the wall surface internal mold, and the wall body drain pipe is a steel pipe or a PVC pipe.
Preferably, the method comprises the following steps: the closed cover plate is made of reinforced concrete or plain concrete materials, and a wall top drainage ditch is arranged on the wall back side close to the rib plate of the retaining wall.
The utility model has the advantages that:
(1) the utility model discloses set up domatic apron and drain pipe at the broken area position of rock mass, not only can provide the side support to the broken area of rock mass, can reduce the influence of groundwater to the construction in the broken area of rock mass moreover.
(2) The utility model discloses following the side slope soil body and facing the empty face and having laid interface connection layer and interface reinforcing plate, not only can promote the joint strength of side slope soil body and wall back obturator with the help of interface reinforcing plate, can play the domatic ballast effect of side slope soil body moreover.
(3) The utility model limits the positions of the wall inner mold and the wall back outer mold through the inner mold positioning rib and the wall back supporting transverse rib respectively, thereby reducing the difficulty of supporting the template; and simultaneously, the utility model discloses the wall back of the body external mold adopts the reinforced concrete material prefabricated to form, and both sides face sets up steel reinforcement cage location muscle and wall back of the body drainage body respectively, can satisfy the requirement that barricade steel reinforcement cage location and wall back of the body drainage body set up in step, has improved site operation quality and reliability.
(4) The wall back filling body of the utility model adopts light concrete material, which can effectively reduce the soil pressure born by the rib plate of the retaining wall; the closed cover plate at the top of the wall back filling body can synchronously play the roles of the weight of the wall back filling body and the slope water body partition.
Drawings
FIG. 1 is a schematic view of the construction structure of the slab rib type cast-in-place anchor rod high retaining wall of the present invention;
FIG. 2 is a schematic structural view of the plate rib type cast-in-place anchor rod high retaining wall of FIG. 1 after construction is completed;
FIG. 3 is a schematic cross-sectional view of the interface enhancing plate of FIGS. 1 and 2;
fig. 4 is a schematic view of the slope surface treatment structure of the side slope soil body of the utility model.
Description of reference numerals: 1-retaining wall foundation; 2-retaining wall rib plates; 3-a rock mass fracture zone; 4-slope soil body; 5-intercepting the ditch; 6-slope cover plate; 7-a drain pipe; 8-an assembled floor; 9-bottom plate fastening ribs; 10-support upright stanchion; 11-bracket boot cap; 12-a stent tie bar; 13-retaining wall anchor bars; 14-an interface enhancing plate; 15-wall back supporting transverse bars; 16-a connection anchor; 17-retaining wall reinforcement cage; 18-wall internal mold; 19-wall back external mold; 20-inner mold positioning ribs; 21-wall back filling body; 22-a closure flap; 23-a wall bottom drainage ditch; 24-a cover sheet closure layer; 25-cover plate anchor bars; 26-inner mold cross bracing plate; 27-a limit groove plate; 28-reinforcement cage positioning ribs; 29-a wall back drainage body; 30-a wall top drainage ditch; 31-an interfacial connection layer; 32-connecting step; 33-slurry embedded tank; 34-anti-skid groove.
Detailed Description
The present invention will be further described with reference to the following examples. The following description of the embodiments is merely provided to aid in understanding the invention. It should be noted that, for those skilled in the art, without departing from the principle of the present invention, the present invention can be further modified and modified, and such modifications and modifications also fall within the protection scope of the appended claims.
