CN201521305U - Reinforcement arch rib structure for timbering weak surrounding rocks - Google Patents
Reinforcement arch rib structure for timbering weak surrounding rocks Download PDFInfo
- Publication number
- CN201521305U CN201521305U CN2009200486828U CN200920048682U CN201521305U CN 201521305 U CN201521305 U CN 201521305U CN 2009200486828 U CN2009200486828 U CN 2009200486828U CN 200920048682 U CN200920048682 U CN 200920048682U CN 201521305 U CN201521305 U CN 201521305U
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- arch rib
- anchor pole
- weak surrounding
- vertical bar
- rib structure
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Abstract
A reinforcement arch rib structure for timbering weak surrounding rocks comprises an initial concrete layer, arch ribs and an arch rib framework. The arch rib framework comprises arch rib anchor rods (1), first longitudinal short reinforcements (2) and annular reinforcements (3), one end of each arch rib anchor rod (1) extends into the initial concrete layer while the other end is connected to corresponding positions of the first longitudinal short reinforcements (2) of the row of each arch rib anchor rods (1), and connecting points are connected with the annular reinforcements (3) in respective traces. The reinforcement arch rib structure has the advantages that the reinforcement arch rib structure is simple and reliable and is convenient and fast in construction.
Description
Technical field
The utility model relates to a kind of reinforcing bar rib structure that weak surrounding rock is reinforced that is used for, and particularly is applicable to the reinforcing of underground chamber crown weak surrounding rock, specifically a kind of reinforcing bar rib structure that is used for the weak surrounding rock supporting.
Background technology
Secondly the stable safety that at first concerns construction period personnel, equipment of underground chamber crown country rock also be the key factor that is determining that can the cavern excavate smoothly.In the actual engineering, the underground chamber crown, is subject to the unfavorable geological condition influence most and forms potential safety hazard under weakness, breaking surrounding rock condition because excavation faces sky, need carry out consolidation process.Reinforcing for the crown weak surrounding rock in the past mainly contains following several support pattern:
1), adopt the supporting of pneumatically placed concrete adding system anchor pole, it is convenient that this kind mode is constructed, and cost is lower, but for the poor slightly weak surrounding rock of shape, its support rigidity and intensity are not enough.
2), adopt prestressed anchor, anchor cable to carry out supporting, this kind support pattern is subjected to the strong supporting that adds of the unstable block of structural plane combination cutting formation to have very strong specific aim to crown, but to weak, the breaking surrounding rock support action is not obvious, and prestressed anchor especially the unit price of prestress anchorage cable is higher, working procedure is complicated.
3), steel grating or the supporting of shaped steel bow member, this kind support pattern wants big with respect to the rigidity of pneumatically placed concrete adding system bolt support, but cavern excavation is owing to construction technology and geology reason, the actual excavation face in cavern has scrambling, all can't accomplish to be close to scar by steel grating and shaped steel bow member that design excavation face is made in advance, so its supporting effect can weaken greatly.
4), adopt reinforced concrete lining layer, this kind mode rigidity is big, but cavern's net section is occupied in lining cutting, need expand crown and dig, and expanding to dig not only increases the cavern excavation span, and can worsen spandrel position stress state, and it is unfavorable that the cavern is stablized.Reinforced concrete lining layer and cavern excavation supporting construction interference simultaneously is very big, has a strong impact on the duration.As treat that excavation finishes the back and also have many unfavorablely carrying out lining cutting, and at first the stability of construction and excavation phase can not get guaranteeing, secondly for excavating highly big cavern, construction in later period crown lining cutting difficulty is big.In sum, be necessary to adopt a kind of novel supporting measure of weakness, breaking surrounding rock supporting that is used for to satisfy underground chamber crown stability needs.
Summary of the invention
The purpose of this utility model is not have effective support at underground chamber crown weakness, breaking surrounding rock, the stability of underground rock cavern is not high, the problem of construction period poor stability, a kind of simple, reliable, novel easily support pattern of construction is proposed, a kind of reinforcing bar rib structure that is used for the weak surrounding rock supporting.
The technical solution of the utility model is:
A kind of reinforcing bar rib structure that is used for the weak surrounding rock supporting, it comprises initial layer of concrete, arch rib and arch rib skeleton, it is characterized in that described arch rib skeleton comprises arch rib anchor pole, first vertical bar dowel and the circumferential reinforcement, one end of each arch rib anchor pole all stretches into the inside of initial layer of concrete, the other end is connected with the correspondence position of first vertical bar dowel of each arch rib anchor pole column, is connected with circumferential reinforcement on the track of each row of each tie point place.
Arch rib skeleton of the present utility model also comprises second vertical bar dowel, and second vertical bar dowel is installed between each circumferential reinforcement.
