CN101555687A - High-geostress narrow-valley inverted arch plunge pool and design method thereof - Google Patents
High-geostress narrow-valley inverted arch plunge pool and design method thereof Download PDFInfo
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- CN101555687A CN101555687A CNA2009100224745A CN200910022474A CN101555687A CN 101555687 A CN101555687 A CN 101555687A CN A2009100224745 A CNA2009100224745 A CN A2009100224745A CN 200910022474 A CN200910022474 A CN 200910022474A CN 101555687 A CN101555687 A CN 101555687A
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Abstract
The invention belongs to a concentrated flood discharge and energy dissipation structure behind a hydroelectric dam, and more particularly relates to a high-geostress narrow-valley inverted arch plunge pool and a design method thereof. The plunge pool is structurally characterized by comprising a bottom plate (1), arch supports (2) and anchor bar piles (3), wherein the bottom plate (1) is an arched concrete structure on the whole, and two ends of the arched concrete bottom plate (1) is connected with the arch supports (2) into a whole; the anchor bar piles (3) are arranged at the lower end of the arched concrete bottom plate (1) at intervals, and each anchor bar pile (3) keeps perpendicular to the lower end of the bottom plate (1); and the arch supports (2) at the two ends are positioned at the lower ends of protection slopes (9) at the two ends. The design method is completed by five steps, makes full use of the natural 'pan bottom'-shaped river beds, avoids touching geostress concentration areas at the bottom of the valley due to trapezoid excavation, and adopts the inverted arch structure to finally transfer most of load to rock mass through the arch supports instead of bearing all the load by the river beds, thus improving the stress concentration phenomenon at the bottom of the valley.
Description
Technical field
Concentrate flood-discharge energy-dissipating structure, particularly a kind of high-ground stress narrow river valley antiarch cushion pool and method for designing after the invention belongs to water power dam.
Background technology
Suitable energy dissipating erosion control facility, the safety of avoiding dam current scour underwater bed to jeopardize pivot building thing and bank slope must be taked in the downstream of outlet structure escape works.Cushion pool is one of the particularly high arch dam of arch dam energy dissipating erosion control facility commonly used, cushion pool combines with the dam, two roads in two sides bank protection and downstream, form enough water cushion width, the degree of depth and length, current can form submerged hydraulic jump when guaranteeing to let out under the flows at different levels, thereby guarantee that hinge and two sides building are not subjected to washing away of high-velocity flow.
Cushion pool all adopts flat trapezoidal cross-section after the high arch dams of Hydraulic and Hydro-Power Engineering at present, and promptly trapezoidal cushion pool in order to guarantee to move and overhaul the stability against floating of operating mode lower shoe, often will strengthen base plate thickness, adds ground dowel and seepage drainage system.Even like this, cushion pool is still often washed out, is smashed or lifted.For the dam site natural river course is the landform of " V " type, the two sides side slope is steep, the river course is narrow, the lowest point is in the higher ground stress environment field, flat cushion pool is trapezoidal can to excavate toe, influence stability of high slope, touch river valley bottomland area of stress concentration, be difficult to guarantee the safety and the durability of structure simultaneously.
Summary of the invention
The purpose of this invention is to provide a kind of bottomland stress that can effectively reduce area, the narrow river valley of high-ground stress and concentrate, and can satisfy high-ground stress narrow river valley antiarch cushion pool and the method for designing of area, valley by the dam body flood-discharge energy-dissipating.
The object of the present invention is achieved like this, designs the narrow river valley of a kind of high-ground stress antiarch cushion pool: comprise base plate, abut and anchor pile, base plate integral body is the arch form concrete structure, and arch form concrete floor two ends and abut connect as one; Anchor pile is intervally arranged in arch form concrete floor lower end, and every anchor pile keeps vertical with the base plate lower end; The abut at two ends is in the bank protection lower end at two ends.
Described arch form concrete floor is to connect and compose arch form structure by a plurality of circular arc plates.
Connect by keyway arrangements between the adjacent plate of described arch form concrete floor, the base plate upper and lower surface had the seam reinforcing bar, cross the seam reinforcing bar and establish plastic bushing connecting the seam place, be convenient between plate because of variations in temperature tangentially produces distortion the radial displacement of restriction adjacent plate.
Described adjacent plate is crossed sealing and joint bar between seam, joint bar is crossed the seam place and established plastic bushing.
Described anchor pile is to go deep into forming in the rock mass by a plurality of reinforcing bars and cement injection mortar, establishes sleeve pipe with the bonding surface place of base plate and forms free section, is convenient to stretch.
