CN202970720U - Construction structure for reinforcing deep weak structural surface of large rock slope - Google Patents
Construction structure for reinforcing deep weak structural surface of large rock slope Download PDFInfo
- Publication number
- CN202970720U CN202970720U CN 201220689186 CN201220689186U CN202970720U CN 202970720 U CN202970720 U CN 202970720U CN 201220689186 CN201220689186 CN 201220689186 CN 201220689186 U CN201220689186 U CN 201220689186U CN 202970720 U CN202970720 U CN 202970720U
- Authority
- CN
- China
- Prior art keywords
- tunnel
- main tunnel
- weak structural
- deep
- structural plane
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Lifetime
Links
Images
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The utility model discloses a reinforcement construction structure, and particularly relates to a construction structure for reinforcing a deep weak structural surface of a large rock slope. The construction structure for reinforcing the deep weak structural surface of the large rock slope is beneficial for dissipation of hydration heat. The construction structure comprises a main tunnel and branch tunnels. The main tunnel is arranged along the direction of the deep weak structural surface of the rock slope. The branch tunnels are arranged along side walls on two sides of the main tunnel to the hanging side direction and the heading side direction of the weak structural surface. Steel-bar-reinforced concrete structures are backfilled in the main tunnel and the branch tunnels in the directions of the circumferential walls to the centers of the main tunnel and the branch tunnels, and each concrete structure is composed of at least two backfilling layers. Due to the fact that the method of backfilling in stages and backfilling in layers is adopted in backfilling the main tunnel and the branch tunnels, the backfilling layer in each stage can obtain enough heat dissipation area, the concrete hydration heat can be quickly dissipated, and therefore whole concrete heat dissipation time is shortened, and efficiency is improved.
Description
Technical field
The utility model relates to a kind of strengthening construction structure, especially a kind of constructing structure of reinforcing the weak structural plane in large-scale rock side slope deep.
Background technology
The infrastructure projects such as the many water conservancy and hydropowers of China, railway, highway and mine are positioned at the high mountain gorge area, often relate to large-scale rock side slope engineering in the process of construction of these engineerings.Under geological structure, the normal growth of the rock mass of side slope inside has the weak structural planes such as tomography, vein and joint fissure, consists of the potential sliding failure face of side slope.The further effect of natural force and mankind's activity may make the potential slide plane of these weaknesses that further distortion, loosening, slippage and cracking occur, and the induced landslide disaster causes personnel's injures and deaths and the loss of property.
For the less weak structural plane of buried depth in side slope, as the weak structural plane of buried depth less than 60～80m, the main mode of the shallow layer reinforcements such as anchor pole, antislide pile, prestress anchorage cable that adopts is carried out at present, and when the buried depth of weak structural plane during greater than 80～100m, due to the restriction of excavation and the construction technology such as boring aspect, above-mentioned shallow top layer reinforcing mode has been difficult to realize the reinforcing to the weak structural plane in deep.At present, for the reinforcing of the weak structural plane of the larger side slope of buried depth still without reinforcement means preferably, and the difficulty of construction that the weak structural plane in deep is reinforced is large, the globality of enhanced structure and consolidation effect are difficult to assurance, and the crack that produces due to thermal stresses during the weak structural plane backfill displacement in deep concrete in mass and shrinkage joint etc. are difficult to control.In sum, present slope reinforcement job practices exists following defective and deficiency:
(1) present, be subjected to the restriction of construction technology and economic aspect, the shallow top layer reinforced construction methods such as anchor pole, antislide pile, prestress anchorage cable mainly are applicable to weak structural plane buried depth less than the situation of 60～80m, are difficult to the weak structural plane of the larger deep layer of buried depth is reinforced.
When the method that (2) adopts backfill to replace was reinforced side slope, the ruggedized construction that the conventional construction method forms was combined not tight with slope rock mass, can not form the integral reinforcing structure, and consolidation effect is difficult to guarantee.
(3) the backfill construction of replacing of the weak structural plane in side slope deep, the construction control difficulty is high, long in time limit, investment is large.
When (4) carrying out the weak structural plane backfill in side slope deep construction of replacing, the heat of hydration of large volume fill concrete should not scatter and disappear, and affects construction speed and concrete construction quality.
The utility model content
Problem to be solved in the utility model is to provide a kind of constructing structure that is beneficial to the weak structural plane in the large-scale rock side slope of reinforcing deep of the heat of hydration that scatters and disappears.
