CN106192907B - Add the construction method of 150m~300m grade high concrete panel rock-fill dams of cement sand and gravel structure sheaf - Google Patents
Add the construction method of 150m~300m grade high concrete panel rock-fill dams of cement sand and gravel structure sheaf Download PDFInfo
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- CN106192907B CN106192907B CN201610539635.8A CN201610539635A CN106192907B CN 106192907 B CN106192907 B CN 106192907B CN 201610539635 A CN201610539635 A CN 201610539635A CN 106192907 B CN106192907 B CN 106192907B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
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Abstract
The invention belongs to water power hydraulic engineering hydraulic structure technical field more particularly to the construction methods for the 150m~300m grade high concrete panel rock-fill dams for adding cement sand and gravel structure sheaf.The present invention proposes to add the construction method of 150m~300m grade high concrete panel rock-fill dams of cement sand and gravel structure sheaf, including setting cement sand and gravel structure sheaf between the concrete slab and bed course area.The present invention is that cement sand and gravel structure sheaf is added between concrete slab and bedding material, play the role of secondary anti-blending support to dam concrete panel, concrete slab and the harmony of cemented gravel dam deformation are improved, to solve dam because seepage deformation leads to the technical barrier of concrete slab fall damage.
Description
Technical field
The invention belongs to water power hydraulic engineering hydraulic structure technical field more particularly to add cement sand and gravel structure sheaf
150m~300m grade high concrete panel rock-fill dams construction method.
Background technology
In order to preserve the ecological environment, pollution of the reduction primary energy to atmospheric environment makes full use of regeneration and clean energy resource,
Hydropower Industry is greatly developed, and Hydropower Dam is the main hydraulic structure that must be built.And concrete face rockfill dam is to fill
Divide and utilize local material dam, not only economic but also quick, the west area particularly suitable for remote mountain areas, especially China.
China has been built since 1985 with modern technologies since concrete face rockfill dam builds up, and has been passed by 30 years and has been sent out
Exhibition course.In more than 220 all kinds of face dams for being completed high more than 30m, 100m grades of height of dam has 64, height of dam 150m grades 15
Seat, and Tianshengqiao-I has been built up successively, the 200m grades of high dams of a batch such as Hong Jiadu, three plate small streams and water cloth a strip of land between hills have accumulated abundant
The modern technologies experience such as scientific research, design, construction, operational management and monitoring.
The western high concrete panel rock-fill dams for preparing to build multiple 300m of China, Ba Gongjie have been unfolded to build 300m
The technical research of grade high concrete panel rock-fill dams feasibility.For 150m~300m grades of high concrete panel rock-fill dams,
There are dam settlement stationary phase is long, settling amount is big, concrete slab come to nothing or break plate risk it is big, to high earth and rockfill dam dam
Stablize unfavorable, the features such as antiseismic venture influence factor is more.
Invention patent mandate notification number CN101935995B discloses rock-fill concrete and cement sand and gravel (CSG), compound
Material dam and its design and construction method.The composite material dam dam body is by rock-fill concrete part and cement sand and gravel part group
Into composite material dam upstream side dam body is the rock-fill concrete part, and downstream side dam body is the cement sand and gravel part.Heap
Stone concrete part is poured using rock-fill concrete (RFC) material.Cement sand and gravel part is poured using cement sand and gravel material.
The advantages of two kinds of materials of RFC and CSG can be played simultaneously, since dam body upstream side is poured using rock-fill concrete, can save upstream
The process that face slab for water retaining is arranged in face simplifies construction, shortens the construction period, and reduces dam body quantities；Riverbed sand gravel, excavation waste can be used
RFC and CSG materials are prepared, therefore can more make full use of excavated material, reduce project cost, substantially reduce the negative shadow to environment
It rings, there is good society, economy and environmental ecological benefit.But the shortcomings that invention is the rock-fill concrete of dam upstream side
It is to be perfused with self-compacting mortar, is not added with vibrating, unit cement consumption is big, the ratio of mud is big and the high slump, drying shrinkage are also easy to produce greatly
Structural crack, leads to seepage and dam gradually loses water retaining function.
