CN205617317U - Asphalt concrete core and concrete foundation's connection structure - Google Patents

Abstract

The utility model relates to an asphalt concrete core and concrete foundation's connection structure. The utility model aims at providing a structural design is simple, the construction is convenient, safe and reliable's asphalt concrete core and concrete foundation's connection structure, can be macroscopical in accuse asphalt concrete core's the seepage condition. The utility model provides a: an asphalt concrete core and concrete foundation's connection structure, the concrete foundation of on the seat is located on the basement rock or arranges the overburden in with set up in the asphalt concrete core of base top, asphalt concrete core's both sides are in proper order for transition district and rockfill, asphalt concrete core's downstream side, and concrete foundation's afterbody be provided with and lead the wall, lead and arrange the drain pipe and pass the downstream side rockfill in the wall and extend to outside the dam, concrete foundation and asphalt concrete core contacting area establish to the arc groove form, and both have applied paint chiltern pitch with a brush between the contact surface. The utility model is suitable for a hydraulic and hydroelectric engineering.

Description

Asphaltic concrete core wall and the attachment structure of concrete pedestal

Technical field

This utility model relates to the attachment structure of a kind of asphaltic concrete core wall and concrete pedestal, and especially one The asphaltic concrete core wall of lysimetric test system and the attachment structure of concrete pedestal are set bottom kind, mainly fit For Hydraulic and Hydro-Power Engineering.

Background technology

The features such as the barrier performance good due to bituminous concrete and its adaptive deformation so that it is at water conservancy water Extensively applying in electrical engineering, rockfill dam with asphalt concrete core is the conventional dam type using this material.Generation at present In boundary, the highest built rockfill dam with asphalt concrete core is the Storglomvatn dam of Norway, its maximum height of dam 124m, was completed in 1997；It is in the Turkey in the stage of establishingEngineering maximum height of dam 139m, for The maximum engineering that rockfill dam with asphalt concrete core is planned to build in the world, represents the highest design level of this dam type； The Yele, Sichuan Province that rockfill dam with asphalt concrete core representativeness engineering is completion in 2006 that China is built, its Maximum height of dam 124m, has run the best since being completed.

Along with improving constantly of Modern Construction Technology, rockfill dam with asphalt concrete core height of dam increases the most therewith, This dam type maximum height of dam that China plans at present is close to 150m.For rockfill dam with asphalt concrete core, when After height of dam is more than 100m, complex stress shape after water-retention before the lateral deformation effect of upstream rockfill and storehouse State, causes the stress bottom core-wall to be concentrated, and local may produce tension, asphaltic concrete core wall and coagulation Soil matrix seat has the probability by drawing crack or the changing of the relative positions.In order to monitor the running status of asphaltic concrete core wall, in a large number Scope bury underground before and after core-wall；But in terms of the condition of construction of multiple engineerings, scope is in the construction time Breakoff phenomenon is more universal, and the survival rate of equipment is the highest, meanwhile, and the reaction heart that Monitoring Data can not be macroscopical The leakage scenarios of wall.

Summary of the invention

The technical problems to be solved in the utility model is: for the problem of above-mentioned existence, it is provided that a kind of structure sets Meter is simple, convenient, the safe and reliable asphaltic concrete core wall attachment structure with concrete pedestal of constructing, energy Enough macroscopic views are the leakage scenarios of control asphaltic concrete core wall.

This utility model be the technical scheme is that the company of a kind of asphaltic concrete core wall and concrete pedestal Access node structure, is seated on basement rock or is placed in supratectal concrete pedestal and be arranged at above pedestal including seat Asphaltic concrete core wall, the both sides of asphaltic concrete core wall are followed successively by transition region and rockfill, and its feature exists In: the downstream of described asphaltic concrete core wall and the afterbody of concrete pedestal are provided with and lead wall, lead within the walls Arrange drain pipe and extend to outside dam through downstream rockfill.

Described concrete pedestal and asphaltic concrete core wall contact site are set to circular arc channel-shaped, both contact surfaces it Between be painted with chiltern Colophonium.

Described height D1=0.3～1.2m leading wall.

Described drain pipe is obliquely installed, end should be placed in more than concrete pedestal crest level, with pedestal crest level Distance D2=(0.1～0.3) D1, and drain pipe end wrap up geotextiles.

The cooperation weight ratio of described chiltern Colophonium is Colophonium: filler: fine aggregate=1:1:3.

Described transition region thickness is 3～5m.

