CN105133636A - Concrete pedestal parting structure and construction method - Google Patents
Concrete pedestal parting structure and construction method Download PDFInfo
- Publication number
- CN105133636A CN105133636A CN201510502293.8A CN201510502293A CN105133636A CN 105133636 A CN105133636 A CN 105133636A CN 201510502293 A CN201510502293 A CN 201510502293A CN 105133636 A CN105133636 A CN 105133636A
- Authority
- CN
- China
- Prior art keywords
- cushion block
- concrete cushion
- concrete
- crack structure
- divides
- 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.)
- Pending
Links
Landscapes
- Revetment (AREA)
Abstract
The invention discloses a hydraulic and hydroelectric engineering structure, and particularly relates to a concrete pedestal parting structure. The concrete pedestal parting structure which can reduce temperature stress comprises a concrete pedestal and an arch dam foundation rock body, wherein one end of the concrete pedestal is arranged on the arch dam foundation rock body, and the other end of the concrete pedestal is an arch dam foundation surface. The concrete pedestal parting structure further comprises a concrete pedestal parting structure body which divides the concrete pedestal into two parts, and the seam surface of the concrete pedestal parting structure body is an inclined curved surface. After the concrete pedestal with a large size is parted through the concrete pedestal parting structure, the temperature stress of the concrete pedestal can be reduced, the cracking risk of concrete of the pedestal is lowered, and the problem of poor construction capacity of a construction machine when the concrete pouring bin surface of the pedestal is large is solved. After the parting seam of the pedestal is subjected to joint grouting, the concrete pedestal finally forms an integrated structure, and the overall stress of the pedestal is facilitated.
Description
Technical field
The present invention relates to a kind of Hydraulic and Hydro-Power Engineering structure, especially a kind of concrete cushion block divides crack structure.In addition, the invention still further relates to a kind of Construction for Hydroelectric Project method, specifically a kind of concrete cushion block construction method.
Background technology
Arch dam is high order statically-indeterminate structure, as foundation plane has landform bealock to cause local landform disappearance, or local dam foundation geology condition does not meet arch dam and builds base condition, and foundation plane excavate further strengthen deeply embedding, side slope scale will be caused sharply to increase, bring larger stability of slope problem, or increase the asymmetry of arch dam, worsen arch dam stressed, now, concrete cushion block can be set at landform disappearance place, or excavate and do not meet the soft rock mass that base condition built by arch dam, be replaced as concrete cushion block, form artificial foundation, eliminate topographic and geologic defect, improve arch dam stress condition.Base is in the state by multiaspect foundation restriction, if base is larger, the construction period may cause base to ftracture due to larger thermal stresses, now, needs to carry out parting to concrete cushion block; Meanwhile, when base is larger, coagulation lift surface is comparatively large, by the restriction of construction machinery construction ability, also needs to carry out parting to concrete cushion block.Therefore, point crack structure studying a kind of base is needed.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of concrete cushion block reducing thermal stresses and divides crack structure and construction method.
The present invention solves the concrete cushion block that its technical problem adopts and divides crack structure, comprises concrete cushion block and Rock built by arch dam; One end of described concrete cushion block is arranged on arch dam and builds on Rock, and the other end is arch dam building base plane; Also comprise concrete cushion block and divide crack structure, concrete cushion block divides crack structure that concrete cushion block is divided into two parts, and concrete cushion block divides the seam face of crack structure to be skew surface.
Further, concrete cushion block divides the seam face of crack structure on elevation direction, be through to bottom from concrete cushion block top.
Further, concrete cushion block divides the seam face of crack structure to be through to downstream along arch dam radial direction from concrete cushion block upstream.
Further, concrete cushion block divides on crack structure and is furnished with joint grouting system.
Further, described joint grouting system comprises grout stop plate, and grout stop plate is arranged on the downstream that concrete cushion block divides crack structure, extends to concrete cushion block top from level of tail water elevation always.
Further, also comprise sealing piece, described sealing piece is arranged in the upstream and downstream place that concrete cushion block divides crack structure, and upstream is from the top layout of concrete cushion block to bottom, and downstream extends to bottom concrete cushion block from level of tail water elevation always.Sealing piece is also arranged in the downstream part of point crack structure, all needs to arrange sealing piece to the level of tail water from bottom base.
Concrete cushion block construction method provided by the invention, utilizes concrete cushion block to divide crack structure that concrete cushion block is divided into two parts and constructs, and concrete cushion block divides the seam face of crack structure to be skew surface.