The length of the free section of described anchor pile is greater than crossing the length of stitching reinforcing bar and joint bar, usually with 2m～4m; Cross the free section of seam reinforcing bar between 20cm～40cm.
The method for designing of the narrow river valley of high-ground stress antiarch cushion pool, step is:
(1) excavation and anchoring construction, after the slope excavation anchoring was finished, according to design bodily form excavation abut and base plate, base plate can excavate into circular arc, also can excavate into some direct section, punching in rock then, installation anchor pile, and finish anchor pile 3 grouting;
(2) the free section of anchor pile is provided with, and after the anchor pile construction is finished, establishes sleeve pipe at the bonding surface place of going deep into rock mass and visual concrete, selects suitable pvc pipe for use according to the bar diameter of forming anchor pile, and tighten in case concrete slurry flows into the silk rope made of hemp pvc pipe termination; Weld a reinforcing bar simultaneously to inverted arch bottom plate upper surface reinforcement location, and weld with the upper surface reinforcing bar;
(3) reinforcement installation is carried out reinforcement fabrication and installation according to the upper and lower surface bar diameter and the spacing of designing requirement, and along the arch ring direction sleeve pipe is set striding the seam place;
(4) arrange according to design drawing and construction, sealing 7 and joint bar 8 are installed at the inverted arch bottom plate piece parting place of concreting;
(5) concreting can water abut earlier, also can water base plate earlier, if the base plate wetted surfaces has the impact-resisting wear-resisting concrete, should be with storehouse number cast, and the upper surface of inverted arch bottom plate is smooth.
Counter-arch shaped cushion pool structure of the present invention, make full use of natural " the bottom of a pan " horseshoe bend, avoid trapezoidal excavation and touch river valley bottomland area of stress concentration, and adopt antiarch shape structure that most of load is finally passed to rock mass by abut, rather than all the effluent bed is born, and improves the stress concentration phenomenon of bottom, river valley.
The invention has the beneficial effects as follows that by establishing keyway (being in the milk in case of necessity) in parting between the base plate plate, the seam, the seam face is established sealing and crossed the seam joint bar, satisfy the requirement that forms arch structure between temperature requirements in the work progress and each plate of arch ring as early as possible.Base plate anchor Design and construction and flat trapezoidal cushion pool are basic identical, difference is to establish free section (reinforcing bar peripheral hardware sleeve pipe) at the bonding surface place that anchor pole gos deep into rock mass and visual concrete, prevent to lift on the inverted arch bottom plate, reduce anchor pole owing to distortion or the stressed separately excessive possibility that takes place to destroy.
The antiarch cushion pool has stronger overload capacity under the equal conditions, and on average being subjected to loading capability is 2.5 times of flat trapezoidal cushion pool, and promptly the safety factor of antiarch cushion pool improves 2.5 times than flat trapezoidal cushion pool.Because inverted arch bottom plate is a circular arc in the construction, outer radius is bigger, and implementation method is simple, easy construction.
Description of drawings
The present invention will be further described below in conjunction with the embodiment accompanying drawing:
Fig. 1 is counter-arch shaped cushion pool construction standard schematic cross section;
Fig. 2 is counter-arch shaped cushion pool structure parting organigram.
Among the figure: 1. base plate; 2. abut; 3. anchor pile; 4. keyway; 5. cross the seam reinforcing bar; 6. plastic bushing; 7. sealing; 8. joint bar; 9. bank protection.
The specific embodiment
As shown in Figure 1, the counter-arch shaped cushion pool structure of present embodiment comprises base plate 1, abut 2 and anchor pile 3, and base plate 1 integral body is the arch form concrete structure, and arch form concrete floor 1 two ends and abut 2 connect as one; Anchor pile 3 is intervally arranged in arch form concrete floor 1 lower end, and every anchor pile 3 keeps vertical with base plate 1 lower end.The abut 2 at two ends is in bank protection 9 lower ends at two ends.
Arch form concrete floor 1 is to connect and compose arch form structure by a plurality of circular arc plates, realizes power transmission by the structural measure at parting place between plate.Overall structure is to being called one.Produce thrust by 1 pair of abut of base plate 2 like this, and pass to two sides bank protection 9 and rock mass.