The construction method of the attachment structure of a kind of asphaltic concrete core wall and concrete pedestal, it is characterised in that bag Include following steps:

A. the pouring of concrete pedestal: after foundation excavation forms foundation plane, carry out on basement rock or on cover layer Pouring of concrete pedestal, arranges dowel at bank slope position and is anchored on rock mass by concrete pedestal；

B. pouring of wall is led: lead wall and be arranged at the downstream of asphaltic concrete core wall and the tail of concrete pedestal Portion, with concrete pedestal one-piece casting；The engineering being placed on basement rock for concrete pedestal, leads the height of wall D1=0.3～0.6m；Supratectal engineering is placed in for concrete pedestal, leads height D1=0.5～1.2m of wall；

C. the installation of drain pipe: the one end of drain pipe is placed in leads within the walls, afterbody passes asphaltic concrete core wall Downstream rockfill extends to outside dam；Drain pipe is obliquely installed, end uses parcel geotextiles；

D. the brushing of chiltern Colophonium: in the contact site brushing chiltern of concrete pedestal Yu asphaltic concrete core wall Colophonium, this chiltern Colophonium cooperation weight ratio is: Colophonium: filler: fine aggregate=1:1:3.

E. asphaltic concrete core wall pours: at concrete pedestal and the asphaltic concrete core wall complete sand of contact surface brushing After matter Colophonium, carry out pouring of top asphaltic concrete core wall；For weir, asphaltic concrete core wall is arranged For equal thickness；For middle high dam, asphaltic concrete core wall is designed as up-narrow and down-wide structure, the certain model in bottom Enclose insied width suitably to strengthen；

F. transition region is filled: transition region is placed between asphaltic concrete core wall and rockfill, transition region and Colophonium Concrete core-wall synchronizes rising and fills, and transition region thickness is 3～5m.

The beneficial effects of the utility model are: this utility model is in order to macroscopically control asphaltic concrete core wall Leakage scenarios, grasps the running status of dam body, it is provided that a kind of bottom arranges the Colophonium coagulation of lysimetric test system Soil core-wall and the attachment structure of concrete pedestal, it is adaptable to lysimetric test system is set bottom asphaltic concrete core wall The Hydraulic and Hydro-Power Engineering of system；Structure of the present utility model design is simple, it is convenient, safe and reliable to construct, and has Stronger practicality.

Accompanying drawing explanation

Fig. 1 is generalized section of the present utility model.

Fig. 2 is partial enlarged drawing of the present utility model.

Detailed description of the invention

As shown in Figure 1 and Figure 2, the present embodiment is the connection knot of a kind of asphaltic concrete core wall and concrete pedestal Structure, a kind of bottom arranges the asphaltic concrete core wall of lysimetric test system and the connection of concrete pedestal Structure.

In the present embodiment, concrete pedestal 1 is seated on basement rock or is placed on cover layer, waters above pedestal Having built asphaltic concrete core wall 5, core-wall both sides are followed successively by transition region 6 and rockfill 101, and transition region 6 with Asphaltic concrete core wall 5 material synchronizes rising and fills, and thickness is 3～5m；Concrete pedestal 1 and bituminous concrete Between core-wall 5 use chiltern Colophonium 4 brush, and in the downstream of asphaltic concrete core wall 5, coagulation soil matrix The afterbody of seat 1 is provided with and leads wall 2, drain pipe 3 one end be placed in lead in wall 2, afterbody is through asphaltic concrete core wall 5 downstream rockfills 101 extend to outside dam；The height leading wall 2 can be according to the basis of underliing of concrete pedestal 1 Condition determines, the engineering being placed on basement rock for concrete pedestal 1, leads height D1=0.3～0.6m of wall 2； Being placed in supratectal engineering for concrete pedestal 1, the height leading wall 2 should suitably strengthen, D1=0.5～1.2m；Drain pipe 3 is typically obliquely installed, end should be placed in more than concrete pedestal 1 crest level, Distance D2=(0.1～0.3) D1 with pedestal crest level.

The Specific construction step of the present embodiment:

A. the pouring of concrete pedestal 1: the foundation plane formed when foundation excavation meets after design requires, mixes Pouring of solidifying soil matrix seat 1；Concrete pedestal 1 is the supporting body of asphaltic concrete core wall 5, generally Require that concrete pedestal 1 is seated on basement rock；For the engineering on covering, the section of concrete pedestal 1 should Suitably strengthen；When concrete pedestal 1 build is bigger, it should be noted that temperature control measures, it is to avoid cracking；At bank slope Position, for guaranteeing the stability of concrete pedestal 1, can arrange dowel and be anchored on rock mass by pedestal 1； Concrete pedestal 1 and asphaltic concrete core wall 5 contact site are generally configured to the groove-like structure of circular arc, thus Make contact site uniform force；