Further, concrete cushion block adopts R-joining to be divided into two pieces, and in mountain, lateral mass should prior to lateral mass construction of bordering on the river, and during concreting, two points of block concretes should evenly rise, and the discrepancy in elevation should not be greater than 12m, and the interval that adjacent block builds the time should be less than 21d.
The invention has the beneficial effects as follows: after the concrete cushion block that volume is larger adopts well-behaved crack structure to carry out parting, concrete cushion block thermal stresses can be reduced, reduce base concrete cracking risk, solve the problem that the larger construction machinery construction ability in base concrete pouring bin face can not meet the demands.After utilizing the joint grouting system that point crack structure is arranged to carry out joint grouting to base parting, concrete cushion block forms overall structure the most at last, and the entirety being conducive to base is stressed.The sealing of base parting upstream arrangement and the sealing of arranged downstream and grout stop plate, will play the effect of sealing and grouting, prevent current from passing base, and during joint grouting, prevent slurries from spilling.
Accompanying drawing explanation
Fig. 1 is that base Yokogawa of the present invention is to sectional drawing;
Fig. 2 is the plan view of base.
Component, position and numbering in figure: arch dam 1, arch dam building base plane 2, concrete cushion block 3, concrete cushion block divide crack structure 4, Rock 5 built by arch dam.
Detailed description of the invention
Below in conjunction with accompanying drawing, the invention will be further described.
As shown in Figure 1, 2, the present invention includes concrete cushion block 3, concrete cushion block divides crack structure 4, described concrete cushion block divides crack structure 4 face of stitching to be skew surface; Concrete cushion block divides crack structure 4 elevation direction to be through to bottom from concrete cushion block 3 top, downstream is through to from concrete cushion block 3 upstream along arch dam radial direction, described concrete cushion block divides crack structure 4 face of stitching to arrange joint grouting system, according to the concrete temperature conditions of building the length of time, cooling of different elevation base, point elevation, point irrigated area carry out joint grouting to base parting in good time, and base connects into overall base the most at last.Concrete cushion block divides crack structure 4 to stitch upstream, face from concrete cushion block 3 top to bottom, and downstream arranges sealing piece from bottom concrete cushion block 3 to level of tail water elevation, plays grouting effect while the sealing piece sealing of layout.Concrete cushion block divides crack structure 4 to stitch downstream, face more than level of tail water elevation until concrete cushion block 3 top all needs to arrange grout stop plate.The concrete cushion block that volume is larger can reduce the thermal stresses of concrete cushion block after adopting this concrete cushion block to divide crack structure 4 to carry out parting, reduces base concrete cracking risk, solves the problem that the larger construction machinery in base concrete pouring bin face cannot be constructed.After carrying out joint grouting to base parting, concrete cushion block forms overall structure the most at last, and the entirety being conducive to base is stressed.
Below by embodiment, mentality of designing of the present invention is described
The concrete cushion block size that this example relates to is comparatively large, and high 155.0m (elevation 1730.0m ~ 1885.0m scope), bottom base, maximum area is 4400m
2.
For traditional design, concrete cushion block 3 should be overall, namely concrete cushion block 3 not parting itself, its advantage is that whole base is as a whole, meet and arrange base raising foundation deformation modulus and foundation stiffness, effectively transmit the requirement of arch dam thrust, base stress condition is good.But this traditional scheme applies to this example and cannot realize at present, the difficulty faced by it is primary is exactly, the construction ability problem of concrete construction machinery.Namely 2 9m are used
3base concrete built by cable machine, and maximum lift surface area is about 2000m
2, and this routine base not parting time face, maximum storehouse area be 4400m
2, considerably beyond the construction ability of concrete construction machinery.Meanwhile, base is in the state by multiaspect foundation restriction, if base is larger, the construction period may cause base to ftracture due to larger thermal stresses.
For this reason, the present invention devises multiple scheme, and has finally screened feasible scheme.Below demonstration is briefly explained.
1) principle mainly considered of parting scheme:
(1) lift surface area meets the construction ability of construction machinery, controls face, maximum storehouse area at 2300m during parting
2within.
(2) base temperature controlled anticracking is conducive to;
(3) globality of base energy holding structure under the long term of arch dam thrust is conducive to, can not along parting facial cleft under arch thrust effect;
(4) being conducive to the construction period carries out joint grouting effectively to parting face.
