CN107816050A - A kind of concrete cofferdam and earth rock cofferdam combined cofferdam and its construction method - Google Patents
A kind of concrete cofferdam and earth rock cofferdam combined cofferdam and its construction method Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 124
- 239000011435 rock Substances 0.000 title claims abstract description 109
- 239000004575 stone Substances 0.000 claims abstract description 76
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 30
- 230000002787 reinforcement Effects 0.000 claims description 20
- 238000011144 upstream manufacturing Methods 0.000 claims description 15
- 239000002689 soil Substances 0.000 claims description 14
- 230000001012 protector Effects 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 8
- 239000000203 mixture Substances 0.000 claims description 7
- 239000004927 clay Substances 0.000 claims description 6
- 239000002245 particle Substances 0.000 claims description 5
- 238000012856 packing Methods 0.000 claims description 4
- 238000004062 sedimentation Methods 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 3
- 230000015271 coagulation Effects 0.000 claims description 3
- 238000005345 coagulation Methods 0.000 claims description 3
- 238000007598 dipping method Methods 0.000 claims description 3
- 239000003292 glue Substances 0.000 claims description 2
- 239000000463 material Substances 0.000 abstract description 7
- 238000003911 water pollution Methods 0.000 abstract description 5
- 230000003628 erosive effect Effects 0.000 abstract description 3
- 230000006641 stabilisation Effects 0.000 abstract description 2
- 238000011105 stabilization Methods 0.000 abstract description 2
- 238000009991 scouring Methods 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
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- 239000004744 fabric Substances 0.000 description 2
- 210000003205 muscle Anatomy 0.000 description 2
- 241000238631 Hexapoda Species 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 238000011109 contamination Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
- E02B3/106—Temporary dykes
- E02B3/108—Temporary dykes with a filling, e.g. filled by water or sand
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/14—Preformed blocks or slabs for forming essentially continuous surfaces; Arrangements thereof
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses a kind of concrete cofferdam and earth rock cofferdam combined cofferdam, the combined cofferdam includes the vertical concrete cofferdam being laid in river course and two horizontal earth rock cofferdams being laid in respectively between vertical concrete cofferdam both ends and riverbank.Horizontal earth-rock cofferdam structure stabilization in the combined cofferdam, ability to resist splash erosion are strong, and itself earth flow can be avoided to lose polluted-water and foundation ditch.The invention also discloses a kind of construction method in combinations thereof cofferdam, the construction method includes：Step 1: Temporary Cofferdam is built；Step 2: vertical concrete cofferdam is built；Step 3: horizontal earth rock cofferdam is built.In the construction method, when horizontal earth rock cofferdam is built, by first building rockfill, interior heap body and outer heap body are built again, avoid during interior heap body and outer heap body build, a large amount of earth and stone materials that tumble cause later stage water pollution into water body and foundation ditch, and once directly construct bottom plugging structure and vertical waterproof construction, improve efficiency of construction.
Description
Technical field
The invention belongs to construction of hydro project technical field, more particularly to a kind of concrete cofferdam and earth rock cofferdam combination to enclose
Weir and its construction method.
Background technology
Earth rock cofferdam is to build the cofferdam that weir forms by native stone.Earth rock cofferdam can be combined with dam of closure, be abandoned using excavation
Slag, and directly can excavate carrier loader using major project and carry out mechanization rapid construction, it is the most widely used cofferdam in China
Form.But earth rock cofferdam erosion resistibility is relatively low, and floor space is big, is typically used for transverse cofferdam.Concrete cofferdam is commonly used
It is dash head height in the characteristics of water-control project built in batholith soil, this cofferdam, bottom width is small, and impact resistance is big, weir
Top can overflow, especially in segmentation cofferdam method water conservancy diversion construction, with the longitudinal cofferdam of concreting can with two sides dash, and
A part as dam body or lock chamber body can be combined with permanent building, but concrete cofferdam cost is high.So occur one
The combined cofferdam with concrete cofferdam combination earth rock cofferdam is planted, concrete cofferdam is as longitudinal cofferdam, native stone in the combined cofferdam
Cofferdam is as transverse cofferdam.
In the prior art to being had the following disadvantages in the construction method for the combined cofferdam：
1. the earth rock cofferdam weir body in the combined cofferdam fills, earth and stone material, which largely tumbles, causes later stage water pollution.
2. the vertical waterproof construction of the earth rock cofferdam in the combined cofferdam is to use the bottom-up construction party built paragraph by paragraph
Method is built, and often builds one section of vertical waterproof construction, it is necessary in the vertical waterproof construction both sides constructing soil stone of the section, treat native stone
Fill to the vertical waterproof construction height of the section, next section of vertical waterproof construction could be built, the construction method has construction speed
The problem of degree is slow, construction is inconvenient.
The combined cofferdam configuration aspects have the following disadvantages in the prior art：
1. the earth rock cofferdam upstream face water resistant stream scouring capability in the combined cofferdam is weak.
2. earth rock cofferdam side slope in the combined cofferdam by rainwater and current scour can cause mud pollution construction foundation pit and
Water body.
