CN210180295U - Blasting construction structure - Google Patents
Blasting construction structure Download PDFInfo
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- CN210180295U CN210180295U CN201921144685.1U CN201921144685U CN210180295U CN 210180295 U CN210180295 U CN 210180295U CN 201921144685 U CN201921144685 U CN 201921144685U CN 210180295 U CN210180295 U CN 210180295U
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Abstract
The utility model relates to a blasting construction structure, which is suitable for vertical excavation and support of rock foundation pits, comprising blasting excavation rock mass and surrounding the foundation pit side wall arranged on the blasting excavation rock mass, and a blasting buffer belt layer is arranged between the blasting excavation rock mass and the foundation pit side wall; the blasting buffer belt layer comprises a plurality of first blasting buffer belts and second blasting buffer belts which are arranged at intervals along the circumferential direction, and the blasting buffer belt layer is an excavation section excavated by adopting a blasting method of gradually blasting the first blasting buffer belts and the second blasting buffer belts in sections; blasting excavation rock mass is rock stratum excavated by adopting an up-down layered excavation method. The utility model avoids the damage of the shock wave to the rock mass on the side wall of the foundation pit during blasting by reserving the blasting buffer belt layer; and through covering concrete layer on the foundation ditch lateral wall of getting rid of blasting buffer belt layer, first stock is arranged to the deep layer, the second stock is arranged to the shallow layer, realizes the stability of foundation ditch lateral wall shallow layer ground, and construction structure is simple, reasonable in design.
Description
Technical Field
The utility model belongs to rock quality blasting construction field especially relates to a blasting construction structure.
Background
At present, in the vertical excavation design and construction of the rocky foundation pit, for better controlling the flatness of the side wall of the excavated foundation pit, the side wall of the foundation pit is prevented from generating a slope due to impact caused by joint surfaces and construction blasting, so that the construction phenomenon influencing the stability of the side wall of the foundation pit is avoided, and the steel pipe pile is generally adopted as an auxiliary excavation measure when the vertical rocky side slope is excavated. The concrete measures are that a row of vertical drill holes are drilled on the excavation surface of the side wall of the foundation pit, steel pipes are arranged inside the drill holes, cement paste is filled in the steel pipes, and the slope shape of the side wall of the foundation pit is controlled by using a pre-formed hole mode. At present, mechanical pre-drilling is generally adopted, and drilled holes are communicated in the horizontal direction to form a pre-crack construction structure.
Patent CN 107740418A discloses a construction method for rock deep foundation pit straight wall excavation, continuous vertical straight wall excavation is carried out to the excavation district rock face, excavation sideline error range is controlled within 50mm, facade vertical error is controlled within 5 degrees, excavation depth is between 1 ~ 10m, and form the separation area that interlocks each other and form width 150mm after the excavation, realize the separation of excavation district and bearer area. The distance between the edge of the drilled hole and the side line of the designed structure is controlled within 150mm, so that the aim of reducing the backfilling usage amount of the retaining wall concrete is fulfilled, and finally, the arc digging vertical surface is leveled in a form of suspended net plastering treatment to form a flat waterproof construction base layer.
Although the construction method can realize a certain degree of control on the slope shape of the side wall of the foundation pit, the problems of long construction period, high cost, complex construction and the like caused by poor blasting effect due to unreasonable setting of excavation depth, distance between the edge of a drilled hole and a side line of a designed structure, drilling depth and the like are inevitable during actual construction. Therefore, there is a need to improve the existing rock blasting construction technology and provide a new blasting construction structure for controlling the stability of the side wall of the foundation pit with high precision.
SUMMERY OF THE UTILITY MODEL
The utility model discloses not enough that blasting construction structure exists that the mode of utilizing preformed hole to control foundation ditch lateral wall slope shape to current exists provides a blasting construction structure of new, high accuracy control foundation ditch lateral wall stability, and its structural design is simple, and reasonable in design and construction are simple and convenient, have realized the quick construction of controllability of rock matter foundation ditch lateral wall, have strengthened the stability of foundation ditch lateral wall, the work progress safe and reliable.