Invention content
In view of the shortcomings of the prior art, the present invention provides the 150m~300m grade high concretes for adding cement sand and gravel structure sheaf
The construction method of rock, described method includes following steps：
Step 1 paves and rolls the building stones of main rockfill area, rolls thickness 80cm；
Step 2 construction transition area, bed course area, concrete squeezing sidewall and cement sand and gravel structure sheaf：
2.1 decking and rolling Transition Materials, bedding material, concrete squeezing sidewall construction and laying roll cement sand and gravel material, shape
It is into lower floor's transition region, bed course area of lower floor, lower-layer concrete extrusion side wall and lower floor's cement sand and gravel structure sheaf, thickness
40cm；
2.1.1 lime line, to determine lower floor's transition region, bed course area of lower floor, lower-layer concrete extrusion side wall and lower floor's glue
The boundary of solidifying sand gravel structure sheaf；
2.1.2 pave Transition Materials；
2.1.3 pave bedding material；
2.1.4 it constructs concrete squeezing sidewall：
2.1.4.1 smooth cement sand and gravel upstream basal plane, the upstream face to make concrete squeezing sidewall is smooth, need to be at every layer
Top surface upstream side width smooth gelling sand gravel material surface not less than in the range of 1.2m, removal fluctuating wave-like face and is scattered
Aggregate carries out surveying setting-out after leveling, indicates the track route of extruder；
2.1.4.2 extruder lifting is in place, before abutment wall squeezes, extruder is lifted into construction starting point, utilizes levelling rod pair
It squeezes fuselage to be adjusted, extruder is made to be in horizontality, when extruder lifting is in place, extruder is placed in the straight of advance
Line direction makes Side fascia be overlapped with molded abutment wall outer slope, and after extruder lifting is in place, it is angular to place concrete squeezing sidewall
End baffle and fixation；
2.1.4.3 extrusion forming concrete squeezing sidewall is transported using concrete tank concrete to scene, past using the method for retrogressing
Squeeze machine inlet discharging, accelerator from the ad hoc additive tank in extruder with extruder while walking while to feed inlet add；
Speed control is in 50m/h or so during extruding；After abutment wall extrusion forming, there are levels and connect what apparent faulting of slab ends or abutment wall between slope caved in
Situation carries out repairing treatment using concrete of the same race；
2.1.5 cement sand and gravel material is filled, after concrete squeezing sidewall is molded 2h, carries out filling for cement sand and gravel material
It rolls, is rolled close to extrusion side wall region and extrusion side wall with exterior domain using vibrating roller；Cement sand and gravel material is using natural
Sandy gravel excavates rock ballast processing material, grain size>30cm adds cementitious material cement and flyash, water, high efficiency water reducing agent, uses liquid
Pressure backhoe turns 6~8 times, and mix uniformly transports supreme dam afterwards, paves, is smooth, roll, conserving；
2.2 construction upper strata transition regions, upper strata bed course area, upper strata concrete squeezing sidewall and upper strata cement sand and gravel structure
Layer, construction procedure is the same as 2.1；
Repeating the operational procedure of step 1 and step 2 makes dam height rise dam crest, i.e. bulwark Bottom Altitude；
Step 3 concrete squeezing sidewall is surface-treated and spraying emulsified asphalt：
3.1 pairs of dam upstreams concrete squeezing sidewall surface height difference measures；
3.2 pairs of concrete squeezing sidewall surface irregularities are handled, and surface highness change is higher by portion in+5~-8cm
Divide and method is cut using pneumatic pick, low-lying place is filled up using mortar, and a smooth bearing surface is provided for panel；
3.3 spraying emulsified asphalts, after concrete squeezing sidewall slope surface is rebuild, pitch spraying machine from top to bottom starts to spray
Emulsified asphalt is applied, an emulsified asphalt is sprayed first in slope surface, second time emulsified asphalt of fill-before-fire after dry sheds sand,
Then injection third spills one layer of sand, emulsified asphalt is that the solvent that bitumen content is 60% is dilute again all over emulsified asphalt on its face
Release lotion；
Step 4 construction of concrete face slab：
4.1 chisels are disconnected with processing concrete squeezing sidewall, along concrete slab vertical lap seam direction by concrete squeezing sidewall
Chisel is disconnected, digs disconnected depth not less than 30cm, seam bottom width degree is not less than 10cm not less than 6cm, seam width；
4.2 construction vertical lap seam mortar beds, in concrete squeezing sidewall slope surface, determine the position of concrete slab vertical lap seam