In Fig. 2, establish keyway 4 between the adjacent plate of arch form concrete floor 1 to increase contact surface, base plate 1 upper and lower surface was all established seam reinforcing bar 5, and reinforcing bar is crossed the seam place and established plastic bushing 6, be convenient between plate because of variations in temperature tangentially produces distortion the radial displacement of restriction adjacent plate.Cross between seam and establish sealing 7 and joint bar 8, joint bar 8 is crossed the seam place and is established plastic bushing 6.After ledge excavation was finished, punching and configuration reinforcement and cement injection mortar formed anchor pile 3 in the rock, and its bonding surface place of going deep into rock mass and visual concrete establishes sleeve pipe and forms free section, is convenient to stretch.The length of anchor pile 3 free sections is advisable with 2m～4m usually greater than crossing the length of stitching reinforcing bar 5 and joint bar 8, is generally about 20cm～40cm and cross seam reinforcing bar 5 free sections.
The described counter-arch shaped cushion pool structure of present embodiment, by establishing keyway 4 (being in the milk in case of necessity) in parting, the seam between base plate 1 plate, the seam face is established sealing 7 and joint bar 8, satisfies the requirement that forms arch structure between temperature requirements in the work progress and each plate of arch ring as early as possible.Base plate 1 anchor Design and construction and flat trapezoidal cushion pool are basic identical, difference is to establish free section (reinforcing bar peripheral hardware sleeve pipe) at the bonding surface place that anchor pole gos deep into rock mass and visual concrete, prevent to lift on the inverted arch bottom plate, reduce anchor pole owing to distortion or the stressed separately excessive possibility that takes place to destroy.
The installation step of present embodiment is:
(1) excavation and anchoring construction, after the slope excavation anchoring was finished, according to design bodily form excavation abut 2 and base plate 1, base plate can excavate into circular arc, also can excavate into some direct section, punching in rock then, installation anchor pile 3, and finish anchor pile grouting;
(2) anchor pile 3 free sections are provided with, after anchor pile 3 constructions are finished, establish sleeve pipe at the bonding surface place of going deep into rock mass and visual concrete, select suitable pvc pipe for use according to the bar diameter of forming anchor pile 3, tighten in case concrete slurry flows into the silk rope made of hemp pvc pipe termination; Weld a reinforcing bar simultaneously to inverted arch bottom plate upper surface reinforcement location, and weld with the upper surface reinforcing bar;
(3) reinforcement installation.Upper and lower surface bar diameter and spacing according to designing requirement are carried out reinforcement fabrication and installation, and along the arch ring direction sleeve pipe are set striding the seam place, require with anchor pile 3.
(4) the structural joint facility is installed.Arrange according to design drawing and construction, sealing 7 and joint bar 8 are installed at the inverted arch bottom plate piece parting place of concreting.Note sealing 7 positions and bar space during installation, the template of keyway 4 seams must satisfy code requirement simultaneously.
(5) concreting.Can water abut 2 earlier, also can water base plate 1 earlier, jump the storehouse and build.Note destroying the facility of structural plane during vibrated concrete, if base plate 1 wetted surfaces has the impact-resisting wear-resisting concrete, should be with storehouse number cast, the planeness of the upper surface of inverted arch bottom plate must satisfy code requirement.
(6) other.If abut 2 need be provided with the anchoring measure, after finishing, the excavation face carries out simultaneously with the base plate anchoring; If need grouting between structural joint, before concreting, answer pre-embedment grouting pipe, grouting need concreting finish and through the variations in temperature in a winter after carry out.
Arch structure in the present embodiment mainly bears a power, the mechanism of action shows as: utilize arch structure that radial load is become tangential loading, thrust at springer passes to abut the most at last, gives rock by abut with most of Load Transfer, relies on abut and rock mass to keep the stable of arch structure.When abut can not satisfy stability requirement, increase the imposed load that the anchoring measure improves base plate at inverted arch bottom plate and abut.Its mechanism of action shows as: be subjected to the effect of uplift force when inverted arch bottom plate structure, base plate at first overcomes on himself weight to be lifted, continuation increase along with uplift force, when base plate moves up when making between the plate that the slit is closed fully, arch structure forms, the base plate uplift force reaches abut by arch structure, is passed to rock at last.
It is that the basis is seated on the rock and is close to excavation slope in antiarch circular arc base plate both sides that abut supports, and relies on the contact or the anchoring measure of deadweight and rock face to keep the stable concret block of inverted arch bottom plate.Uplift force is making a concerted effort of inverted arch bottom plate upper and lower surface water ballast(ing), and regulation upwards is the forward load.Thrust at springer is that inverted arch bottom plate is because the thrust to abut that the uplift force effect that makes progress produces.The anchoring measure is after inverted arch bottom plate or abut excavation is finished, the anchor pile that punching and configuration reinforcement and cement injection mortar form in rock etc.