2) parting programming
According to mentioned above principle, when drafting parting scheme, mainly draft multiple parting scheme according to two aspect factors:
(1) consideration in parting direction
1. radial parting
Radial parting just refers on depression angle, and direction, parting face is identical with the radial direction of arch dam.Radial parting scheme, parting and arch dam thrust intersect with large-angle, the main pressurized in seam face, is conducive to the globality of base energy holding structure under the long term of arch dam thrust, can not along parting facial cleft under arch thrust effect.The most about 2000m of face, storehouse area of radial parting
2, as adopted thin concrete lift, meet the requirement of concrete construction ability.Because the upstream and downstream direction size of base is comparatively large, maximum pour length is close to 100m, and maximum aspect ratio is close to 5, and on temperature controlled anticracking, difficulty is larger.
2. tangential parting
Because the pour aspect ratio of radial parting is comparatively large, for reducing aspect ratio, propose roughly by the scheme of the tangential parting of arch abutment.Tangential parting just refers on depression angle, and direction, parting face is tangentially identical with arch dam.Although the shape matching rule of the pour that tangential parting obtains, also constructability, but the angular separation of the direction of arch thrust and parting is smaller, seam face can produce larger shear stress, base concrete is affording under the huge arch thrust effect that arch dam transmits, and base likely splits along the changing of the relative positions of parting face.
3. radial+tangential parting
Concrete cushion block is divided into less pour, solves the problem of concrete construction ability aspect by radial direction+tangential parting scheme; Castable aspect ratio appropriateness, shape is better, favourable to concrete temperature control; Parting is radial+tangential, and tangential parting wherein should avoid the high pressure stress district being arranged on arch abutment downstream toe simultaneously, reduces base under arch dam thrust along the risk that the changing of the relative positions of parting face is split.Radial direction+tangential parting scheme concrete construction ability more easily meets, temperature control difficulty is little, but the block divided is too many, certain influence is had to the globality of base, simultaneously, too much block make the layout of the layout of concrete cooling water pipe, radial direction+tangential parting and and stitch, joint grouting etc. is quite complicated, difficulty of construction is relatively large.
(2) consideration of joint grouting aspect
1. parting is vertical masonry joint, and seam face is vertical
Parting is vertical masonry joint, seam face is vertical.Because base is oblique layout, a vertical masonry joint cannot be adopted to be separated by base, can only adopt segmentation vertical masonry joint, height of lift adopts 9m (an irrigated area height) ~ 27m (3 irrigated area height), the vertical masonry joint of each segmentation is staggeredly arranged, and adopts fissure of displacement form.For reducing the risk that parting causes adjacent concrete to ftracture, arranging in the concrete adjacent with crack and stitching reinforcing bar.The advantage of the program is parting is vertical masonry joint, is conducive to joint grouting construction.The shortcoming of scheme is, parting is by the concrete constraint of levels, and seam face aperture will be subject to certain impact, affect joint grouting effect; Meanwhile, the levels concrete at parting place, by the impact of parting, easily produces stress and concentrates, cause concrete cracking at parting place.
2. parting is R-joining, and seam face is inclined-plane
Because base is oblique layout, adopt R-joining can through base top and bottom, by a grouting point bench elevation arrangement joint grouting system, This solution avoids the fissure of displacement and arrange and bring parting place stress to concentrate the concrete cracking risk caused.The shortcoming of the program is parting face is inclined-plane, and due to the ballast that base concrete gravity causes, seam face opening width can be affected, and joint grouting effect can receive some impacts.
3) the final scheme adopted
The parting scheme of final employing is: parting direction adopts radial, adopt a R-joining to run through base top and bottom, adjust as far as possible with under the condition of arch thrust direction intersect with large-angle in guarantee seam face, reduce the aspect ratio of pour as far as possible, and avoid occurring wedge angle as far as possible
The solution of the present invention advantage is just, seam face is skew surface, by the flexible adjustment of the parting position of each elevation, reasonable separation concrete cushion block 3, reach each elevation parting position optimum, make parting and arch dam thrust intersect with large-angle, reduce the risk that base that the issuable shearing in seam face causes staggers along seam face to greatest extent; Avoiding fissure of displacement layout brings parting place stress to concentrate the concrete cracking risk caused; Meanwhile, owing to only having divided a seam, be conducive to the globality ensureing base.
4) base construction method
Concrete cushion block adopts R-joining to be divided into two pieces, and in mountain, lateral mass should be built prior to the lateral mass that borders on the river.In concreting, two piecemeals should evenly rise, and the discrepancy in elevation should not be greater than 12m, and the interval that adjacent block builds the time should be less than 21d, namely 21 days.