It puts and the range of mortar bed, with crooked chisel raggle in the range, is laid with the mortar bed of M20, in favor of installing sealing copper
Piece and side form；
4.3 construction periphery fissure tar sand lumps remove the protection facility of toe board sealing piece at periphery fissure, lacing wire sand of appearing
Turbine polishes, and with crooked chisel, crowbar raggle, and modifies molding, buries tar sand cushion block, and the gap between tar sand cushion block is dripped with heat
Blueness fills real；
4.4 dozens of bar frame studs, before concrete slab reinforcing bar is installed, the array pitch 2.0 between concrete squeezing sidewall surface
~2.5m bores plummet hole insert rack stud reinforcement placing net；Bearing rod Φ 25mm screw-thread steels, squeeze into concrete squeezing sidewall 40cm,
50% arrangement in an amount, remaining makees bearing rod spacer bar, and go out the design of reinforcing bar binding in bearing rod subscript with stool muscle
Position；As next step concreting requires gradually to cut off bearing rod, concrete slab and concrete squeezing sidewall are reduced
Mutual constraint；
4.5 make with installing concrete slab reinforcing bar, and per block concrete slab reinforcement, connector is rolled using rib is shelled for live processing
Straightening screw shell connects；Reinforcing bar two ends are processed into screw-type, and is covered and protected with rigid plastics, the reinforcing bar machined by
It is required that mantle fiber inspection, record, the listed stockpiling of number；
Reinforcing bar in order of numbers after machining are transported to interim stockpiling place, 16~25 tons of vapour with reinforcement trolley level
Vehicle hangs the reinforcing bar that will be processed and is hung on the slope surface trolley of fortune reinforcing bar, and installation is transported to 5 tons of elevator machine travel reinforcement trolleys
Working face conveys 2~3 tons of reinforcing bars every time；
4.6 make with installing copper water stop, are pressed into using level Four copper water stop molding machine at dam facing construction platform scene
Type, along being sent under slope surface to periphery fissure joint, length is determined according to the situation of every block concrete panel, the continuous compression moulding of longest
140m, copper water stop connection use two-sided overlap welding, and the lap of splice is no less than 20mm；
4.7 make and installation side form：
4.7.1 side form is steel and wood composite structure, is mainly made of 18# thin-wall channels with plank sheathing, a length of 3m- of thin-wall channel
6m, bottom transition are 6cm thickness plank sheathings, per the long 3m of pair template；
4.7.2 side form is mounted on vertical lap seam end water and carries out after installation is complete, and panel side form is installed from bottom to top, in storehouse surface
Slope surface trolley is laid in both sides, transports side form material with 5 tons of elevator machine travels, is fixed on the outside of side form using triangular support bracket, triangle
Supporting rack is fixed on Φ 20mm long 50cm drill rods on concrete squeezing sidewall bed course mask, and inside is supported using reinforcing bar；
4.7.3 side form is preliminary after installation is complete, and with connection bolt adjustment verticality, the seam between side form is smooth, error-free
Platform phenomenon；
4.8 are laid with chute, and chute uses trapezoidal shape, and often section is 2.0 meters long, and end sets connection hook, when sliding formwork glides,
Be laid on bar-mat reinforcement and be segmented fixation, cover board is made in chute top using flexible material, and bottom is laid with plastic cloth or fur-felt, with
Bar-mat reinforcement separates, and the soft baffle of plastics is set every 20~30m in chute, to prevent aggregate separated and buffering concrete downslide punching
Power, when panel parting wide 16m, are arranged symmetrically two chutes, one of chute of intermediate arrangement during 8m wide；
4.9 casting concretes, concrete is discharged into after being transported with dump truck to dam facing in hopper, by hopper along slope surface
Chute conveying is put in storage, oscillating chute in storehouse, by 30~50cm layer-by-layer distributions, is used in the middle part of storehouse surfaceVibrator shake
It smashes, close to the position of side form and sealing piece, usesFlexible shaft vibrator vibrates, and vibrator is along plummet before sliding formwork when vibrating
Direction is downward, and spacing of vibrating is not more than 40cm, and depth reaches 5cm below newly-laid concrete layer bottom；
4.10 curing concretes, concreting vibrate after 3~4 times compacting initial sets of plastering, are laid with layer of plastic film and add
Rock wool is changed two layers of straw bag of laying, is bound with galvanized wire, branch pipe is installed on main-supply road later by curing at moisture-retention and heat-insulation 14 days
Connect the spray maintenance of horizontal direction floral tube.