In order to achieve the above object, the utility model provides a blasting construction structure, include: blasting excavation rock mass and a foundation pit side wall arranged around the blasting excavation rock mass, wherein a blasting buffer belt layer is arranged between the blasting excavation rock mass and the foundation pit side wall; the blasting buffer belt layer comprises a plurality of first blasting buffer belts and second blasting buffer belts which are arranged at intervals along the circumferential direction, and the blasting buffer belt layer is an excavation section excavated by adopting a blasting method of gradually blasting the first blasting buffer belts and the second blasting buffer belts in sections; and the blasting excavation rock mass is a rock stratum excavated by adopting an up-down layered excavation method.
Preferably, the thickness of the blasting buffer zone is 0.5m, and the distance between every two adjacent first blasting buffer zones or second blasting buffer zones is 10-20 m.
Preferably, the blasting construction structure further comprises a concrete layer, and the concrete layer covers the side wall of the foundation pit excavated with the blasting buffer belt layer removed; the concrete layer comprises a first layer of concrete layer, a geogrid net sheet layer and a surface layer concrete layer which are arranged from inside to outside.
Preferably, the thickness of the first layer concrete layer is 20 mm.
Preferably, a plurality of drill holes are distributed in the concrete layer and the side wall of the foundation pit, and anchor rods are distributed in the drill holes.
Preferably, the drill holes comprise a first drill hole and a second drill hole which are arranged at different depths, and the first drill hole depth is greater than the second drill hole depth; the anchor rod comprises a first anchor rod and a second anchor rod, the first anchor rod is arranged in the first drilling hole, and the second anchor rod is arranged in the second drilling hole.
Preferably, the first anchor rods are distributed high-prestress anchor rods, and the vertical distance between every two adjacent first anchor rods is 4.5-6 m; the second stock adopts the anchor rod that bonds entirely, second stock length is 3 ~ 4m, adjacent two the vertical interval of second stock is 1.5 ~ 2m, the horizontal interval is 1.5 ~ 2 m.
Preferably, the body of rod of first stock adopts 5 ~ 7 steel strands that the diameter is 15.2mm to constitute, the body of rod of second stock adopts the reinforcing bar that the diameter is 25 ~ 28mm to constitute.
Compared with the prior art, the utility model discloses an advantage lies in with positive effect:
the utility model provides a blasting construction structure suitable for vertical excavation and supporting of a rock foundation pit, wherein a blasting buffer belt layer is arranged between a blasting excavation rock mass and a foundation pit side wall, and the damage of shock waves to the rock mass of the foundation pit side wall during blasting is avoided by reserving the form of the blasting buffer belt; the blasting buffer zone is removed in sections, so that the aim of large-scale excavation by blasting construction is fulfilled. The concrete layer is sprayed on the side wall of the foundation pit, wherein the blasting cushion belt layer is removed by excavation, the concrete layer comprises a first layer concrete layer, a geogrid mesh layer and a surface layer concrete layer which are arranged from inside to outside, the geogrid is adopted to form a concrete sprayed surface layer for a surface layer reinforcing rib, and fixation of the shallow rock-soil layer of the side wall of the foundation pit is enhanced. The first anchor rods arranged in a deep layer are adopted to realize the arrangement of the large-distance prestressed anchor rods, so that the construction period of the prestressed anchor rods is shortened; meanwhile, the second anchor rods arranged on the shallow layers are adopted, so that the stability of the shallow rock-soil layer on the side wall of the foundation pit is realized. This application construction structure simple structure, reasonable in design and construction are simple and convenient, strut through reasonable construction, have realized the controlled quick construction of rock matter foundation ditch lateral wall, have strengthened the stability of foundation ditch lateral wall, and the work progress safe and reliable.