Between first vertical bar dowel of arch rib anchor pole of the present utility model, this arch rib anchor pole column and the circumferential reinforcement that this arch rib anchor pole is expert at, angle is 90 ° in twos.
The beneficial effects of the utility model:
The utility model provides simply, reliable, the weak surrounding rock supporting and protection structure easily of constructing.The arch rib three mutual association that its arch rib anchor pole, reinforcing bar and layering sprayed mortar form is stressed, and supporting effect is good.
Anchor bolt construction of the present utility model, reinforcing bar lay, welding, pneumatically placed concrete all are ripe, convenient, construction technology reliably, the arch ribs that pneumatically placed concrete forms etc. are the time weak point by force, and the common coordination of welded framework that arch rib and arch rib anchor pole, circumferential reinforcement, vertical bar dowel are formed is stressed.Therefore, the supporting and protection structure that the utility model provides can provide supporting power fast, guarantees construction period safety, and can give full play to self to reduce support cost.
Supporting and protection structure of the present utility model interference between construction and excavation is little, when satisfying the required supporting intensity of weak surrounding rock, rigidity, and reduction of erection time to greatest extent.
Description of drawings
Fig. 1 is a cross section structure schematic diagram of the present utility model.
Fig. 2 is a vertical section structure schematic diagram of the present utility model.
Fig. 3 is a structure enlarged diagram of the present utility model.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further described.
As shown in Figure 1, a kind of reinforcing bar rib structure that is used for the weak surrounding rock supporting, it comprises arch rib and the arch rib skeleton that initial layer of concrete, shotcrete layer form.After cavern excavation, clear sled are finished, just pneumatically placed concrete in time seals scar, one end of arch rib anchor pole 1 all stretches into the inside of initial layer of concrete, other end outside, an end that is exposed of each arch rib anchor pole 1 is connected with the correspondence position of first vertical bar dowel 2 of each arch rib anchor pole 1 column, is connected with circumferential reinforcement 3 on the track of each row of each tie point place.Exposing certain-length arch rib anchor pole 1, be welded in the vertical bar dowel 2 of first on the arch rib anchor pole 1, be welded to the circumferential reinforcement 3 on first vertical bar dowel 2, this three constitutes the arch rib skeleton jointly, treat skeleton lay finish after the layering sprayed mortar to predetermined thickness to form arch rib.Since then, anchor pole, reinforcing bar, pneumatically placed concrete three form an associating braced structures, as Figure 1-3.
At first, in time first pneumatically placed concrete recovers country rock triaxial stress state originally to a certain extent, simultaneously the safe condition of constructor, equipment is improved, and also can alleviate the irregularity degree of excavation face.Secondly, the cage of reinforcement of arch rib is different to be needed to make in advance with steel grating and shaped steel bow member, and it can on-the-spot be close to country rock according to actual excavation face and lay, and support effect is good.Moreover arch rib is different from reinforced concrete lining layer and needs branching standing template, adopts the layering sprayed mortar to form to predetermined thickness, easy construction, and disturb little between the excavation construction.At last, the common coordination of arch rib that welded framework that arch rib anchor pole, circumferential reinforcement, vertical bar dowel are formed and layer of concrete form is stressed, gives full play to the carrying arching.
Concrete enforcement constantly:
1) when cavern's crown excavation announcement country rock was weakness, broken state, in time just spray one layer concrete recovered the triaxial stress state of country rock script to a certain extent to seal scar, improves the irregularity degree of excavation face simultaneously.
2) by designing requirement parameter construction system anchor pole, the spacing that anchor pole is laid must be coordinated mutually with the spacing that arch rib is laid, and the double system anchor bolt of doing the arch rib anchor pole need expose certain-length and stretch in the initial layer of concrete, and arch rib anchor pole protruded length is determined according to arch rib thickness.
3) weld vertical bar dowel in arch rib anchor pole exposed junction, its length is determined according to the arch rib width; Circumferential reinforcement is welded on first vertical bar dowel, and the form of circumferential reinforcement determines that according to the actual excavation face of cavern's crown radical is determined according to the arch rib width; Second vertical bar dowel is welded in zone between two arch rib anchor poles of circumferential reinforcement again, and spacing is determined according to need.
4) treat the arch rib anchor pole, vertically bar dowel, circumferential reinforcement all in place after, the layering sprayed mortar to predetermined thickness to form arch rib.
The utility model does not relate to the part prior art that maybe can adopt all same as the prior art to be realized.
Claims (3)
1. reinforcing bar rib structure that is used for the weak surrounding rock supporting, it comprises initial layer of concrete, arch rib and arch rib skeleton, it is characterized in that described arch rib skeleton comprises arch rib anchor pole (1), first vertical bar dowel (2) and circumferential reinforcement (3), one end of each arch rib anchor pole (1) all stretches into the inside of initial layer of concrete, the other end is connected with the correspondence position of first vertical bar dowel (2) of each arch rib anchor pole (1) column, is connected with circumferential reinforcement (3) on the track of each row of each tie point place.