The utility model provides a kind of constructing structure of reinforcing the weak structural plane in large-scale rock side slope deep, comprises main tunnel and a tunnel, and described main tunnel moves towards to arrange along the weak structural plane in the deep of rock side slope; Described tunnel arranges to the upper and lower dish direction of weak structural plane along main tunnel both sides abutment wall; Equal backfill concrete structure of having reinforcing bar to strengthen in described main tunnel and tunnel, in the surrounding wall of main tunnel and the tunnel direction to the center, described concrete structure is comprised of two-layer backfill layer at least.
Be further, comprise also that consolidation grouting hole, described consolidation grouting hole drill are located at the hole wall of main tunnel and a tunnel and along circumferentially evenly the distributing of hole wall, fill out in described consolidation grouting hole and be provided with concrete.
Be further, at the axial direction of main tunnel and a tunnel, every layer of backfill layer is divided into two sections at least, and the segmented line that forms between two sections is stepped, and the segmented line in the vertical direction of each backfill layer is dislocatedly distributed.
Further all to be embedded with the cooling water pipe that forms the loop in every layer of backfill layer.
Further that the section of described main tunnel and a tunnel is gateway opening shape or the shape of a hoof.Require main tunnel section to be distributed in weak structural plane upper lower burrs both sides, deep by almost symmetry.
The beneficial effects of the utility model are: owing to being the back-filling in layers by stages of adopting when backfill master tunnel and the tunnel, therefore the backfill layer of every first phase can obtain enough area of dissipations, thereby scatter and disappear fast hydration heat of concrete, thereby reduced the whole concrete heat radiation time, improved efficient; Concrete obtains enough heat radiations simultaneously, and it is better that it solidifies quality.Prop up the intensity that can effectively improve whole ruggedized construction that adds of tunnel.The utility model mainly carries out strengthening construction in weak structural plane zone, side slope deep to slope rock mass, and construction depth is not subjected to the restriction of side slope form and weak structural plane buried depth, and the rock side slope that controlled by the weak structural plane in deep is had good applicability.On Construction Arrangement, slope excavation and surperficial supporting are not formed direct interference, the construction passage modes that adopt interim access tunnel stablely all can not have a negative impact to side slope construction safety and construction period more.The backfill by stages that the utility model adopts, dislocation placement layer by layer and in conjunction with the temperature control measures of cooling water pipe can effectively solve the temperature control difficult problem of concrete in mass casting and constructing.
Description of drawings
Fig. 1 is floor map of the present utility model;
Fig. 2 is the A-A sectional drawing of Fig. 1;
Fig. 3 is main tunnel cross-sectional drawing of the present utility model;
Fig. 4 is main tunnel grouting structure chart of the present utility model;
Fig. 5 is of the present utility model tunnel typical section figure;
Fig. 6 is of the present utility model tunnel grouting structure chart;
Fig. 7 is tunnel of the present utility model backfill by stages, dislocation placement layer by layer schematic diagram;
Fig. 8 is fill concrete cooling water pipe arrangement diagram of the present utility model;
Component, position and numbering in figure: the weak structural plane 1 in deep, main tunnel 2, a tunnel 3, association crack 4, sprayed mortar 5, anchor pole 6, first phase backfill layer 7, the second stage of backfill layer 8, drain hole 9, longitudinal stress master muscle 10, hoop stirrup 11, irrigation gallery 12, grout pipe 13, consolidation grouting hole 14, segmented line 15, cooling water pipe 16.
The specific embodiment
The utility model is described in further detail below in conjunction with accompanying drawing.
As depicted in figs. 1 and 2, the utility model comprises main tunnel 2 and a tunnel 3, and described main tunnel 2 moves towards to arrange along the weak structural plane 1 in the deep of rock side slope; The upper and lower dish direction of weak structural plane 1 arranges described tunnel 3 along main tunnel 2 both sides abutment walls to the deep; The concrete structure that described main tunnel 2 and an interior equal backfill of tunnel 3 have reinforcing bar to strengthen, in main tunnel 2 and the direction of the surrounding wall that props up tunnel 3 to the center, described concrete structure is comprised of two-layer backfill layer at least.
Said structure adopts following step construction to form:
A, weak structural plane 1 move towards to excavate main tunnel 2 along the deep of rock side slope, and carries out temporary lining, then is drilled with drain hole 9 at main tunnel 2 vaults; Main tunnel 2 adopts linked network, sprayed mortar 5, anchor pole 6 modes to carry out preliminary bracing.Above-mentioned main tunnel 2 axis follow the tracks of the weak structural planes 1 in deep move towards arrange, main tunnel 2 adopts gateway opening shape or shape of a hoof equal section forms, requires main tunnel 2 sections can almost symmetries to be distributed in the weak structural plane in deep 1 upper lower burrs both sides.The structure of main tunnel 2 can be shown in Figure 3.