The content of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that provide a kind of coagulation fortifield village
Weir and earth rock cofferdam combined cofferdam, gabion mask and stone armour layer are set by the upstream face in horizontal earth rock cofferdam, improved
Earth rock cofferdam upstream face water resistant stream scouring capability, avoids and is caused mud pollution water body by rainwater and current scour, by
The domatic laying turf of interior heap body of horizontal earth rock cofferdam, avoids and is caused mud pollution foundation ditch by rainwater and current scour, pass through
Rockfill is set at the weir body toe of horizontal earth rock cofferdam, strengthens the toe of horizontal earth rock cofferdam, avoids laterally native stone
Earth flow at the toe in cofferdam loses, and improves the stability of horizontal earth rock cofferdam.Present invention also offers a kind of combinations thereof
The construction method in cofferdam, the construction method by when horizontal earth rock cofferdam is built, first building rockfill, then build interior heap body and
Outer heap body, during avoiding interior heap body and the build of outer heap body, largely tumble earth and stone material and cause later stage water into water body and foundation ditch
Pollution, by when horizontal earth rock cofferdam is built, once directly constructing bottom plugging structure and vertical waterproof construction, Ran Houzai
The weir body for carrying out horizontal earth rock cofferdam fills, and improves efficiency of construction.
In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of concrete cofferdam and earth rock cofferdam group
Surround weir, it is characterised in that：Vertical concrete is laid in respectively including the vertical concrete cofferdam being laid in river course and two
Horizontal earth rock cofferdam between cofferdam both ends and riverbank, the vertical concrete cofferdam is parallel with the river course, the transverse direction
Earth rock cofferdam and the river course are perpendicular；The horizontal earth rock cofferdam includes being embedded in bottom plugging structure in riverbed, vertical
Waterproof construction and weir body；The bottom plugging structure and vertical waterproof construction be laid in vertical concrete cofferdam end with
Between riverbank and vertical concrete cofferdam is each perpendicular to, the vertical waterproof construction is laid on the bottom plugging structure vertically
Side, the bottom of the vertical waterproof construction are stretched to inside the bottom plugging structure, and the weir body includes being laid in vertically anti-
Interior heap body and outer heap body inside and outside water-bound；The interior heap body and outer heap body are native clitter body；The native clitter body
Upper surface is gradually outward-dipping domatic from top to bottom, and the height of the vertical waterproof construction is not less than the native clitter body
Highly；
Rockfill is laid with the domatic toe of the native clitter body, the rockfill is by vertical reinforcement cage and is filled in
Stone composition in the vertical reinforcement cage, the vertical reinforcement cage be laid in vertical concrete cofferdam end and riverbank it
Between and be transversely to the machine direction concrete cofferdam；
The domatic of the outer heap body is upstream face, and the domatic bottom of the outer heap body is laid with gabion mask, the gabion
Ordinary water level of the height of mask not less than river in the river course；The gabion mask is by the oblique steel along the outer domatic laying of heap body
Muscle cage and the stone composition being filled in the oblique reinforcing bar cage, the top of the vertical reinforcement cage and the oblique reinforcing bar cage
Bottom connects；
The top of the gabion mask and stone armour layer is laid with along outer heap body is domatic, the stone armour layer is by laying
The outer heap body it is domatic on multiple mask stones composition；
Between the gap of the two neighboring mask stone and the interior heap body it is domatic on be all covered with turf.
A kind of above-mentioned concrete cofferdam and earth rock cofferdam combined cofferdam, it is characterised in that：The vertical waterproof construction bag
Include the geomembrane laid vertically and the protector protected geomembrane；The protector includes being laid in geomembrane two
Two row's vertical rods of side, often arrange and backplate are laid between the vertical rod and geomembrane, and two backplates are clamped in geomembrane
Both sides and it is clamped between vertical rod described in two rows；The size of the backplate plate face is not less than the size of geomembrane；The vertical rod, shield
The bottom of plate and geomembrane is stretched to inside the plugging structure of the bottom.
A kind of above-mentioned concrete cofferdam and earth rock cofferdam combined cofferdam, it is characterised in that：The bottom plugging structure bag
Two cut-pff walls for being laid in vertical waterproof construction both sides and being embedded in the riverbed are included, the outside edge of each cut-pff wall
The polylith slabstone that the length direction of cut-pff wall is in a row laid, slabstone described in polylith are in parallel laying with cut-pff wall, same antiseepage
Dryness argillic horizon is laid with described in polylith on the outside of wall between the outside of slabstone and the riverbed.
A kind of above-mentioned concrete cofferdam and earth rock cofferdam combined cofferdam, it is characterised in that：The native clitter body includes cloth
The argillic horizon of vertical waterproof construction side and the native rock layers being laid on the outside of argillic horizon are located at, between the argillic horizon and native rock layers
Loaded filter is laid with, is embedded in the middle part of the vertical rod in the argillic horizon.
A kind of above-mentioned concrete cofferdam and earth rock cofferdam combined cofferdam, it is characterised in that：The vertical concrete cofferdam
Vertically offer vertical groove on two end faces, the leading edge of the geomembrane and two backplates is embedded in
In the vertical groove.
Present invention also offers a kind of construction method in combinations thereof cofferdam, it is characterised in that：Comprise the following steps：
Step 1: Temporary Cofferdam is built：Construction Temporary Cofferdam on the outside of along combined cofferdam construction location of constructing, and by described in
Water on the inside of Temporary Cofferdam is drained；
Step 2: vertical concrete cofferdam is built：Routinely concrete cofferdam process for constructing builds vertical concrete cofferdam；
Step 3: horizontal earth rock cofferdam is built：An institute is respectively built between the both ends in vertical concrete cofferdam and riverbank
State horizontal earth rock cofferdam；Each horizontal earth rock cofferdam, which is built, to be comprised the following steps：
Step 301, surveying setting-out：According to constructed horizontal earth rock cofferdam design drawing, surveyed in Temporary Cofferdam on riverbed
Amount setting-out goes out profile outside line, profile interior lines and the cofferdam center line of horizontal earth rock cofferdam, the cofferdam center line be located at profile outside line with
Between profile interior lines, the distance between the profile outside line and cofferdam center line and the distance between profile interior lines and cofferdam center line phase
Together；
Step 302, bottom plugging structure and vertical waterproof construction are built：Shuting is excavated along cofferdam center line, at described section
Bottom plugging structure is built in tank；Vertical waterproof construction is built along vertical plane residing for the center line of cofferdam；
Step 303, rockfill are built：Rockfill is built along the inner side of the inner side of profile outside line and profile interior lines；
Step 304, weir body fill：Interior heap body and outer heap are built respectively in the inner side and outer side of the vertical waterproof construction
Body；
Step 305, upstream face side slope gabion mask are built：Gabion mask is built in the lower slope of the outer heap body；
Step 306, ecological safeguard structure are built：Above gabion mask stone is formed along the domatic laying stone of outer heap body
Armour layer, then in stone armour layer between the gap of stone and interior heap body domatic laying turf.