Further, the width of cement sand and gravel structure sheaf is 3~5m.
Further, the water-cement ratio of cement sand and gravel structure sheaf is 0.7~1.3.
Further, the cementitious material of cement sand and gravel structure sheaf is not less than 70kg/m3, wherein cement Yong Liang≤50%,
Fen Mei Hui≤50%, it is 25~40% that natural soft-clay material sand factor, which is 25~35% or excavates rock ballast processing material sand factor,.
Further, the reference design workability of the cement sand and gravel grinding coagulation soil mix of cement sand and gravel structure sheaf
It is worth for 2s~12s.
Further, in step 3 emulsified asphalt 1~2mm of thickness.
Further, in step 4 be laid with M20 mortar bed flatness controlled in the range of 2m long 5mm with
It is interior.
Further, in the range of 10m, waviness is no more than for flatness control between tar sand cushion block in step 4
20mm。
Further, tar sand pad pitch in the block and sand weight ratio are 1：10.
Compared with prior art, the beneficial effects of the present invention are：
The method of the invention is that cement sand and gravel structure sheaf is added between concrete slab and bedding material, and dam is mixed
Solidifying soil panel plays the role of the secondary anti-harmony for blending support, improving concrete slab and cemented gravel dam deformation,
Dam has been captured because seepage deformation leads to the technical barrier pendent for a long time of concrete slab fall damage.
Description of the drawings
Fig. 1 is the structure diagram of 150m~300m grades of high concrete panel rock-fill dams of the present invention；
Fig. 2 is the upstream process chart of 150m~300m grades of high concrete panel rock-fill dams of the present invention.
Shown in figure：1- concrete slabs, 2- cement sand and gravel structure sheafs, 21- lower floors cement sand and gravel structure sheaf, 22-
Upper strata cement sand and gravel structure sheaf, 3- bed courses area, bed course area of 31- lower floors, 32- upper stratas bed course area, 4- transition regions, 41- lower floors mistake
Cross area, 42- upper stratas transition region, the main rockfill areas of 5-, 6- rockfill area, 7- concrete squeezing sidewalls, 71- lower-layer concrete squish lips
Wall, 72- upper stratas concrete squeezing sidewall.
Specific embodiment
In conjunction with Figure of description, the specific embodiment of the present invention is described in detail.