B, from main tunnel 2 both sides abutment walls to weak structural plane 1 a upper and lower dish direction excavation tunnel 3, and carry out temporary lining, then be drilled with drain hole 9 at tunnel 3 vault; Above-mentioned tunnel 3 extends in the rock mass of weak structural plane 1 dish in deep and lower wall respectively from main tunnel 2 both sides, cross section, and is horizontal arrangement, and its axis is perpendicular to main tunnel 3.The length of tunnel 3 is not less than 2 times of the Qi Dong footpath, and passes near the secondary structure face the weak structural plane 1 in deep as far as possible; Prop up tunnel 3 and adopt gateway opening shape or shape of a hoof equal section forms, and cross dimensions is not more than main tunnel 2.Its temporary lining mode is with identical the getting final product of main tunnel 2.The structure of propping up tunnel 3 can be shown in Figure 5.
C, to main tunnel 2 and tunnel 3 fill concretes, fill concrete is equipped with reinforcing bar to be strengthened, fill concrete is divided into two durations at least:
The first phase fill concrete covers backfill along the surrounding inwall of main tunnel 2 and a tunnel 3, and the hole wall at main tunnel 2 and a tunnel 3 after the first phase fill concrete forms first phase backfill layer 7, and the space that remains main tunnel 2 and a tunnel 3 is irrigation gallery 12; First phase backfill layer 7 is built along the hole wall, thereby has dwindled the bulk of main tunnel 2 and a tunnel 3, and the thickness of first phase backfill layer 7 should be even.Irrigation gallery 12 just in time can form heat-dissipating space and operating space.Main tunnel 2 after the first phase backfill is shown in Figure 4, and the tunnel 3 after the first phase backfill is shown in Figure 6.
The first phase fill concrete is fixed complete after, utilize the rdu remaining duration fill concrete to fill whole irrigation gallery 12.The issue of rdu remaining duration is decided according to the size of main tunnel 2 and a tunnel 3, and because the size of main tunnel 2 and a tunnel 3 is different, so both duration numbers might not equate.For larger-size main tunnel 2 and a tunnel 3, can many minutes several follow-up durations, thus be more conducive to heat radiation.
For the strengthen effect, as Fig. 4 and shown in Figure 6, also comprise consolidation grouting hole 14, described consolidation grouting hole 14 is drilled with at the hole wall of main tunnel 2 and a tunnel 3 and along circumferentially evenly the distributing of hole wall, and fills out in described consolidation grouting hole 14 and is provided with concrete.When the first phase fill concrete, pre-embedment grouting pipe 13 in concrete, and grout pipe 13 penetrates the thickness of first phase backfill layer at least; After the first phase fill concrete is completed, before all the other durations begin, to grout pipe pre-buried in concrete 13 cleaning bottom of hole again, and be drilled with consolidation grouting hole 14 to the hole wall of main tunnel 2 and a tunnel 3, then consolidation grouting is carried out in consolidation grouting hole 14.Grouting in consolidation grouting hole 14 make whole first phase backfill layer 7 extend to along in rock side slope, thus make first phase backfill layer 7 be combined along rock side slope tightr, its stiffening effect is greatly improved.General dark 15m left and right, consolidation grouting hole 14 makes the rock mass in winner's tunnel 2 and all approximately 15m of tunnel 3 scope be able to consolidation grouting.Consolidation grouting hole 14 is radial the circumferential of main tunnel 2 and a tunnel 3 that be evenly distributed on.
In order to strengthen the anti-shear ability of this constructing structure, as shown in Figure 7, at the axial direction of main tunnel 2 and a tunnel 3, every layer of backfill layer is divided into two sections at least, the segmented line 15 that forms between two sections is stepped, and segmented line 15 in the vertical directions of each backfill layer are dislocatedly distributed.In the C step, each issue fill concrete all built backfill along the axis segmentation of main tunnel and a tunnel, and the segmented line 15 that forms between two sections is stepped, and segmented line 15 in the vertical directions of each phase are dislocatedly distributed.Take the second stage of backfill layer 8 as example, it axially is divided into some sections main tunnel 2, and the segmented line between every section is stepped, and staggers with the segmented line of first phase backfill layer 7, so just can improve the anti-shear ability of whole constructing structure.