Combinations of the above cofferdam construction method, it is characterised in that：In step 302, the bottom plugging structure includes laying
In vertical waterproof construction both sides and two cut-pff walls being embedded in the riverbed, the outside of each cut-pff wall is along cut-pff wall
The polylith slabstone in a row laid of length direction, slabstone described in polylith is in parallel laying with cut-pff wall, on the outside of same cut-pff wall
Polylith described in slabstone outside and the riverbed between be laid with dryness argillic horizon；
Comprise the following steps when being constructed to the bottom plugging structure：
Step 3021, lay multiple slabstones, front and rear two adjacent stones from the front to the back along the side wall of the shuting
Dryness clay has been filled at gap between plate；Reserved 0.5m between each slabstone and the side wall of the shuting~
0.7m gaps；
Step 3022, fill up between each slabstone and the side wall of the shuting dryness clay and form dryness and glue
Soil layer
Step 3023, vertical waterproof construction of being constructed along cofferdam center line, the bottom of vertical waterproof construction are laid in described intercept water
The bottom of groove；
Step 3024, the casting concrete between vertical waterproof construction and each slabstone, the shape after concrete final set
Into two cut-pff walls, the front end of the cut-pff wall pours with vertical concrete cofferdam to be integrated.
Combinations of the above cofferdam construction method, it is characterised in that：Riverbed residing for horizontal earth rock cofferdam of constructing is karst
Landforms riverbed, when shuting described in step 302 excavates, riverbed basement rock is broken into pieces by quartering hammer first, then dig out by digging machine
Quartering hammer breaks the particle that riverbed basement rock is formed into pieces, forms the shuting.
Combinations of the above cofferdam construction method, it is characterised in that：In step 2, the vertical concrete after the completion of build encloses
The middle part of weir Liang Ge end faces vertically opens up vertical groove；In step 302, the vertical waterproof construction includes vertical cloth
If geomembrane and the protector that is protected geomembrane；The protector includes being laid in two rows of geomembrane both sides
Vertical rod, often arrange and backplate is laid between the vertical rod and geomembrane, two backplates are clamped in both sides and the card of geomembrane
Tightly between vertical rod described in two rows；The size of the backplate plate face is not less than the size of geomembrane；The vertical rod, backplate and geotechnique
The bottom of film is stretched to inside the bottom plugging structure；In step 302, when building vertical waterproof construction, by the geotechnique
The leading edge of film and two backplates is embedded in the vertical groove.
Combinations of the above cofferdam construction method, it is characterised in that：Rockfill is built in step 303 to comprise the following steps：
Step 3031：Packing sedimentation by throwing stones construction is carried out to rockfill construction area, forms the ground that rockfill is built；
Step 3032：On the ground that step 3031 is built, vertical reinforcement cage described in colligation, then to the vertical reinforcement cage
Inside fill full stone and form rockfill.
The present invention has advantages below compared with prior art：
1st, the present invention sets gabion mask and stone armour layer by horizontal earth rock cofferdam in upstream face, improves native stone and encloses
Weir upstream face water resistant stream scouring capability, avoids and is caused mud pollution water body by rainwater and current scour.
2nd, the present invention avoids interior heap body by rainwater and water by the domatic laying turf of interior heap body in horizontal earth rock cofferdam
Stream, which washes away, causes mud pollution foundation ditch.
3rd, the present invention strengthens the toe of horizontal earth rock cofferdam by setting rockfill at horizontal earth rock cofferdam toe,
Avoid the earth flow at the toe of horizontal earth rock cofferdam to lose, improve the stability of horizontal earth rock cofferdam.
4th, when horizontal earth rock cofferdam of the present invention is built, by first building rockfill, then interior heap body and outer heap body are built,
During avoiding interior heap body and the build of outer heap body, largely tumble earth and stone material and cause later stage water pollution into water body and foundation ditch.
5th, when horizontal earth rock cofferdam of the present invention is built, bottom plugging structure and vertical waterproof knot are once directly constructed
Structure, weir body is then carried out again and is filled, improves efficiency of construction.
In summary, in combined cofferdam of the present invention, gabion mask is set by the upstream face in horizontal earth rock cofferdam
With stone armour layer, improve earth rock cofferdam upstream face water resistant stream scouring capability, avoid earth rock cofferdam upstream face by rainwater and
Current scour causes mud pollution water body, by the domatic laying turf of interior heap body in horizontal earth rock cofferdam, avoids interior heap body
It is domatic to be caused mud pollution foundation ditch by rainwater and current scour, by setting enrockment at the weir body toe of horizontal earth rock cofferdam
Body, the toe of horizontal earth rock cofferdam is strengthened, avoid the earth flow at the toe of horizontal earth rock cofferdam and lose, improve horizontal soil
The stability in stone cofferdam.In combined cofferdam construction method of the present invention, by when horizontal earth rock cofferdam is built, first building heap
Shi Ti, then interior heap body and outer heap body are built, during avoiding interior heap body and the build of outer heap body, largely tumble earth and stone material and enter water
Body and foundation ditch cause later stage water pollution, by when horizontal earth rock cofferdam is built, once directly construct bottom plugging structure and
Vertical waterproof construction, the weir body for then carrying out horizontal earth rock cofferdam again fill, and improve efficiency of construction.