As depicted in figs. 1 and 2, the 150m~300m grade high concretes face of the present invention for adding cement sand and gravel structure sheaf
The construction method of sheetpile masonry dam, including concrete slab 1, cement sand and gravel structure sheaf 2, bed course area 3, transition region 4, main rockfill area
5 and time rockfill area 6, described method includes following steps：
Step 1 paves and rolls the building stones of main rockfill area 5, rolls thickness 80cm；
Step 2 construction transition area, bed course area, concrete squeezing sidewall and cement sand and gravel structure sheaf：
2.1 decking and rolling Transition Materials, bedding material, concrete squeezing sidewall construction and laying roll cement sand and gravel material, with
Lower floor's transition region 41, bed course area of lower floor 31, lower-layer concrete extrusion side wall 71 and lower floor's cement sand and gravel structure sheaf 21 are formed, it is thick
Degree is 40cm；
2.1.1 lime line, to determine lower floor's transition region 41, bed course area of lower floor 31,71 and of lower-layer concrete extrusion side wall
The boundary of lower floor's cement sand and gravel structure sheaf 21；
2.1.2 pave lower floor's Transition Materials；
2.1.3 pave lower floor's bedding material；
2.1.4 construction lower-layer concrete extrusion side wall 71；
2.1.4.1 smooth cement sand and gravel upstream basal plane, the upstream face to make concrete squeezing sidewall 7 is smooth, need to be every
Layer top surface upstream side width smooth gelling sand gravel material surface not less than in the range of 1.2m, removes fluctuating wave-like face and is scattered
Aggregate, carry out surveying setting-out after leveling, indicate the track route of extruder；
2.1.4.2 extruder lifting is in place, and before concrete squeezing sidewall 7 squeezes, extruder is lifted into construction starting point, profit
It is adjusted with levelling rod to squeezing fuselage, extruder is made to be in horizontality, when extruder lifting is in place, extruder is put
In the rectilinear direction of advance, Side fascia is made to be overlapped with molded abutment wall outer slope, after extruder lifting is in place, places concrete and squeeze
7 angular end baffle of flanging wall and fixation；
2.1.4.3 extrusion forming concrete squeezing sidewall 7 is transported using concrete tank concrete to scene, using the method for retrogressing
Toward squeezing machine inlet discharging, accelerator is added to feed inlet with extruder in walking from the ad hoc additive tank in extruder
Add；Speed control is in 50m/h or so during extruding；After abutment wall extrusion forming, there are levels and connect apparent faulting of slab ends or abutment wall between slope collapsing
Situation about collapsing carries out repairing treatment using concrete of the same race；
2.1.5 cement sand and gravel material is filled, after concrete squeezing sidewall 7 is molded 2h, carries out filling out for cement sand and gravel material
It builds and rolls, rolled close to 7 region of concrete squeezing sidewall and concrete squeezing sidewall 7 with exterior domain using vibrating roller；Gelling
Sand gravel material is using natural soft-clay material or excavates rock ballast processing material, grain size>30cm, add cementitious material cement and flyash, water,
High efficiency water reducing agent is turned 6~8 times with hydraulic hoe, and mix uniformly transports supreme dam afterwards, paves, is smooth, roll, conserving；
2.2 construction upper strata transition regions 42, upper strata bed course area 32, upper strata concrete squeezing sidewall 72 and upper strata cement sand and gravel
Structure sheaf, construction procedure is the same as 2.1；
Repeating the operational procedure of step 1 and step 2 makes dam height rise dam crest, i.e. bulwark Bottom Altitude；
Step 3 concrete squeezing sidewall 7 is surface-treated and spraying emulsified asphalt：
3.1 pairs of 7 surface height differences of dam upstream concrete squeezing sidewall measure；
3.2 pairs of 7 surface irregularities of concrete squeezing sidewall are handled, and surface highness change is higher by+5~-8cm
Part is cut using pneumatic pick, and low-lying place is filled up using mortar, and a smooth bearing surface is provided for panel；
3.3 spraying emulsified asphalts, 1~2mm of thickness of emulsified asphalt, after 7 slope surface of concrete squeezing sidewall is rebuild, drip
Green spraying machine from top to bottom starts to spray emulsified asphalt, and a time emulsified asphalt spray first in slope surface, the fill-before-fire the after doing