Claims (7)
1, the narrow river valley of high-ground stress antiarch cushion pool: it is characterized in that: comprise base plate (1), abut (2) and anchor pile (3), base plate (1) integral body is the arch form concrete structure, and arch form concrete floor (1) two ends and abut (2) connect as one; Anchor pile (3) is intervally arranged in arch form concrete floor (1) lower end, and every anchor pile (3) keeps vertical with base plate (1) lower end; The abut at two ends (2) is in bank protection (9) lower end at two ends.
2, the narrow river valley of high-ground stress according to claim 1 antiarch cushion pool: it is characterized in that: described arch form concrete floor (1) is to connect and compose arch form structure by a plurality of circular arc plates.
3, the narrow river valley of high-ground stress according to claim 1 antiarch cushion pool: it is characterized in that: connect by keyway (4) structure between the adjacent plate of described arch form concrete floor (1), base plate (1) upper and lower surface had seam reinforcing bar (5), cross seam reinforcing bar (5) and establish plastic bushing (6) connecting the seam place, be convenient between plate because of variations in temperature tangentially produces distortion the radial displacement of restriction adjacent plate.
4, the narrow river valley of high-ground stress according to claim 3 antiarch cushion pool: it is characterized in that: described adjacent plate is crossed sealing (7) and joint bar (8) between seam, and joint bar (8) is crossed the seam place and established plastic bushing (6).
5, the narrow river valley of high-ground stress according to claim 1 antiarch cushion pool: it is characterized in that: described anchor pile (3) is to go deep into forming in the rock mass by a plurality of reinforcing bars and cement injection mortar, establish sleeve pipe with the bonding surface place of base plate (1) and form free section, be convenient to stretch.
6, the narrow river valley of high-ground stress according to claim 1 antiarch cushion pool: it is characterized in that: the length of the free section of described anchor pile (3) is greater than the length of crossing seam reinforcing bar (5) and joint bar (8), usually with 2m～4m; Cross the free section of seam reinforcing bar (5) between 20cm～40cm.
7, the method for designing of the narrow river valley of high-ground stress antiarch cushion pool, step is:
(1) excavation and anchoring construction, after the slope excavation anchoring was finished, according to design bodily form excavation abut and base plate, base plate can excavate into circular arc, also can excavate into some direct section, punching in rock then, installation anchor pile, and finish anchor pile grouting;
(2) the free section of anchor pile is provided with, and after the anchor pile construction is finished, establishes sleeve pipe at the bonding surface place of going deep into rock mass and visual concrete, selects suitable pvc pipe for use according to the bar diameter of forming anchor pile, and tighten in case concrete slurry flows into the silk rope made of hemp pvc pipe termination; Weld a reinforcing bar simultaneously to inverted arch bottom plate upper surface reinforcement location, and weld with the upper surface reinforcing bar;
(3) reinforcement installation is carried out reinforcement fabrication and installation according to the upper and lower surface bar diameter and the spacing of designing requirement, and along the arch ring direction sleeve pipe is set striding the seam place;
(4) arrange according to design drawing and construction, sealing and joint bar are installed at the inverted arch bottom plate piece parting place of concreting;
(5) concreting can water abut earlier, also can water base plate earlier, if the base plate wetted surfaces has the impact-resisting wear-resisting concrete, should be with storehouse number cast, and the upper surface of inverted arch bottom plate is smooth.