B. pouring of wall 2 is led: lead wall 2 and be arranged at the downstream of asphaltic concrete core wall 5, concrete pedestal 1 Afterbody, with concrete pedestal 1 one-piece casting；Thin owing to leading wall 2 build, therefore, this position other The construction of structure should strengthen site supervision, it is to avoid causes the breakage leading wall 2；Lead wall 2 and act primarily as the effect of intercepting water, After being collected by the water body of core-wall seepage, drawn by drain pipe 3；Base is placed in for concrete pedestal 1 Engineering on rock, leads height D1=0.3～0.6m of wall 2；Supratectal work is placed in for concrete pedestal 1 Journey, the height leading wall 2 should suitably strengthen, D1=0.5～1.2m；

C. the installation of drain pipe 3: one end of drain pipe 3 is placed in leads in wall 2, and afterbody is through core-wall downstream heap Stone body 101 extends to outside dam, is measured core-wall seepage water body by the observation structure of drain pipe afterbody, For ease of arranging outside current, drain pipe should be arranged to inclined slope；Must reinforced platoon's water pipe 3 in work progress Protection, prevent construction in breakage；For preventing the blocking drain pipies 3 such as earth and stone material, geotechnique should be wrapped up in its end Cloth etc.；

For preventing from being deposited in Transition Materials 6 the powder fine grained blocking drain pipe 3 of bottom, drain pipe end should be placed in More than concrete pedestal 1 crest level, with distance D2=(0.1～the 0.3) D1 of pedestal crest level；Drain pipe 3 Spacing should determine according to caliber, concrete pedestal 1 basic condition that underlies: if concrete pedestal 1 is placed in base On rock, drain pipe 3 spacing can suitably strengthen；If concrete pedestal 1 is placed on cover layer, between drain pipe 3 Away from can suitably reduce；

D. the brushing of chiltern Colophonium 4: chiltern Colophonium 4 is arranged at concrete pedestal 1 and asphaltic concrete core wall On 5 contact surfaces, it is simple to bi-material preferably combines；In construction chiltern Colophonium 4 should heat be at flowing Or half flow regime, in order to brushing；Chiltern Colophonium is mixed and stirred by three kinds of materials and forms, i.e. with bituminous concrete Identical fine aggregate, filler, Colophonium；Chiltern Colophonium coordinates weight ratio to be Colophonium: filler: fine aggregate=1:1:3.

E. asphaltic concrete core wall 5 pours: at concrete pedestal 1 with asphaltic concrete core wall 5 contact surface After having brushed chiltern Colophonium 4, pouring of top core-wall can be carried out；In asphaltic concrete core wall 5 construction, should Carry out control in strict accordance with specification and associated specifications, it is ensured that the construction quality of core-wall；The bituminous concrete heart Wall is the leakage preventing structure of engineering, and due to the engineering characteristic that it is good, the width design of actual application central wall is relatively Little.For weir, for ease of construction, core-wall is traditionally arranged to be equal thickness；For middle high dam, for saving Investment, is designed as up-narrow and down-wide structure according to its loading characteristic by core-wall, and bottom certain limit insied width is fitted Work as increasing；

F. transition region 6 is filled: transition region 6 is placed between asphaltic concrete core wall 5 and rockfill 101, Play the effect of compatible deformation between the two；During construction is filled, transition region 6 is Tong Bu with core-wall 5 material to be risen, therefore, Site operation link should be refined, it is ensured that the grinding compacting of transition region 6 and do not result in the bituminous concrete of core-wall Material pollutes；Transition region thickness general 3～5m, the composition of Transition Materials granule should be carried out in strict accordance with the requirement of specification Control.

Claims (5)

1. an asphaltic concrete core wall and the attachment structure of concrete pedestal, it is seated on basement rock or is placed in supratectal concrete pedestal (1) including seat and be arranged at the asphaltic concrete core wall (5) above pedestal, the both sides of asphaltic concrete core wall are followed successively by transition region (6) and rockfill (101), it is characterized in that: the downstream of described asphaltic concrete core wall (5) and the afterbody of concrete pedestal (1) are provided with and lead wall (2), lead and arrange drain pipe (3) within the walls and extend to outside dam through downstream rockfill (101).

Attachment structure the most according to claim 1, it is characterised in that: described concrete pedestal (1) and asphaltic concrete core wall (5) contact site are set to circular arc channel-shaped, and both are painted with chiltern Colophonium (4) between contact surface.

Attachment structure the most according to claim 2, it is characterised in that lead height D1=0.3～1.2m of wall (2) described in:.

Attachment structure the most according to claim 3, it is characterized in that: described drain pipe (3) is obliquely installed, end should be placed in more than concrete pedestal (1) crest level, with distance D2=(0.1～the 0.3) D1 of pedestal crest level, and drain pipe end wrap up geotextiles.

Attachment structure the most according to claim 4, it is characterised in that: described transition region (6) thickness is 3～5m.