Referring to fig. 1 to 4, the plate-rib cast-in-place anchor high retaining wall performs slope treatment on a slope soil body 4 facing to the side of a retaining wall rib plate 2, and removes cultivated soil, soft soil and gravel soil on the surface layer of the slope; excavating a intercepting ditch 5 at the upper part of the side slope soil body 4; a slope cover plate 6 is arranged on the slope surface of the rock mass zone 3 of the slope soil body 4, and a drain pipe 7 inserted into the rock mass zone 3 is arranged on the lower surface of the slope cover plate 6; applying fastening pressure to the assembled bottom plate 8 by using the bottom plate fastening ribs 9; inserting the bottom ends of the support upright stanchions 10 into the support boot caps 11, arranging support tie bars 12 between adjacent support upright stanchions 10, and connecting the support tie bars 12 at the bottom layer with the support boot caps 11; a retaining wall anchor bar 13 is arranged in the side slope soil body 4; firstly paving an interface connecting layer 31 along the slope surface of the slope soil body 4, then arranging an interface reinforcing plate 14 on the free surface of the interface connecting layer 31, connecting the connected interface reinforcing plates 14 through a connecting step 32, filling the slurry embedded groove 33 with the slurry of the interface connecting layer 31 through surface knocking, arranging a wall back supporting transverse rib 15 on the interface reinforcing plate 14, and firmly connecting the wall back supporting transverse rib 15 with the interface reinforcing plate 14 and the slope soil body 4 through a connecting anchor 16; after the construction of the retaining wall foundation 1 is completed, the retaining wall reinforcement cage 17 is hung to the upper part of the retaining wall foundation 1, the wall surface internal mold 18 and the wall back external mold 19 are hung to the inner side and the outer side of the retaining wall reinforcement cage 17 in sequence, an internal mold positioning rib 20 is arranged between the wall surface internal mold 18 and the support vertical rod 10, the wall back external mold 19 is connected with the wall back supporting transverse rib 15, and an internal mold transverse supporting plate 26 is arranged between the wall back external mold 19 and the wall back supporting transverse rib 15; an external concrete pouring device is adopted to pour concrete into a cavity formed by enclosing the wall back external mold 19, the wall surface internal mold 18 and the retaining wall foundation 1 to form a retaining wall rib plate 2; after the retaining wall rib plates 2 form the strength, pouring lightweight concrete between the wall back outer mold 19 and the interface reinforcing plate 14 by using lightweight concrete pouring equipment to form a wall back filling body 21; pouring concrete on the top of the wall back filling body 21 to form a closed cover plate 22; and a wall bottom drainage ditch 23 is arranged on the upper surface of the side slope soil body 4 on the wall surface side of the retaining wall rib plate 2.
The retaining wall foundation 1 and the retaining wall rib plates 2 are both formed by pouring concrete with the strength grade of C35, wherein the height of the retaining wall foundation 1 is 0.4m, the width of the retaining wall foundation is 1m, and the thickness of the retaining wall rib plates 2 is 0.4 m.
The rock mass fracture zone 3 contains fault mud and fractured siltstone blocks, and the thickness is 0.3 m.
The side slope soil body 4 is argillaceous siltstone.
The depth of the intercepting ditch 5 is 20cm, the bottom width is 20cm, and the cross section is in an isosceles trapezoid shape.
The slope cover plate 6 is made of reinforced concrete precast slabs, a cover plate sealing layer 24 is arranged at the joint of the slope cover plate and the side slope, and the slope cover plate 6 is firmly connected with the side slope soil body 4 through cover plate anchor bars 25. The cover plate sealing layer 24 is made of a rubber plate with the thickness of 2mm, the cover plate anchor bars 25 are made of threaded steel bars with the diameter of 32mm, and the holes are inserted into the slope soil body 4 to be bonded through grouting.
The drain pipe 7 is made of a PVC pipe with the diameter of 60mm, one end of the PVC pipe is inserted into the rock mass crushing zone 3, and the other end of the PVC pipe is paved along the slope surface of the side slope and communicated with external drainage equipment after reaching the toe.
The assembled bottom plate 8 is prefabricated by concrete material with the strength grade of C35, the thickness is 0.5m, and the upper surface of the assembled bottom plate is provided with a bracket boot cap 11.
The bracket boot cap 11 is formed by rolling a steel plate with the thickness of 2 mm.
The bottom plate fastening rib 9 adopts a screw rod with the diameter of 30 mm.
The support upright stanchion 10 is made of a steel pipe with the strength grade of Q345D and the specification of phi 300 multiplied by 10.
The bracket tie rod 12 is made of a steel pipe having a strength grade of Q345D and a specification of phi 100 × 10.
The retaining wall anchor bars 13 are threaded steel bars with the diameter of 32 mm.