For the heat of hydration that better scatters and disappears, as shown in Figure 7 and Figure 8, all be embedded with the cooling water pipe 16 that forms the loop in every layer of backfill layer.In the C step, all be embedded with the cooling water pipe 16 that forms the loop in each issue fill concrete; When the corresponding phase, concrete was fixed, pass into cooling water to control concrete temperature of this phase in the cooling water pipe 16 of correspondence.Cooling water pipe 16 adopts snakelike layouts, and for example the method for arranging of Fig. 8 is covered with concrete area as far as possible, can arranging multiplayer in the backfill layer of first phase, and with heat radiation rapidly and uniformly.Outside the water inlet of cooling water pipe 16 and delivery port are reserved in, pass into cooling water and carry out cooling when concrete is fixed.By the layout of cooling water pipe 16, the heat of hydration that can scatter and disappear has fast improved efficiency of construction, has improved concrete quality.
Concrete, in the C step, the bonding surfaces of adjacent two phases is carried out joint grouting.Can strengthen like this bonding strength between the backfill layers of adjacent two phases.
Embodiment
As depicted in figs. 1 and 2, grow the weak structural plane 1 in the deep that inclined slope aspect is arranged in a certain large-scale rock side slope, control the resistance to overturning of side slope, in the slope of the weak structural plane 1 in deep and many of the outside, slope growths association crack 4.As described below to the step that the weak structural plane 1 in deep is reinforced:
1, the main tunnel 2 that moves towards excavation strip horizontal arrangement of weak structural plane 1 along the deep.Main tunnel 2 sections adopt gateway opening shapes, be of a size of 8m wide * 9m is high.In conjunction with actual geological conditions, as shown in Figure 3, main tunnel 2 adopts linked network, sprayed mortar 5, anchor pole 6 modes to carry out preliminary bracing.Be drilled with drain hole 9 in the crown scope, hole depth 4m.
2, an excavation tunnel 3, general operation are namely to excavate a tunnel 3 after temporary lining master tunnel 2, and the excavation face does not need to carry out lining cutting; Also can excavate a tunnel 3 after main tunnel 2 first phase fill concretes.Autonomous tunnel 2 a both sides abutment walls excavation tunnel 3 extend in the rock mass of dish and lower wall on the weak structural plane 1 of master control respectively, and pass the association crack 4 of deep weakness structural plane 1.Main tunnel 2 excavates 4 altogether.Prop up tunnel 3 axis vertical with weak structural plane 1 trend of master control, its length is 15m.Tunnel 3 sections adopt gateway opening shapes, be of a size of 6m wide * 7.5m is high.In conjunction with actual geological conditions, adopt the measures such as linked network, sprayed mortar 5, anchor pole 6 to carry out preliminary bracing.Be drilled with drain hole 9 in the crown scope, hole depth 4m.
3, main tunnel 2 after excavation supporting is completed, first carries out 7 constructions of first phase fill concrete, and at the interior formation irrigation gallery 12 of fist stage concrete 7, irrigation gallery 12 is of a size of 5m, and wide * 6m is high.The first phase fill concrete is joined double-deck longitudinal stress master muscle 10 and hoop stirrup 11.At the interior pre-buried Φ 76mmPVC grout pipe 13 of first phase backfill layer 7, carry out the backfill grouting of crown scope.Grout pipe 13 is according to Fig. 4 layout, and grout pipe 13 runs through whole first phase backfill layer 7.After backfill grouting is completed, to Φ 76mm grout pipe 13 pre-buried in concrete cleaning bottom of hole again, be drilled with consolidation grouting hole 14, to hole week approximately the rock mass in the 15m scope carry out consolidation grouting.Consolidation grouting hole 14 is along the radial distribution of the inwall of main tunnel 2.
4, prop up tunnel 3 after excavation supporting is completed, carry out first phase fill concrete 7 construction, if Tunnel footpath is less, whole tunnel 3 of primary backfill gets final product.At the interior formation irrigation gallery 12 of first phase fill concrete 7, irrigation gallery 12 is of a size of 4m, and wide * 4m is high.The first phase fill concrete is joined double-deck longitudinal stress master muscle 10 and hoop stirrup 11.At the interior pre-buried Φ 76mmPVC grout pipe 13 of first phase backfill layer 7, carry out backfill grouting.After backfill grouting is completed, to Φ 76mm grout pipe 13 pre-buried in concrete cleaning bottom of hole again, be drilled with consolidation grouting hole 14, to hole week approximately the rock mass in the 10m scope carry out consolidation grouting.This step can be carried out together with step 3, so its parts that adopt all can be identical.