Below by drawings and examples, technical scheme is described in further detail.
Brief description of the drawings
Fig. 1 is the structural representation of combined cofferdam of the present invention.
Fig. 2 is the cross-sectional structure schematic diagram of horizontal earth rock cofferdam in the present invention.
Fig. 3 is enlarged drawing at Fig. 2 A.
Fig. 4 is the structural representation that geomembrane and backplate are embedded in vertical concrete cofferdam in the present invention.
Fig. 5 is the layout position illustration of vertical rod in the present invention.
Fig. 6 is the structural representation of stone armour layer in the present invention.
Fig. 7 is the construction method flow chart of combined cofferdam in the present invention.
Fig. 8 is the full-size drawing that horizontal earth rock cofferdam builds front profile outside line, profile interior lines and cofferdam center line in the present invention.
Description of reference numerals:
1-Temporary Cofferdam；The outside line of 2-profile；3-profile interior lines；
4-cofferdam center line；5-cut-pff wall；6-rockfill；
7-vertical waterproof construction；7-1-geomembrane；7-2-backplate；
8-interior heap body；9-outer heap body；10-argillic horizon；
11-loaded filter；12-native rock layers；13-slabstone；
14-dryness argillic horizon；15-vertical rod；16-gabion mask；
17-stone armour layer；18-vertical concrete cofferdam；19-turf.
Embodiment
As shown in figure 1, a kind of concrete cofferdam and earth rock cofferdam combined cofferdam, including the longitudinal coagulation being laid in river course
Earth cofferdam 18 and two horizontal earth rock cofferdams being laid in respectively between the both ends of vertical concrete cofferdam 18 and riverbank, the longitudinal direction
Concrete cofferdam 18 is parallel with the river course, and the horizontal earth rock cofferdam and the river course are perpendicular；
As shown in Fig. 2 the horizontal earth rock cofferdam includes bottom plugging structure, the vertical waterproof construction being embedded in riverbed
7 and weir body；The bottom plugging structure and vertical waterproof construction 7 are laid in the end of vertical concrete cofferdam 18 and riverbank
Between and be each perpendicular to vertical concrete cofferdam 18, the vertical waterproof construction 7 is laid on the bottom plugging structure vertically
Side, the bottom of the vertical waterproof construction 7 are stretched to inside the bottom plugging structure, and the weir body includes being laid in vertically anti-
Interior heap body 8 and outer heap body 9 inside and outside water-bound 7；The interior heap body 8 and outer heap body 9 are native clitter body；The native clitter
To be gradually outward-dipping domatic from top to bottom, the height of the vertical waterproof construction 7 is not less than the native stone for the upper surface of body
The height of heap body；
It should be noted that bottom plugging structure and vertical waterproof construction 7 constitute the waterproof of the horizontal earth rock cofferdam
Vertical waterproof construction 7 is clamped in centre by structure, interior heap body 8 and outer heap body 9, ensure that the stabilization of vertical waterproof construction 7.Bottom
Plugging structure, vertical waterproof construction 7 and weir body three synergy, have been effectively ensured the dash of the whole horizontal earth rock cofferdam
Effect；
As shown in Fig. 2 being laid with rockfill 6 at the domatic toe of the native clitter body, the rockfill 6 is by vertical steel
Muscle cage and the stone composition being filled in the vertical reinforcement cage, the vertical reinforcement cage are laid in the vertical concrete cofferdam
Between 18 ends and riverbank and it is transversely to the machine direction concrete cofferdam 18；
It should be noted that the shape of cross section of the rockfill 6 is trapezoid cross section；Because of the soil at the toe of native clitter body
Body is easily lost in, so forming rockfill 6 to native stone using vertical reinforcement cage and the stone being filled in the vertical reinforcement cage
Corner protector is carried out at the toe of heap body, can effectively reduce the loss of the soil body；The vertical reinforcement cage makes stone firmly banding
Stone is difficult to be moved, and ensure that the stability of itself of rockfill 6.
As shown in Fig. 2 the domatic of the outer heap body 9 is upstream face, the domatic bottom of the outer heap body 9 is laid with gabion shield
Face 16, the height of the gabion mask 16 are not less than the ordinary water level in river in the river course；The gabion mask 16 is by along outer heap
The oblique reinforcing bar cage of 9 domatic laying of body and the stone composition being filled in the oblique reinforcing bar cage, the top of the vertical reinforcement cage
Portion is connected with the bottom of the oblique reinforcing bar cage；
It should be noted that the oblique reinforcing bar cage, by the firmly banding of the stone in it, it is difficult to be moved to make stone,
Stone is set not to be lost in when by current scour with current；Gabion mask 16 is laid in the outer lower slope of heap body 9, makes current
Will not directly be flushed on outer heap body 9, and gabion mask 16 using deadweight be firmly compacted outer heap body 9 it is domatic on, make
The ability of the domatic anti-current scour of outer heap body 9 is greatly improved；
As shown in Fig. 2 the top of the gabion mask 16 and it is laid with stone armour layer 17 along outer heap body 9 is domatic, it is described
Stone armour layer 17 by be laid on the outer heap body 9 it is domatic on multiple mask stones form；
It should be noted that stone armour layer 17 makes the rainwater extraneous factor such as blow not to be applied directly to the outer slope of heap body 9
Face, and multiple mask stones of stone armour layer 17 have been compacted the domatic soil body of outer heap body 9, make the domatic anti-rainwater of outer heap body 9
The ability washed away is greatly improved；
As shown in Figure 2 and Figure 6, between the gap of the two neighboring mask stone and the interior heap body 8 it is domatic on
It is all covered with turf 19；The turf 19 covered between the gap of the two neighboring mask stone, can prevent erosion
The mask stone is caused to tumble, and the turf 19 covered can purify air, can improve the air quality of job site.