2. the reinforcing bar rib structure that is used for the weak surrounding rock supporting according to claim 1 is characterized in that described arch rib skeleton also comprises second vertical bar dowel (4), and second vertical bar dowel (4) is installed between each circumferential reinforcement (3).
3. the reinforcing bar rib structure that is used for the weak surrounding rock supporting according to claim 1, it is characterized in that angle is 90 ° in twos between first vertical bar dowel (2) of described arch rib anchor pole (1), this arch rib anchor pole (1) column and the circumferential reinforcement (3) that this arch rib anchor pole (1) is expert at.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200486828U CN201521305U (en) | 2009-10-27 | 2009-10-27 | Reinforcement arch rib structure for timbering weak surrounding rocks |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200486828U CN201521305U (en) | 2009-10-27 | 2009-10-27 | Reinforcement arch rib structure for timbering weak surrounding rocks |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201521305U true CN201521305U (en) | 2010-07-07 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2009200486828U Expired - Lifetime CN201521305U (en) | 2009-10-27 | 2009-10-27 | Reinforcement arch rib structure for timbering weak surrounding rocks |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103993891A (en) * | 2014-03-12 | 2014-08-20 | 淮南矿业(集团)有限责任公司 | Rapid roadway construction method for soft and broken surrounding rocks of deep coal mine and support system |
| CN106089261A (en) * | 2016-07-28 | 2016-11-09 | 中国电建集团成都勘测设计研究院有限公司 | The forward supporting construction of tunnel abutment wall and method for protecting support in steep dip thin layer country rock |
| CN106499409A (en) * | 2016-11-07 | 2017-03-15 | 中国电建集团成都勘测设计研究院有限公司 | The preliminary bracing method of newly-built cavern |
| CN108625882A (en) * | 2018-07-10 | 2018-10-09 | 长沙理工大学 | A kind of deformed bar skeleton spray concrete arch rib supporting construction and construction method |
-
2009
- 2009-10-27 CN CN2009200486828U patent/CN201521305U/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103993891A (en) * | 2014-03-12 | 2014-08-20 | 淮南矿业(集团)有限责任公司 | Rapid roadway construction method for soft and broken surrounding rocks of deep coal mine and support system |
| CN106089261A (en) * | 2016-07-28 | 2016-11-09 | 中国电建集团成都勘测设计研究院有限公司 | The forward supporting construction of tunnel abutment wall and method for protecting support in steep dip thin layer country rock |
| CN106499409A (en) * | 2016-11-07 | 2017-03-15 | 中国电建集团成都勘测设计研究院有限公司 | The preliminary bracing method of newly-built cavern |
| CN106499409B (en) * | 2016-11-07 | 2018-09-28 | 中国电建集团成都勘测设计研究院有限公司 | The preliminary bracing method of newly-built cavern |
| CN108625882A (en) * | 2018-07-10 | 2018-10-09 | 长沙理工大学 | A kind of deformed bar skeleton spray concrete arch rib supporting construction and construction method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| ASS | Succession or assignment of patent right |
Owner name: STATE ELECTRIC NET CROP. Free format text: FORMER OWNER: HUADONG YIXING PUMPED STORAGE CO., LTD. Effective date: 20121106 Owner name: STATE GRID XINYUAN CO., LTD. HUADONG YIXING PUMPED Free format text: FORMER OWNER: EAST CHINA SURVEY AND DESIGN INST., CHINA HYDROPOWER CONSULTING GROUP Effective date: 20121106 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| COR | Change of bibliographic data |
Free format text: CORRECT: ADDRESS; FROM: 214205 WUXI, JIANGSU PROVINCE TO: 100031 DONGCHENG, BEIJING |
|
| TR01 | Transfer of patent right |
Effective date of registration: 20121106 Address after: 100031 West Chang'an Avenue, Beijing, No. 86 Patentee after: State Grid Corporation of China Patentee after: State Grid Xinyuan Co., Ltd. Patentee after: East China Yixing Pumped Storage Co., Ltd. Patentee after: East China Hydroelectric Investigation & Design Institute, China Hydropower Consulting Group Address before: 214205, 3, Qin Hu Road, ring garden, Yixing, Jiangsu Patentee before: East China Yixing Pumped Storage Co., Ltd. Patentee before: East China Hydroelectric Investigation & Design Institute, China Hydropower Consulting Group |
|
| CX01 | Expiry of patent term |
Granted publication date: 20100707 |
|
| CX01 | Expiry of patent term |