5, after fist stage concrete 7 backfill groutings of main tunnel 2 and a tunnel 3 and consolidation grouting are completed, to irrigation gallery 12 backfill second stage concretes 8.When backfill is built, along axially being divided into of tunnel of some cast sections, the length of each section of building is 15m, and the parting between the section of building is segmented line 15, and first phase fill concrete segmented line 15 does not overlap with the second stage of fill concrete segmented line 15, avoids structural joint to run through destruction.On cross-sectional direction, each section of building minutes 4 layers is built, and LIFT forms the notch cuttype misplaced seam on facade, and namely segmented line 15 is stepped.Snakelike cooling water pipe 16 is set respectively in every layer concrete, in the LIFT termination, water pipe head is set, after concreting, concrete cooling is carried out in the interior water flowing of cooling water pipe 16.Each layer cooling water pipe 16 forms the loop and connects.Cooling water pipe 16 adopts Φ 32mm polyethylene hard tube.At the pre-buried Φ 32mm grouting of crown scope pipeline, first phase, second stage concrete bonding surface are carried out joint grouting in addition.Fill concrete all adopts low-heat micro-expansion C25 concrete.Finally, after concrete construction was completed, a main tunnel 2 and 4 tunnels 3 had formed all-in-one-piece reinforced concrete structure, with the surrounding rock body acting in conjunction, the weak structural plane in deep were reinforced.
Claims (5)
1. reinforce the constructing structure of the weak structural plane in large-scale rock side slope deep, it is characterized in that: comprise main tunnel and a tunnel, described main tunnel moves towards to arrange along the weak structural plane in the deep of rock side slope; Described tunnel is along the upper and lower dish direction setting of weak structural plane to the deep of main tunnel both sides abutment wall; Equal backfill concrete structure of having reinforcing bar to strengthen in described main tunnel and tunnel, in the surrounding wall of main tunnel and the tunnel direction to the center, described concrete structure is comprised of two-layer backfill layer at least.
2. the constructing structure of the weak structural plane in the large-scale rock side slope of reinforcing as claimed in claim 1 deep, it is characterized in that: also comprise the consolidation grouting hole, described consolidation grouting hole drill is located at the hole wall of main tunnel and tunnel and along circumferentially evenly the distributing of hole wall, and fills out in described consolidation grouting hole and is provided with concrete.
3. the constructing structure of the weak structural plane in the large-scale rock side slope of reinforcing as claimed in claim 1 deep, it is characterized in that: at the axial direction of main tunnel and a tunnel, every layer of backfill layer is divided into two sections at least, the segmented line that forms between two sections is stepped, and the segmented line in the vertical direction of each backfill layer is dislocatedly distributed.
4. the constructing structure of the weak structural plane in the large-scale rock side slope of reinforcing as claimed in claim 1 deep, is characterized in that: all be embedded with the cooling water pipe that forms the loop in every layer of backfill layer.
5. the constructing structure of the weak structural plane in claim as arbitrary in claim 1 to the 4 large-scale rock side slope of described reinforcing deep, it is characterized in that: the section of described main tunnel and a tunnel is gateway opening shape or the shape of a hoof.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220689186 CN202970720U (en) | 2012-12-13 | 2012-12-13 | Construction structure for reinforcing deep weak structural surface of large rock slope |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220689186 CN202970720U (en) | 2012-12-13 | 2012-12-13 | Construction structure for reinforcing deep weak structural surface of large rock slope |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202970720U true CN202970720U (en) | 2013-06-05 |
Family
ID=48511807
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220689186 Expired - Lifetime CN202970720U (en) | 2012-12-13 | 2012-12-13 | Construction structure for reinforcing deep weak structural surface of large rock slope |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202970720U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102979531A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Construction method and structure for reinforcing large rock slope deep weak structural plane |
| CN107165168A (en) * | 2017-07-13 | 2017-09-15 | 中国电建集团华东勘测设计研究院有限公司 | Full closure underground chamber backfill, consolidation grouting pipeline layout |