Concrete cushion block adopts R-joining parting scheme, there is extrusion effect in the border on the river deadweight opposite joint face of side piecemeal, larger impact is had on the aperture of stitching during R-joining joint grouting, the aperture of R-joining is little, slurries cannot move at seam surface current swimmingly, to affect R-joining joint grouting quality, base cannot be connected to become entirety effectively.By research, for ensureing R-joining joint grouting quality, do to specify as follows:
(1) the construction sequential of base, dam construction and grouting is: base builds → and base R-joining joint grouting → base consolidation grouting → dam construction → dam transverse joint joint grouting → dam and base contact surface joint grouting → base and the contact grouting → curtain grouting of basement rock contact surface, and base should prior to identical elevation more than dam concrete placement 180d.
(2) encrypt the arising pipe spacing of base R-joining grouting system, this project Arch Dam With Joint joint grouting arising pipe spacing 2m, base R-joining grouting arising pipe spacing is encrypted to 1m.
(3) for improving joint grouting quality, this project Arch Dam With Joint joint grouting system have employed the wire-board junction grouting system of novelty, and joint grouting system is the form of grout groove+arising pipe, and arising pipe top is 3.0m according to the distance of air discharge duct.For reducing slurries rising difficulty, base R-joining grouting system lengthens arising pipe, and the distance of distance irrigated area, arising pipe top top vent groove is adjusted to 0.5m by 3.0m.
(4) suitably joint grouting pressure is strengthened.
(5) R-joining adopts supercool joint grouting, increases R-joining aperture, to ensure grouting quality.
Claims (8)
1. concrete cushion block divides crack structure, comprises concrete cushion block (3) and Rock (5) built by arch dam; One end of described concrete cushion block is arranged on arch dam and builds on Rock, and the other end is arch dam building base plane (2); It is characterized in that: also comprise concrete cushion block and divide crack structure, concrete cushion block divides crack structure that concrete cushion block is divided into two parts, and concrete cushion block divides the seam face of crack structure to be skew surface.
2. concrete cushion block as claimed in claim 1 divides crack structure, it is characterized in that: concrete cushion block divides the seam face of crack structure on elevation direction, be through to bottom from concrete cushion block (3) top.
3. concrete cushion block constructing structure as claimed in claim 1, is characterized in that: concrete cushion block divides the seam face of crack structure to be through to downstream along arch dam radial direction from concrete cushion block (3) upstream.
4. concrete cushion block as claimed in claim 1 divides crack structure, it is characterized in that: concrete cushion block divides on crack structure and is furnished with joint grouting system.
5. concrete cushion block as claimed in claim 4 divides crack structure, it is characterized in that: described joint grouting system comprises grout stop plate, grout stop plate is arranged on the downstream that concrete cushion block divides crack structure, extends to concrete cushion block (3) top from level of tail water elevation always.
6. concrete cushion block as claimed in claim 1 divides crack structure, it is characterized in that: also comprise sealing piece, described sealing piece is arranged in the upstream and downstream place that concrete cushion block divides crack structure, upstream is from the top layout of concrete cushion block to bottom, and downstream extends to concrete cushion block (3) bottom from level of tail water elevation always.
7. concrete cushion block construction method, is characterized in that: utilize concrete cushion block to divide crack structure that concrete cushion block (3) is divided into two parts and construct, concrete cushion block divides the seam face of crack structure to be skew surface.