Drawings
Fig. 1 is a structural diagram of a blasting construction structure of the present invention;
FIG. 2 is a sectional view taken along line A-A of the construction structure of the present invention;
FIG. 3 is a concrete layer structure diagram of the present invention;
wherein: 1-blasting excavation rock mass, 11-first layer rock mass structure, 2-foundation pit side wall, 3-blasting buffer belt layer, 31-first blasting buffer belt, 32-second blasting buffer belt, 4-concrete layer, 41-first layer concrete layer, 42-geogrid net sheet layer, 43-surface layer concrete layer, 5-anchor rod, 51-first anchor rod and 52-second anchor rod.
Detailed Description
In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The terms "comprises" and "comprising," and any variations thereof, in the description and claims of this application and the drawings described above, are intended to cover non-exclusive inclusions. For example, a process, method, or system, article, or apparatus that comprises a list of steps or elements is not limited to only those steps or elements listed, but may alternatively include other steps or elements not listed, or inherent to such process, method, article, or apparatus. Furthermore, the terms "first," "second," and "third," etc. are used to distinguish between different objects and are not used to describe a particular order.
In order to achieve the stability of the saturated side wall in the excavation of the rock foundation pit, the situation of rock mass falling slope needs to be avoided in the excavation. Generally, during blasting, the blasting hole is close to the side face of the foundation pit, and under blasting vibration impact, a rock body joint face is easy to loosen, rock blocks collapse, and a slope is easy to fall on the broken face. Therefore, for the phenomenon of avoiding the situation that the rock mass falls down a slope in the excavation, the utility model provides a be suitable for the perpendicular excavation of rock matter foundation ditch and the blasting construction structure of strutting, refer to fig. 1, fig. 2, fig. 3 and show.
Blasting excavation rock mass 1 is excavated including the blasting, encircles and lays in blasting excavation rock mass 1's foundation ditch lateral wall 2 and concrete layer 4, has laid blasting buffering belt layer 3 between blasting excavation rock mass 1 and the foundation ditch lateral wall 2, and concrete layer 4 covers and excavates and get rid of on blasting buffering belt layer 3's foundation ditch lateral wall 2. In this embodiment, the blasting buffer tape layer 3 includes a plurality of first blasting buffer tapes 31 and second blasting buffer tapes 32 arranged at intervals along the circumferential direction, the blasting buffer tape layer 3 is an excavation section excavated by a blasting method that the first blasting buffer tapes 31 and the second blasting buffer tapes 32 are blasted by stages one by one, the thickness of the blasting buffer tape layer 3 is 0.5m, and the distance between two adjacent first blasting buffer tapes 31 or second blasting buffer tapes 32 is 10-20 m. The blasting excavation rock mass 1 is a rock stratum excavated by adopting an up-down layered excavation method. In actual construction, the blasting range is controlled to be about 0.5m away from the side wall line of the foundation pit, and a blasting buffer belt layer 3 with the thickness of 0.5m is temporarily reserved on the side wall 2 of the foundation pit, so that the rock mass of the side wall 2 of the foundation pit is prevented from being damaged by shock waves during blasting. Then, the first blasting buffer zone 31 and the second blasting buffer zone 32 are blasted one by one, and the concrete layer 4 is covered on the foundation pit side wall 2 which is excavated and removed with the blasting buffer zone 3, so that the fixation of the shallow rock-soil layer of the foundation pit side wall is enhanced.