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| CN2009100224745A CN101555687B (en) | 2009-05-12 | 2009-05-12 | High-geostress narrow-valley inverted arch plunge pool and design method thereof |
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| CN2009100224745A CN101555687B (en) | 2009-05-12 | 2009-05-12 | High-geostress narrow-valley inverted arch plunge pool and design method thereof |
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| CN101555687B CN101555687B (en) | 2012-05-09 |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102733361A (en) * | 2012-07-20 | 2012-10-17 | 中国水电顾问集团北京勘测设计研究院 | High-arch-dam flood discharge and energy dissipation structure of narrow river valley and deep tail water |
| CN102953358A (en) * | 2012-11-23 | 2013-03-06 | 中国水电顾问集团贵阳勘测设计研究院 | Method and structure for improving anti-impact structure of overflow surface of gravity dam and improved structure |
| CN108411855A (en) * | 2018-03-07 | 2018-08-17 | 华北水利水电大学 | A kind of concrete revetment pile foundation equilibrium load transfer device and construction method |
| CN108457252A (en) * | 2018-04-12 | 2018-08-28 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of improved method and its structure of novel power station plunge pool floor structure |
| CN108755618A (en) * | 2018-06-25 | 2018-11-06 | 广东省水利电力勘测设计研究院 | A kind of medium and small reservoirs Spillway stream dissipation and scouring method |
| CN109868788A (en) * | 2019-03-12 | 2019-06-11 | 中国电建集团中南勘测设计研究院有限公司 | A kind of buoyant means |
| CN111622188A (en) * | 2020-05-27 | 2020-09-04 | 长江勘测规划设计研究有限责任公司 | Discrimination method for energy dissipation by adopting natural water cushion |
| CN112144479A (en) * | 2020-09-28 | 2020-12-29 | 中国电建集团贵阳勘测设计研究院有限公司 | Arch-tooth type inverted arch plunge pool and construction method |
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2009
- 2009-05-12 CN CN2009100224745A patent/CN101555687B/en active Active
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102733361A (en) * | 2012-07-20 | 2012-10-17 | 中国水电顾问集团北京勘测设计研究院 | High-arch-dam flood discharge and energy dissipation structure of narrow river valley and deep tail water |
| CN102733361B (en) * | 2012-07-20 | 2016-07-06 | 中国电建集团北京勘测设计研究院有限公司 | Narrow river valley, deep tail water induced joint flood-discharge energy-dissipating structure |
| CN102953358A (en) * | 2012-11-23 | 2013-03-06 | 中国水电顾问集团贵阳勘测设计研究院 | Method and structure for improving anti-impact structure of overflow surface of gravity dam and improved structure |
| CN108411855A (en) * | 2018-03-07 | 2018-08-17 | 华北水利水电大学 | A kind of concrete revetment pile foundation equilibrium load transfer device and construction method |
| CN108411855B (en) * | 2018-03-07 | 2019-05-17 | 华北水利水电大学 | A kind of concrete revetment pile foundation equilibrium load transfer device and construction method |
| CN108457252A (en) * | 2018-04-12 | 2018-08-28 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of improved method and its structure of novel power station plunge pool floor structure |
| CN108755618A (en) * | 2018-06-25 | 2018-11-06 | 广东省水利电力勘测设计研究院 | A kind of medium and small reservoirs Spillway stream dissipation and scouring method |
| CN109868788A (en) * | 2019-03-12 | 2019-06-11 | 中国电建集团中南勘测设计研究院有限公司 | A kind of buoyant means |
| CN109868788B (en) * | 2019-03-12 | 2024-01-23 | 中国电建集团中南勘测设计研究院有限公司 | Floating body device |
| CN111622188A (en) * | 2020-05-27 | 2020-09-04 | 长江勘测规划设计研究有限责任公司 | Discrimination method for energy dissipation by adopting natural water cushion |
| CN111622188B (en) * | 2020-05-27 | 2021-09-03 | 长江勘测规划设计研究有限责任公司 | Discrimination method for energy dissipation by adopting natural water cushion |
| CN112144479A (en) * | 2020-09-28 | 2020-12-29 | 中国电建集团贵阳勘测设计研究院有限公司 | Arch-tooth type inverted arch plunge pool and construction method |
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| CN101555687B (en) | 2012-05-09 |
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Owner name: HYDROCHINA XIBEI ENGINEERING CORPORATION Free format text: FORMER NAME: NORTHWEST HYDROELECTRIC INVESTIGATION + DESIGN INSTITUTE OF CHINA HYDROPOWER ENGINEERING CONSULTING Owner name: CHINA ELECTRIC POWER CONSTRUCTION GROUP NORTHWEST Free format text: FORMER NAME: HYDROCHINA XIBEI ENGINEERING CORPORATION |
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Address after: 710065 Shaanxi Province, Xi'an City Road eight No. 18 general survey and Design Institute of the Northwest Office Patentee after: POWERCHINA NORTHWEST ENGINEERING Co.,Ltd. Address before: 710065 Shaanxi Province, Xi'an City Road eight No. 18 general survey and Design Institute of the Northwest Office Patentee before: NORTHWEST HYDRO CONSULTING ENGINEERS, CHECC Address after: 710065 Shaanxi Province, Xi'an City Road eight No. 18 general survey and Design Institute of the Northwest Office Patentee after: NORTHWEST HYDRO CONSULTING ENGINEERS, CHECC Address before: 710065 Shaanxi Province, Xi'an City Road eight No. 18 general survey and Design Institute of the Northwest Office Patentee before: Northwest Hydro Consulting Engineers, CHECC |