It should be noted that setting gabion mask 16 and stone armour layer 17 by the outer upstream face of heap body 9, improve and meet water
Face water resistant stream scouring capability, the native stone for avoiding outer heap body 9 is caused mud pollution water body by rainwater and current scour, by inside
The domatic laying turf 19 of heap body 8, the native stone for avoiding interior heap body 8 are caused in mud pollution combined cofferdam by rainwater and current scour
Foundation ditch, by the toe of outer heap body 9 and interior heap body 8 set rockfill 6 strengthen toe, avoid outer heap body 9 and interior heap
Earth flow at the toe of body 8 loses, and improves the stability of horizontal earth rock cofferdam.
As shown in Figure 3 and Figure 5, the vertical waterproof construction 7 includes the geomembrane 7-1 laid vertically and to geomembrane 7-1
The protector protected；The protector includes being laid in two row's vertical rods 15 of geomembrane 7-1 both sides, often arranges described vertical
Backplate 7-2, two backplate 7-2 are laid between bar 15 and geomembrane 7-1 and is clamped in geomembrane 7-1 both sides and clamping
Between vertical rod 15 described in two rows；The size of the backplate 7-2 plate faces is not less than geomembrane 7-1 size；The vertical rod 15, shield
Plate 7-2 and geomembrane 7-1 bottom are stretched to inside the plugging structure of the bottom.
It should be noted that by laying two row's vertical rods 15 and two backplate 7-2, maintain geomembrane 7-1 perpendicular
Straight state, and two backplate 7-2 are protected to geomembrane 7-1, avoid outer heap body 9 and the interior soil body of heap body 8 directly connects
Touch geomembrane 7-1, it is therefore prevented that the grit pad that the insect in the soil body breaks by the teeth in geomembrane 7-1 or the soil body breaks geomembrane 7-1, finally
Geomembrane 7-1 waterproof is caused to fail.
As shown in figure 3, the bottom plugging structure includes being laid in the vertical both sides of waterproof construction 7 and is embedded in the riverbed
Two interior cut-pff walls 5, the polylith slabstone 13 that each length direction of the outside of the cut-pff wall 5 along cut-pff wall 5 is in a row laid,
Slabstone 13 described in polylith is in parallel laying with cut-pff wall 5, the outside of slabstone 13 and institute described in the polylith in the same outside of cut-pff wall 5
State and be laid with dryness argillic horizon 14 between riverbed.
It should be noted that the cut-pff wall 5 is concrete walls, the lower end of vertical rod 15 is inserted into two respectively described in two rows
In the cut-pff wall 5, two the backplate 7-2 and geomembrane 7-1 bottom are clamped between two cut-pff walls 5；By by institute
The bottom for stating vertical waterproof construction 7 is stretched in the bottom plugging structure, not only realizes vertical waterproof construction 7 and the bottom
Portion's plugging structure collaboration carries out waterproof work, and secures vertical waterproof construction 7 using the bottom plugging structure, improves
The stability of vertical waterproof construction 7.
As shown in Fig. 2 the native clitter body includes being laid in the argillic horizon 10 of the vertical side of waterproof construction 7 and is laid in viscous
The native rock layers 12 in the outside of soil layer 10, are laid with loaded filter 11, in the vertical rod 15 between the argillic horizon 10 and native rock layers 12
Portion is embedded in the argillic horizon 10.
It should be noted that the middle part of the vertical rod 15 is embedded in the argillic horizon 10, vertical rod 15 serves anchoring institute
The effect of the soil body of argillic horizon 10 is stated, improves the stability of the weir body.
As shown in figure 4, vertical groove is vertically offered on described 18 two end faces in vertical concrete cofferdam, institute
The leading edge for stating geomembrane 7-1 and two backplate 7-2 is embedded in the vertical groove.
It is it should be noted that described by the way that the geomembrane 7-1 and two backplate 7-2 leading edge are embedded in
In vertical groove, it is therefore prevented that vertical concrete cofferdam 18 and the infiltration of horizontal earth rock cofferdam seam crossing.