8. concrete cushion block construction method as claimed in claim 7, it is characterized in that: concrete cushion block (3) adopts R-joining to be divided into two pieces, in mountain, lateral mass should prior to lateral mass construction of bordering on the river, during concreting, two points of block concretes should evenly rise, the discrepancy in elevation should not be greater than 12m, and the interval that adjacent block builds the time should be less than 21d.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510502293.8A CN105133636A (en) | 2015-08-14 | 2015-08-14 | Concrete pedestal parting structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510502293.8A CN105133636A (en) | 2015-08-14 | 2015-08-14 | Concrete pedestal parting structure and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105133636A true CN105133636A (en) | 2015-12-09 |
Family
ID=54719183
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510502293.8A Pending CN105133636A (en) | 2015-08-14 | 2015-08-14 | Concrete pedestal parting structure and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105133636A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1052616A1 (en) * | 1982-07-02 | 1983-11-07 | Грузинский Ордена Трудового Красного Знамени Научно-Исследовательский Институт Энергетики И Гидротехнических Сооружений | Arch dam |
| SU1211385A1 (en) * | 1984-07-09 | 1986-02-15 | Грузинский Ордена Трудового Красного Знамени Научно-Исследовательский Институт Энергетики И Гидротехнических Сооружений | Arch dam |
| CN1336466A (en) * | 2001-09-07 | 2002-02-20 | 清华大学 | Artificial short-seam structure of rolled concrete arch dam |
| CN103966981A (en) * | 2014-05-07 | 2014-08-06 | 中国水电顾问集团华东勘测设计研究院有限公司 | Force transmission structure for building an arch dam on weathered unloading rock masses |
| CN204919584U (en) * | 2015-08-14 | 2015-12-30 | 中国电建集团成都勘测设计研究院有限公司 | Concrete base parting structure |
-
2015
- 2015-08-14 CN CN201510502293.8A patent/CN105133636A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1052616A1 (en) * | 1982-07-02 | 1983-11-07 | Грузинский Ордена Трудового Красного Знамени Научно-Исследовательский Институт Энергетики И Гидротехнических Сооружений | Arch dam |
| SU1211385A1 (en) * | 1984-07-09 | 1986-02-15 | Грузинский Ордена Трудового Красного Знамени Научно-Исследовательский Институт Энергетики И Гидротехнических Сооружений | Arch dam |
| CN1336466A (en) * | 2001-09-07 | 2002-02-20 | 清华大学 | Artificial short-seam structure of rolled concrete arch dam |
| CN103966981A (en) * | 2014-05-07 | 2014-08-06 | 中国水电顾问集团华东勘测设计研究院有限公司 | Force transmission structure for building an arch dam on weathered unloading rock masses |
| CN204919584U (en) * | 2015-08-14 | 2015-12-30 | 中国电建集团成都勘测设计研究院有限公司 | Concrete base parting structure |
Non-Patent Citations (2)
| Title |
|---|
| XAUTAILEN: "锦屏一级水电站左岸垫座砼浇筑方案研究分析", 《百度文库》 * |
| 陈晨等: "锦屏一级拱坝左岸混凝土垫座温度资料分析", 《三峡大学学报（自然科学版）》 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106837408B (en) | A kind of coal seam stope advantage gas migration channel staged construction method | |
| CN102134998B (en) | Construction method for wind-blown sand tunnel | |
| CN206319886U (en) | Tunnel lining structure | |
| CN106499405A (en) | Tunnel lining structure | |
| CN108301842A (en) | A kind of fixing device and construction method for controlling duct pieces of shield tunnel floating | |
| CN108532557A (en) | Arrangement method of arch dam abutment foundation surface contact grouting system | |
| CN204919584U (en) | Concrete base parting structure | |
| CN204435407U (en) | A kind of batter post group anchor formula rock foundation | |
| CN108868789A (en) | A kind of stratum active support and change method suitable for shield construction tunnel | |
| CN105133636A (en) | Concrete pedestal parting structure and construction method | |
| CN205776276U (en) | A kind of large-scale buried friction pile of side slope two-part props up mark structure | |
| CN206157496U (en) | Moderate -low speed magnetic levitation traffic engineering single line location pile foundation combined type support rail girder construction of filling | |
| CN103966981B (en) | Force transferring structure and the construction method thereof of arch dam is built on weathering rock mass | |
| CN207619863U (en) | A kind of box culvert backfill structure | |
| CN105019408A (en) | Arch dam topography defect strengthening structure | |
| CN106192909A (en) | A kind of rock reducing panel stress strain level and method | |
| CN105133571A (en) | Plugging type connection method for deep hole inclined curtain and vertical curtain | |
| CN203741782U (en) | Multi-section face plate structure of high concrete faced rockfill dam | |
| CN205742151U (en) | A kind of continuous underground wall structure of adverse construction method | |
| CN207728376U (en) | A kind of gob side entry retaining strengthening of foundation device | |
| CN206157485U (en) | Moderate -low speed magnetic levitation single line excavation location pile foundation combined type support rail roof beam transition section structure | |
| CN206157495U (en) | Moderate -low speed magnetic levitation double -line compound framing type support rail girder construction of location pile foundation of filling | |
| CN106283955B (en) | Medium-and low-speed maglev traffic engineering single line embankment location pile foundation joist type support rail girder construction | |
| CN106759134A (en) | A kind of method of the maintenanceability of arch duplex face dam and raising panel | |
| CN219261114U (en) | Underground factory building built in high-to-extremely high-stress rock body |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20151209 |