The interface reinforcing plate 14 adopts a reinforced concrete precast slab, and the thickness of the interface reinforcing plate is 100 mm; a connection step 32 is arranged at the joint of the interface reinforcing plate 14, a grout embedding groove 33 is arranged on the joint surface of the interface reinforcing plate 14 and the interface connection layer 31, and an anti-sliding groove 34 is arranged on the joint surface of the interface reinforcing plate 14 and the wall back filling body 21. The height of the connecting step 32 is 50mm, and the width is 5 cm; the interface connecting layer 31 adopts cement mortar with the strength grade of M20 and the thickness of 4 cm; the cross section of the grout embedded groove 33 is in an isosceles trapezoid shape, the depth of the grout embedded groove is 2cm, and the bottom width of the grout embedded groove is 10 cm; the cross section of the anti-skid groove 34 is rectangular, the depth is 2cm, and the length is 6 cm.
The wall back support transverse rib 15 is formed by rolling a steel plate with the thickness of 2mm, and the width of the steel plate is 20 cm. An inner mold cross bracing plate 26 is arranged at the joint of the wall back support cross rib 15 and the wall back outer mold 19. The inner die cross support plate 26 is formed by rolling a steel plate with the thickness of 2mm and is connected with the wall back support transverse rib 15 in a welding mode.
The connecting anchor 16 is formed by rolling a twisted steel with the diameter of 32mm, and the guiding hole is inserted into the slope soil body 4 for grouting and bonding.
The stressed steel bars of the retaining wall steel reinforcement cage 17 adopt thread steel bars with the diameter of 25 mm.
The wall inner mold 18 is made of a steel mold with the thickness of 4mm, and a limiting groove plate 27 is arranged at the joint of the wall inner mold and the inner mold positioning rib 20. The internal mold positioning rib 20 is formed by combining a screw rod with the diameter of 30mm and a bolt; the limiting groove plate 27 is formed by rolling a steel plate with the thickness of 2 mm.
The wall back external mold 19 is prefabricated by reinforced concrete materials, the thickness of the wall back external mold is 6cm, a steel reinforcement cage positioning rib 28 is arranged on the side wall of the wall back external mold 19 facing the retaining wall steel reinforcement cage 17, and a wall back drainage body 29 is arranged on the other side. The steel reinforcement cage positioning ribs 28 adopt threaded steel bars with the diameter of 22 mm. The wall back drainage body 29 is made of pervious concrete and is communicated with a wall body drainage pipe.
The wall back filling body 21 with the gravity of 1.1g/cm3The lightweight concrete of (1).
The closed cover plate 22 is made of reinforced concrete, the thickness of the closed cover plate is 10cm, and the strength grade of the concrete is C35. And a wall top drainage ditch 30 is arranged on the wall back side close to the retaining wall rib plate 2, and the depth of the wall top drainage ditch 30 is 5 cm.
The cross sections of the wall bottom drainage ditch 23 and the wall top drainage ditch 30 are both trapezoidal, the depth of the drainage ditch is 20cm, and the bottom width of the drainage ditch is 20 cm.
Claims (6)
1. High barricade of cast-in-place stock of board rib formula, its characterized in that: comprises retaining wall rib plates (2), side slope soil bodies (4), a slope cover plate (6), a drain pipe (7), a wall surface internal mold (18), a wall back external mold (19) and a closed cover plate (22); excavating a water intercepting ditch (5) at the upper part of the side slope soil body (4); a slope cover plate (6) is arranged on the slope surface of the rock mass zone (3) of the slope soil body (4), and a drain pipe (7) inserted into the rock mass zone (3) is arranged on the lower surface of the slope cover plate (6); an assembled bottom plate (8) is arranged on the side slope soil body (4) at the slope toe part, and the assembled bottom plate (8) applies fastening pressure through a bottom plate fastening rib (9); the bottom ends of the support upright stanchions (10) are inserted into the support boot caps (11), a support tie rod (12) is arranged between the adjacent support upright stanchions (10), and the support tie rod (12) at the bottom layer is connected with the support boot caps (11);
a retaining wall anchor bar (13) is arranged in the side slope soil body (4); an interface connection layer (31) is laid along the slope surface of the side slope soil body (4), an interface reinforcing plate (14) is arranged on the free surface of the interface connection layer (31), the connected interface reinforcing plates (14) are connected through a connection step (32), a wall back support transverse rib (15) is arranged on the interface reinforcing plate (14), and the wall back support transverse rib (15) is firmly connected with the interface reinforcing plate (14) and the side slope soil body (4) through a connection anchor (16);
the retaining wall steel reinforcement cage (17) is hung on the upper part of the retaining wall foundation (1), the wall surface internal mold (18) and the wall back external mold (19) are hung on the inner side and the outer side of the retaining wall steel reinforcement cage (17), an internal mold positioning rib (20) is arranged between the wall surface internal mold (18) and the support upright stanchion (10), the wall back external mold (19) is connected with the wall back supporting transverse rib (15), and an internal mold transverse supporting plate (26) is arranged between the wall back external mold (19) and the wall back supporting transverse rib (15); concrete is poured in a cavity formed by enclosing the wall back external mold (19), the wall surface internal mold (18) and the retaining wall foundation (1) to form a retaining wall rib plate (2); lightweight concrete is poured between the wall back outer mold (19) and the interface reinforcing plate (14) to form a wall back filling body (21); pouring concrete on the top of the wall back filling body (21) to form a closed cover plate (22); and a wall bottom drainage ditch (23) is arranged on the upper surface of the side slope soil body (4) on the wall surface side of the retaining wall rib plate (2).