As shown in fig. 7, a kind of combinations of the above cofferdam construction method, comprises the following steps：
Step 1: Temporary Cofferdam is built：As shown in figure 8, enclosed temporarily along construction on the outside of constructed combined cofferdam construction location
Weir 1, and the water of the inner side of Temporary Cofferdam 1 is drained；
Routinely Temporary Cofferdam construction method construction Temporary Cofferdam 1, Temporary Cofferdam 1 can be steel sheet-pile cofferdam, can also
The water-retaining structure formed for jackstone；
Step 2: vertical concrete cofferdam is built：Routinely concrete cofferdam process for constructing builds vertical concrete cofferdam
18；And vertically open up a vertical groove at the middle part of 18 two end faces in vertical concrete cofferdam
Step 3: horizontal earth rock cofferdam is built：It is each between the both ends in vertical concrete cofferdam 18 and riverbank to build one
The horizontal earth rock cofferdam；Each horizontal earth rock cofferdam, which is built, to be comprised the following steps：
Step 301, surveying setting-out：As shown in figure 8, according to constructed horizontal earth rock cofferdam design drawing, in Temporary Cofferdam 1
Surveying and locating goes out profile outside line 2, profile interior lines 3 and the cofferdam center line 4 of horizontal earth rock cofferdam, the cofferdam center line 4 on interior riverbed
Between profile outside line 2 and profile interior lines 3, the distance between the profile outside line 2 and cofferdam center line 4 and profile interior lines 3 with
The distance between cofferdam center line 4 is identical；
Step 302, bottom plugging structure and vertical waterproof construction are built：Shuting is excavated along cofferdam center line 4, at described section
Bottom plugging structure is built in tank；Vertical waterproof construction 7 is built along vertical plane residing for cofferdam center line 4；
Step 303, rockfill are built：Rockfill 6 is built along the inner side of the inner side of profile outside line 2 and profile interior lines 3；
Step 304, weir body fill：Interior heap body 8 and outer heap are built respectively in the inner side and outer side of the vertical waterproof construction 7
Body 9；
Step 305, upstream face side slope gabion mask are built：Gabion mask 16 is built in the lower slope of the outer heap body 9；
Step 306, ecological safeguard structure are built：Formed above gabion mask 16 along the domatic laying stone of outer heap body 9
Stone armour layer 17, then in stone armour layer 17 between the gap of stone and interior heap body 8 domatic laying turf 19.
It should be noted that by when horizontal earth rock cofferdam is built, rockfill 6 is first built, then builds interior heap body 8 and outer
The earth and stone material that heap body 9, interior heap body 8 and outer heap body 9 largely tumble during building is stopped by rockfill 6, it is therefore prevented that largely tumbles
Earth and stone material enters water body and foundation ditch causes later stage water pollution, by when horizontal earth rock cofferdam is built, once directly constructing bottom
Portion's plugging structure and vertical waterproof construction 7, the weir body for then carrying out horizontal earth rock cofferdam again fill, and improve efficiency of construction.
After the completion of vertical waterproof construction 7 is built, the native clitter body is built simultaneously in the vertical both sides of waterproof construction 7, makes the native clitter
Body directly can once fill completion from bottom to top, need not stop halfway, can greatly improve efficiency of construction.
In the present embodiment, comprise the following steps when being constructed to the bottom plugging structure：
Step 3021, multiple slabstones 13 are laid from the front to the back along the side wall of the shuting, described in front and rear adjacent two
Dryness clay has been filled at gap between slabstone 13；It is reserved between each slabstone 13 and the side wall of the shuting
0.5m~0.7m gaps；
Step 3022, dryness clay formation dryness is filled up between each slabstone 13 and the side wall of the shuting
Argillic horizon 14
Step 3023, vertical waterproof construction 7 of being constructed along perpendicular residing for cofferdam center line 4, the bottom of vertical waterproof construction 7
It is laid in the bottom of the shuting；
Vertical waterproof construction 7 is built to comprise the following steps：
Step A, as shown in figure 5, each vertical laying row's vertical rod 15, the bottom position of vertical rod 15 along the both sides of cofferdam center line 4
In the bottom of the shuting, in the soil body for the bottom that the bottom of vertical rod 15 can also be inserted to the shuting；
Step B, and then by the geomembrane 7-1 and two backplate 7-2 between being inserted into vertical rod 15 described in two rows, and
The geomembrane 7-1 and two backplate 7-2 leading edge be embedded in the end face of vertical concrete cofferdam 18 open up it is vertical
In groove；The geomembrane 7-1 is to be clamped in advance between two backplate 7-2；
Step 3024, the casting concrete between two backplate 7-2 and each slabstone 13, treat concrete final set
Two cut-pff walls 5 are formed afterwards, and the front end of the cut-pff wall 5 pours with vertical concrete cofferdam 18 to be integrated, vertical rod described in two rows
15 bottom is cast in two cut-pff walls 5 respectively.
It should be noted that pass through the multiple slabstones 13 and dryness argillic horizon 14 of first constructing, it is therefore prevented that the mud flow on riverbed
Enter into the shuting, avoid and cause the later stage that Concrete contamination and the bottom of cut-pff wall 5 poured out occurs when pouring cut-pff wall 5
The problem of portion is unstable.By first constructing, vertical waterproof construction 7 pours two cut-pff walls 5 again, makes the bottom of vertical waterproof construction 7
It can be securely fixed by two cut-pff walls 5.
It should be noted that by laying two row's vertical rods 15 and two backplate 7-2, maintain geomembrane 7-1 perpendicular
Straight state, make vertical waterproof construction 7 does not fill piecewise build in needs with weir body, can directly will before weir body is filled
Vertical waterproof construction 7, which is built, to be completed, and filling for weir body is not influenceed by vertical waterproof construction 7 build progress, is made weir body
Fill and can once complete, effectively raise efficiency of construction.
In the present embodiment, riverbed residing for horizontal earth rock cofferdam of constructing is karst landform riverbed, is cut described in step 302
When tank excavates, riverbed basement rock is broken into pieces by quartering hammer first, then quartering hammer is dug out by digging machine and breaks what riverbed basement rock was formed into pieces
Particle, form the shuting.