During actual construction, the foundation pit side wall 2 with the blasting buffer belt layer 3 removed is excavated and subjected to sprayed concrete surface layer construction to form a first concrete layer 41 with the thickness of about 20 mm. Then, a plurality of drill holes are distributed on the first concrete layer 41 and the side wall 2 of the foundation pit, and anchor rods 5 are distributed in the drill holes. The drilling holes are set to be a first drilling hole and a second drilling hole which are different in depth, the first drilling hole depth is larger than the second drilling hole depth, the anchor rod 5 is set to be a first anchor rod 51 and a second anchor rod 52, the first anchor rod 51 is arranged in the first drilling hole, and the second anchor rod 52 is arranged in the second drilling hole. In this embodiment, the anchor rod 5 for supporting the foundation pit adopts a first anchor rod 51 arranged in a deep part and a second anchor rod 52 arranged in a shallow layer, wherein the first anchor rod 51 is a high-strength large-prestress pressure distributed anchor rod, the design value of a single anchor rod is 800 and 1200KN, 5-7 steel stranded wires with the diameter of 15.2mm can be adopted to form an anchor rod body, the anchoring end is arranged in a stable rock body, and the vertical distance between two adjacent first anchor rods 51 is 4.5-6 m. Set up second stock 52 between first stock 51 is vertical, and second stock 52 adopts the anchor rod that bonds entirely, can adopt the reinforcing bar that the diameter is 25 ~ 28mm as the body of rod, and second stock 52 length is 3 ~ 4m, and two adjacent second stock 52 vertical intervals are 1.5 ~ 2m, and horizontal interval is 1.5 ~ 2 m. In the anchor rod arrangement, the first anchor rod 51 adopts a distributed anchor rod with high-strength prestress, so that the integral stability of the side wall of the foundation pit is ensured; the second anchor rods 52 control the shallow instability of the side wall of the foundation pit, and the first anchor rods 51 are combined with the second anchor rods 52 to achieve the purpose of controlling the stability of the side wall of the foundation pit. In the embodiment, the vertical distance of the first anchor rod is increased by adopting the high-prestress anchor rod, the construction quantity of 1/2 prestress anchor rods is reduced compared with that of a conventional prestress anchor rod supporting system, and the effect of shortening the construction period can be achieved.
In order to make the utility model discloses a blasting construction structure is clearer, will below the utility model discloses blasting construction structure's work progress carries out the detailed description as follows:
referring to fig. 2, the blast-excavated rock mass 1 is excavated by the up-down layered excavation method. Firstly, excavating and clearing the first layer rock mass structure 11 in the blasting excavation rock mass 1 by adopting a blasting construction method, and temporarily keeping the first blasting buffer zone 31 and the second blasting buffer zone 32. And then the first blasting buffer zone 31 is removed by a hydraulic breaking hammer until reaching the side wall 2 of the foundation pit. Next, sealing the side wall 2 of the foundation pit excavated and removed with the first blasting buffer zone 31 by using sprayed concrete, wherein the sprayed thickness is about 20mm, and forming a first concrete layer 41; and then drilling construction is carried out by using an anchor rod drilling machine, the drilled hole is cleaned after the hole is formed, the first anchor rod 51 and the second anchor rod 52 are placed in the drilled hole, grouting operation is carried out, and the grouting operation is stopped after grouting pressure is met. And then erecting a reinforced geogrid mesh layer 42, and performing concrete spraying construction until the thickness of a sprayed concrete surface layer is designed to form a surface concrete layer 43. And after the slurry strength of the anchor rod reaches 80% of the design strength, clearing the second blasting buffer zone 32 by using a hydraulic breaking hammer, and then repeating the construction process on the foundation pit side wall 2 excavated and removed with the second blasting buffer zone 32. At this time, the blasting work of vertical excavation and supporting is completed for blasting the first layer rock mass structure 11 in the blast excavated rock mass 1.
And then circulating the working procedures, and carrying out blasting construction work of vertically excavating and supporting the residual rock mass in the blasting excavated rock mass 1 layer by adopting an up-down layered excavation method until the whole blasting construction is finished.