| CN110004954A (en) * | 2019-05-15 | 2019-07-12 | 中国电建集团中南勘测设计研究院有限公司 | Intratectal anchor caverns structure and its construction method |
-
2012
- 2012-12-13 CN CN 201220689186 patent/CN202970720U/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102979531A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Construction method and structure for reinforcing large rock slope deep weak structural plane |
| CN102979531B (en) * | 2012-12-13 | 2015-12-02 | 中国电建集团成都勘测设计研究院有限公司 | Reinforce construction method and the structure of large-scale rock slope deep weak structural plane |
| CN107165168A (en) * | 2017-07-13 | 2017-09-15 | 中国电建集团华东勘测设计研究院有限公司 | Full closure underground chamber backfill, consolidation grouting pipeline layout |
| CN110004954A (en) * | 2019-05-15 | 2019-07-12 | 中国电建集团中南勘测设计研究院有限公司 | Intratectal anchor caverns structure and its construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102979531B (en) | Reinforce construction method and the structure of large-scale rock slope deep weak structural plane | |
| JP7125550B2 (en) | SUPPORT STRUCTURE AND CONSTRUCTION METHOD FOR TWO-STAGE HIGH-SPEED CLOSING TUNNEL WITH INVERTED ARCH | |
| WO2021223573A1 (en) | Construction structure for communication and connection between newly added mined channel and existing station hall layer | |
| CN106703814B (en) | Tunneling subway station hole pile construction method | |
| CN103089275B (en) | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections | |
| CN108204240B (en) | Anti-floating reinforcement system and reinforcement method for newly-built tunnel to span existing tunnel in short distance | |
| CN102536273B (en) | One-step forming construction method for 26m large-span space | |
| CN106761778B (en) | A kind of underground digging in subway station construction technology suitable for upper-soft lower-hard ground | |
| CN107091101B (en) | Superimposed joint structure of middle mine shield junction tunnel in sea area and construction method | |
| CN205742213U (en) | Foundation pit supporting construction | |
| CN110700841B (en) | Double-side-wall guide pit type excavation method for tunnel excavation | |
| CN103628887A (en) | Large-section water-rich saturated fine sand railway tunnel excavation method | |
| CN105714831A (en) | Abnormal-shape double-row pile for supporting foundation pit side wall and construction method of abnormal-shape double-row pile | |
| CN201991017U (en) | Subway large-span station body structure based on arch cover method construction forming | |
| CN110486036B (en) | Construction method for expanding arch foot primary support arch cover method | |
| CN110761811A (en) | Layered soft rock tunnel asymmetric supporting structure and construction method | |
| CN106437760A (en) | Large-section tunnel novel multi-layer lining structure | |
| CN207033463U (en) | Mine shield handing-over tunnel folded type joint design in the middle part of marine site | |
| CN202970720U (en) | Construction structure for reinforcing deep weak structural surface of large rock slope | |
| CN108374674B (en) | Six pilot tunnels, 12 step Underground Space Excavation method for protecting support | |
| CN103437779A (en) | Construction method for renovating tunnel lining water seeping damage | |
| CN205036388U (en) | Block of four encircles knot hunch construction structures that PBA secretly dug subway station | |
| CN205477639U (en) | A highway tunnel supporting construction that is used for wind to amass sand ground layer | |
| CN105156130B (en) | A kind of constructing tunnel exempts from supporting safe construction method | |
| CN109594995A (en) | A kind of Support System in Soft Rock Tunnels micro-disturbance machinery branch driving engineering method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee | ||
| CP01 | Change in the name or title of a patent holder |
Address after: The North Qingyang District of Chengdu City, Sichuan Province, No. 610072 Patentee after: Chengdu Hydroelectric Investigation & Design Institute of SPC Address before: The North Qingyang District of Chengdu City, Sichuan Province, No. 610072 Patentee before: Chengdu Hydroelectric Investigation & Design Institute of China Hydropower Consu |
|
| C56 | Change in the name or address of the patentee |
Owner name: CHINA POWER GROUP CHENGDU INVESTIGATION DESIGN + R Free format text: FORMER NAME: CHENGDU HYDROELECTRIC INVESTIGATION + DESIGN INSTITUTE OF SPC |
|
| CP01 | Change in the name or title of a patent holder |
Address after: The North Qingyang District of Chengdu City, Sichuan Province, No. 610072 Patentee after: Co., Ltd of Chengdu survey and design academy of electricity Jian group of China Address before: The North Qingyang District of Chengdu City, Sichuan Province, No. 610072 Patentee before: Chengdu Hydroelectric Investigation & Design Institute of SPC |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20130605 Effective date of abandoning: 20151202 |
|
| C25 | Abandonment of patent right or utility model to avoid double patenting |