2. The slab-rib cast-in-place anchor high retaining wall of claim 1, wherein: the slope cover plate (6) is made of reinforced concrete precast slabs or steel plates or PVC plates, a cover plate sealing layer (24) is arranged at the joint of the slope cover plate (6) and the slope surface of the side slope, and the slope cover plate (6) is firmly connected with the side slope soil body (4) through cover plate anchor bars (25).
3. The slab-rib cast-in-place anchor high retaining wall of claim 1, wherein: the drainage pipe (7) is made of PVC pipes or steel pipes, one end of the drainage pipe is inserted into the rock mass crushing zone (3), and the other end of the drainage pipe is paved along the slope surface of the side slope and communicated with external drainage equipment after reaching the slope toe.
4. The slab-rib cast-in-place anchor high retaining wall of claim 1, wherein: the interface reinforcing plate (14) is made of a concrete precast slab, a connecting step (32) is arranged at the joint of the interface reinforcing plate (14), a grout embedding groove (33) is arranged on the joint surface of the interface reinforcing plate (14) and the interface connecting layer (31), and an anti-sliding groove (34) is arranged on the joint surface of the interface reinforcing plate (14) and the wall back filling body (21).
5. The slab-rib cast-in-place anchor high retaining wall of claim 1, wherein: the wall surface internal mold (18) adopts a steel mold or an alloy template, and a limit groove plate (27) is arranged at the joint of the wall surface internal mold (18) and the internal mold positioning rib (20); the wall back outer mold (19) is prefabricated by adopting reinforced concrete materials, a steel reinforcement cage positioning rib (28) is arranged on the side wall of the wall back outer mold (19) facing the retaining wall steel reinforcement cage (17), and a wall back drainage body (29) is arranged on the other side wall of the wall back outer mold (19); the reinforcement cage positioning ribs (28) are bound and connected with the retaining wall reinforcement cage (17); the wall back drainage body (29) is made of pervious concrete and is communicated with a wall body drainage pipe; one end of the wall body drain pipe is arranged in the wall back drainage body (29), the other end of the wall body drain pipe penetrates through the wall surface internal mold (18), and the wall body drain pipe is made of a steel pipe or a PVC pipe.
6. The slab-rib cast-in-place anchor high retaining wall of claim 1, wherein: the closed cover plate (22) is made of reinforced concrete or plain concrete materials, and a wall top drainage ditch (30) is arranged on the wall back side close to the retaining wall rib plate (2).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201922374489.XU CN211735489U (en) | 2019-12-25 | 2019-12-25 | Plate rib type cast-in-situ anchor rod high retaining wall |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201922374489.XU CN211735489U (en) | 2019-12-25 | 2019-12-25 | Plate rib type cast-in-situ anchor rod high retaining wall |
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| CN211735489U true CN211735489U (en) | 2020-10-23 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114809031A (en) * | 2022-03-23 | 2022-07-29 | 中国水利水电第九工程局有限公司 | Construction method for plate-rib type anchor rod retaining wall support slope |
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2019
- 2019-12-25 CN CN201922374489.XU patent/CN211735489U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114809031A (en) * | 2022-03-23 | 2022-07-29 | 中国水利水电第九工程局有限公司 | Construction method for plate-rib type anchor rod retaining wall support slope |
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