It should be noted that breaking riverbed basement rock into pieces by quartering hammer, then quartering hammer is dug out by digging machine and breaks riverbed basement rock into pieces
The method of the particle of formation, end to form the shuting, the disturbance to riverbed rock mass can be reduced, because being karst landform river
Bed, according to the method for original Blasting Excavation shuting, easily causes riverbed large area and bursts apart, therefore breaks riverbed into pieces using quartering hammer
Basement rock, then the method that quartering hammer breaks the particle that riverbed basement rock is formed into pieces is dug out by digging machine, end to form the shuting.
Rockfill 6 is built in the present embodiment, in step 303 to comprise the following steps：
Step 3031：Packing sedimentation by throwing stones construction is carried out to the construction area of rockfill 6, forms the subgrade of rockfill 6；
Step 3032：On the ground that step 3031 is built, vertical reinforcement cage described in colligation, then to the vertical reinforcement cage
Inside fill full stone and form rockfill 6.
It should be noted that by carrying out packing sedimentation by throwing stones construction, stone has been compacted riverbed and has formed the subgrade of rockfill 6,
The stability for the rockfill 6 for making to construct improves.
It is described above, only it is presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, it is every according to the present invention
Any simple modification, change and the equivalent structure change that technical spirit is made to above example, still fall within skill of the present invention
In the protection domain of art scheme.
Claims (10)
1. a kind of concrete cofferdam and earth rock cofferdam combined cofferdam, it is characterised in that：Including the longitudinal coagulation being laid in river course
Earth cofferdam (18) and two are laid in horizontal earth rock cofferdam of the vertical concrete cofferdam (18) between both ends and riverbank respectively, described
Vertical concrete cofferdam (18) is parallel with the river course, and the horizontal earth rock cofferdam and the river course are perpendicular；The transverse direction
Earth rock cofferdam includes bottom plugging structure, vertical waterproof construction (7) and the weir body being embedded in riverbed；The bottom plugging structure
And vertical waterproof construction (7) is laid in the vertical concrete cofferdam (18) between end and riverbank and is each perpendicular to longitudinal direction and mixes
Solidifying earth cofferdam (18), the vertical waterproof construction (7) are laid in above the bottom plugging structure vertically, the vertical waterproof knot
The bottom of structure (7) is stretched to inside the bottom plugging structure, and the weir body includes being laid in two inside and outside vertical waterproof construction (7)
The interior heap body (8) of side and outer heap body (9)；The interior heap body (8) and outer heap body (9) are native clitter body；The native clitter body
To be gradually outward-dipping domatic from top to bottom, the height of the vertical waterproof construction (7) is not less than the native clitter for upper surface
The height of body；
Rockfill (6) is laid with the domatic toe of the native clitter body, the rockfill (6) is by vertical reinforcement cage and filling
In the vertical reinforcement cage stone composition, the vertical reinforcement cage be laid in vertical concrete cofferdam (18) end with
Between riverbank and it is transversely to the machine direction concrete cofferdam (18)；
The domatic of the outer heap body (9) is upstream face, and the domatic bottom of the outer heap body (9) is laid with gabion mask (16), institute
State ordinary water level of the height not less than river in the river course of gabion mask (16)；The gabion mask (16) is by along outer heap body
(9) the oblique reinforcing bar cage of domatic laying and the stone composition being filled in the oblique reinforcing bar cage, the top of the vertical reinforcement cage
Portion is connected with the bottom of the oblique reinforcing bar cage；
The top of the gabion mask (16) and it is laid with stone armour layer (17), the stone mask along outer heap body (9) is domatic
Layer (17) by be laid on the outer heap body (9) it is domatic on multiple mask stones form；
Between the gap of the two neighboring mask stone and the interior heap body (8) it is domatic on be all covered with turf (19).
2. according to a kind of concrete cofferdam and earth rock cofferdam combined cofferdam described in claim 1, it is characterised in that：It is described vertical
Waterproof construction (7) includes the geomembrane (7-1) laid vertically and the protector protected geomembrane (7-1)；It is described anti-
Protection unit includes being laid in two row's vertical rods (15) of geomembrane (7-1) both sides, often arrange the vertical rod (15) and geomembrane (7-1) it
Between be laid with backplate (7-2), two backplates (7-2) are clamped in the both sides of geomembrane (7-1) and are clamped on described in two rows
Between vertical rod (15)；The size of backplate (7-2) plate face is not less than the size of geomembrane (7-1)；The vertical rod (15), backplate
The bottom of (7-2) and geomembrane (7-1) is stretched to inside the bottom plugging structure.
3. according to a kind of concrete cofferdam and earth rock cofferdam combined cofferdam described in claim 1 or 2, it is characterised in that：It is described
Bottom plugging structure includes two cut-pff walls (5) for being laid in vertical waterproof construction (7) both sides and being embedded in the riverbed, often
The polylith slabstone (13) that length direction of the outside of the individual cut-pff wall (5) along cut-pff wall (5) is in a row laid, slabstone described in polylith
(13) it is in parallel laying with cut-pff wall (5), the outside of slabstone (13) described in the polylith on the outside of same cut-pff wall (5) and the river
Dryness argillic horizon (14) is laid between bed.
4. according to a kind of concrete cofferdam and earth rock cofferdam combined cofferdam described in claim 2, it is characterised in that：The native stone
Heap body includes the native rock layers for being laid in the argillic horizon (10) of vertical waterproof construction (7) side and being laid on the outside of argillic horizon (10)
(12) loaded filter (11), is laid between the argillic horizon (10) and native rock layers (12), is embedded in the middle part of the vertical rod (15)
In the argillic horizon (10).
5. according to a kind of concrete cofferdam and earth rock cofferdam combined cofferdam described in claim 2, it is characterised in that：The longitudinal direction
Vertical groove is vertically offered on (18) two end faces of concrete cofferdam, described in the geomembrane (7-1) and two
The leading edge of backplate (7-2) is embedded in the vertical groove.