To sum up, the blasting construction structure of this application is suitable for the perpendicular excavation of rock matter foundation ditch and struts. A blasting buffer belt layer is arranged between the blasting excavation rock mass and the side wall of the foundation pit, so that the damage of the shock wave to the rock mass on the side wall of the foundation pit during blasting is avoided; the blasting buffer zone is removed in sections, so that the aim of large-scale excavation by blasting construction is fulfilled. The concrete layer is sprayed on the side wall of the foundation pit, where the blasting buffer belt layer is removed, of the foundation pit, the geogrid is adopted to form a concrete sprayed surface layer for the surface layer reinforcing rib, and fixing of the shallow rock-soil layer on the side wall of the foundation pit is strengthened. The first anchor rods arranged in the deep layer realize the arrangement of the prestressed anchor rods with large spacing, so that the construction period of the prestressed anchor rods is shortened; and the second anchor rod arranged on the shallow layer realizes the stability of the shallow rock-soil layer on the side wall of the foundation pit. This application construction structure simple structure, reasonable in design and construction are simple and convenient, strut through reasonable construction, have realized the controlled quick construction of rock matter foundation ditch lateral wall, have strengthened the stability of foundation ditch lateral wall, and the work progress safe and reliable.
Claims (8)
1. A blasting construction structure, comprising: blasting excavation rock mass and a foundation pit side wall arranged around the blasting excavation rock mass, wherein a blasting buffer belt layer is arranged between the blasting excavation rock mass and the foundation pit side wall; the blasting buffer belt layer comprises a plurality of first blasting buffer belts and second blasting buffer belts which are arranged at intervals along the circumferential direction, and the blasting buffer belt layer is an excavation section excavated by adopting a blasting method of gradually blasting the first blasting buffer belts and the second blasting buffer belts in sections; and the blasting excavation rock mass is a rock stratum excavated by adopting an up-down layered excavation method.
2. The blast construction structure according to claim 1, wherein the thickness of the blast buffer zone is 0.5m, and the distance between two adjacent first or second blast buffer zones is 10-20 m.
3. The blasting construction structure according to claim 1 or 2, further comprising a concrete layer covering the side wall of the foundation pit excavated with the blasting buffer belt layer removed; the concrete layer comprises a first layer of concrete layer, a geogrid net sheet layer and a surface layer concrete layer which are arranged from inside to outside.
4. The blast construction structure of claim 3, wherein the first concrete layer has a thickness of 20 mm.
5. The blasting construction structure of claim 3, wherein a plurality of drill holes are distributed on the concrete layer and the side wall of the foundation pit, and anchor rods are distributed in the drill holes.
6. The blast construction structure of claim 5, wherein the drill hole comprises a first drill hole and a second drill hole arranged at different depths, the first drill hole depth being greater than the second drill hole depth; the anchor rod comprises a first anchor rod and a second anchor rod, the first anchor rod is arranged in the first drilling hole, and the second anchor rod is arranged in the second drilling hole.
7. The blasting construction structure according to claim 6, wherein the first anchor rods are high-prestress distributed anchor rods, and the vertical distance between every two adjacent first anchor rods is 4.5-6 m; the second stock adopts the anchor rod that bonds entirely, second stock length is 3 ~ 4m, adjacent two the vertical interval of second stock is 1.5 ~ 2m, the horizontal interval is 1.5 ~ 2 m.
8. The blasting construction structure of claim 7, wherein the rod body of the first anchor rod is composed of 5 to 7 steel strands with a diameter of 15.2mm, and the rod body of the second anchor rod is composed of steel bars with a diameter of 25 to 28 mm.
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| CN201921144685.1U CN210180295U (en) | 2019-07-19 | 2019-07-19 | Blasting construction structure |
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| CN201921144685.1U CN210180295U (en) | 2019-07-19 | 2019-07-19 | Blasting construction structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111851510A (en) * | 2020-07-30 | 2020-10-30 | 四川港航建设工程有限公司 | Earth rock foundation pit blasting excavation system and construction method applying same |
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- 2019-07-19 CN CN201921144685.1U patent/CN210180295U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111851510A (en) * | 2020-07-30 | 2020-10-30 | 四川港航建设工程有限公司 | Earth rock foundation pit blasting excavation system and construction method applying same |
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