A kind of 6. combined cofferdam construction method as claimed in claim 1, it is characterised in that：Comprise the following steps：
Step 1: Temporary Cofferdam is built：Construction Temporary Cofferdam (1) on the outside of along combined cofferdam construction location of constructing, and by described in
Water on the inside of Temporary Cofferdam (1) is drained；
Step 2: vertical concrete cofferdam is built：Routinely concrete cofferdam process for constructing builds vertical concrete cofferdam (18)；
Step 3: horizontal earth rock cofferdam is built：An institute is respectively built between the both ends and riverbank of vertical concrete cofferdam (18)
State horizontal earth rock cofferdam；Each horizontal earth rock cofferdam, which is built, to be comprised the following steps：
Step 301, surveying setting-out：According to constructed horizontal earth rock cofferdam design drawing, measured on Temporary Cofferdam (1) interior riverbed
Setting-out goes out profile outside line (2), profile interior lines (3) and the cofferdam center line (4) of horizontal earth rock cofferdam, and the cofferdam center line (4) is located at
Between profile outside line (2) and profile interior lines (3), the distance between the profile outside line (2) and cofferdam center line (4) and profile interior lines
(3) it is identical with the distance between cofferdam center line (4)；
Step 302, bottom plugging structure and vertical waterproof construction are built：Shuting is excavated along cofferdam center line (4), is intercepted water described
Bottom plugging structure is built in groove；Vertical waterproof construction (7) is built along vertical plane residing for cofferdam center line (4)；
Step 303, rockfill are built：Rockfill (6) is built along the inner side of the inner side of profile outside line (2) and profile interior lines (3)；
Step 304, weir body fill：Interior heap body (8) and outer heap are built respectively in the inner side and outer side of the vertical waterproof construction (7)
Body (9)；
Step 305, upstream face side slope gabion mask are built：Gabion mask (16) is built in the lower slope of the outer heap body (9)；
Step 306, ecological safeguard structure are built：Formed above gabion mask (16) along the domatic laying stone of outer heap body (9)
Stone armour layer (17), then in stone armour layer (17) between the gap of stone and interior heap body (8) domatic laying turf
(19)。
7. according to the combined cofferdam construction method described in claim 6, it is characterised in that：In step 302, the bottom closure knot
Structure includes two cut-pff walls (5) for being laid in vertical waterproof construction (7) both sides and being embedded in the riverbed, each antiseepage
The polylith slabstone (13) that length direction of the outside of wall (5) along cut-pff wall (5) is in a row laid, slabstone (13) described in polylith is with preventing
It is in parallel laying to ooze wall (5), is laid described in the polylith on the outside of same cut-pff wall (5) between the outside of slabstone (13) and the riverbed
There is dryness argillic horizon (14)；
Comprise the following steps when being constructed to the bottom plugging structure：
Step 3021, lay multiple slabstones (13), front and rear two adjacent stones from the front to the back along the side wall of the shuting
Dryness clay has been filled at gap between plate (13)；It is pre- between each slabstone (13) and the side wall of the shuting
Stay 0.5m~0.7m gaps；
Step 3022, fill up between each slabstone (13) and the side wall of the shuting dryness clay and form dryness and glue
Soil layer (14)
Step 3023, the vertical waterproof construction (7) constructed along cofferdam center line (4), the bottom of vertical waterproof construction (7) are laid in described
The bottom of shuting；
Step 3024, the casting concrete between vertical waterproof construction (7) and each slabstone (13), after concrete final set
Two cut-pff walls (5) are formed, the front end of the cut-pff wall (5) pours with vertical concrete cofferdam (18) to be integrated.
8. according to the combined cofferdam construction method described in claim 6 or 7, it is characterised in that：Construct horizontal earth rock cofferdam institute
Place riverbed is karst landform riverbed, when shuting described in step 302 excavates, breaks riverbed basement rock into pieces by quartering hammer first,
The particle that quartering hammer breaks riverbed basement rock into pieces and formed is dug out by digging machine again, forms the shuting.
9. according to the combined cofferdam construction method described in claim 6 or 7, it is characterised in that：In step 2, after the completion of build
The middle parts of (18) two end faces in vertical concrete cofferdam vertically open up vertical groove；It is described vertical in step 302
Waterproof construction (7) includes the geomembrane (7-1) laid vertically and the protector protected geomembrane (7-1)；It is described anti-
Protection unit includes being laid in two row's vertical rods (15) of geomembrane (7-1) both sides, often arrange the vertical rod (15) and geomembrane (7-1) it
Between be laid with backplate (7-2), two backplates (7-2) are clamped in the both sides of geomembrane (7-1) and are clamped on described in two rows
Between vertical rod (15)；The size of backplate (7-2) plate face is not less than the size of geomembrane (7-1)；The vertical rod (15), backplate
The bottom of (7-2) and geomembrane (7-1) is stretched to inside the bottom plugging structure；In step 302, vertical waterproof knot is built
During structure (7), the leading edge of the geomembrane (7-1) and two backplates (7-2) is embedded in the vertical groove.
10. according to the combined cofferdam construction method described in claim 6 or 7, it is characterised in that：Rockfill is built in step 303
(6) comprise the following steps：
Step 3031：Packing sedimentation by throwing stones construction is carried out to rockfill (6) construction area, forms the ground that rockfill (6) is built；
Step 3032：On the ground that step 3031 is built, vertical reinforcement cage described in colligation, then filled out into the vertical reinforcement cage
Build full stone and form rockfill (6).
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