Two times emulsified asphalts, shed sand, then spray third all over emulsified asphalt, spill one layer of sand again on its face, emulsified asphalt is
Bitumen content is 60% solvent diluting emulsion；
Step 4 construction concrete slab 1：
4.1 chisels are disconnected with processing concrete squeezing sidewall 7, along concrete slab vertical lap seam direction by concrete squeezing sidewall
7 chisels are disconnected, dig disconnected depth not less than 30cm, seam bottom width degree is not less than 10cm not less than 6cm, seam width；
4.2 construction vertical lap seam mortar beds, in 7 slope surface of concrete squeezing sidewall, determine concrete slab vertical lap seam
Position and the range of mortar bed with crooked chisel raggle in the range, are laid with the mortar bed of M20, are laid with the mortar pad of M20
The flatness requirement of layer is controlled in the range of 2m long within 5mm, in favor of installation copper seal and side form；
4.3 construction periphery fissure tar sand lumps remove the protection facility of toe board sealing piece at periphery fissure, lacing wire sand of appearing
Turbine polishes, and with crooked chisel, crowbar raggle, and modifies molding, buries tar sand cushion block, and the gap between tar sand cushion block is dripped with heat
Blueness fills real, and flatness is controlled in the range of 10m between tar sand cushion block, waviness is no more than 20mm, the drip in tar sand pad slurry
Green and sand weight ratio is 1：10；
4.4 dozens of bar frame studs, before concrete slab reinforcing bar is installed, the array pitch 2.0 between 7 surface of concrete squeezing sidewall
~2.5m bores plummet hole insert rack stud reinforcement placing net；Bearing rod Φ 25mm screw-thread steels, are squeezed into concrete squeezing sidewall 7
40cm, 50% arrangement in an amount, remaining makees bearing rod spacer bar, and go out reinforcing bar binding in bearing rod subscript with stool muscle
Design position；As next step concreting requires gradually to cut off bearing rod, concrete slab 1 and concrete extrusion are reduced
The mutual constraint of abutment wall 7；
4.5 make with installing concrete slab reinforcing bar, are manufactured respectively per block concrete slab reinforcement, connector is rolled using stripping rib
Straightening screw shell connects, and reinforcing bar two ends is processed into screw-type, and covered and protected with rigid plastics, the reinforcing bar machined by
It is required that mantle fiber inspection, record, the listed stockpiling of number；Reinforcing bar in order of numbers after machining are transported to reinforcement trolley level
The reinforcing bar processed is hung on the slope surface trolley of fortune reinforcing bar, is led with 5 tons of hoist engines by interim stockpiling place, 16~25 tons of truck cranes
Draw reinforcement trolley and be transported to installment work face, convey 2~3 tons of reinforcing bars every time；
4.6 make with installing copper water stop, are pressed into using level Four copper water stop molding machine at dam facing construction platform scene
Type, along being sent under slope surface to periphery fissure joint, length is determined according to the situation of every block concrete panel, the continuous compression moulding of longest
140m, copper water stop connection use two-sided overlap welding, and the lap of splice is no less than 20mm；
4.7 make and installation side form：
4.7.1 side form is steel and wood composite structure, is mainly made of 18# thin-wall channels with plank sheathing, thin-wall channel standard is long
6m is partly 3m, and bottom transition is 6cm thickness plank sheathings, per the long 3m of pair template；
4.7.2 side form is mounted on vertical lap seam end water and carries out after installation is complete, and panel side form is installed from bottom to top, in storehouse surface
Slope surface trolley is laid in both sides, transports side form material with 5 tons of elevator machine travels, is fixed on the outside of side form using triangular support bracket, triangle
Supporting rack is fixed on Φ 20mm long 50cm drill rods on 7 bed course mask of concrete squeezing sidewall, and inside is supported using reinforcing bar；
4.7.3 side form is preliminary after installation is complete, and with connection bolt adjustment verticality, the seam between side form is smooth, error-free
Platform phenomenon；
4.8 are laid with chute, and chute uses trapezoidal shape, and often section is 2.0 meters long, and end sets connection hook, when sliding formwork glides,
Be laid on bar-mat reinforcement and be segmented fixation, cover board is made in chute top using flexible material, and bottom is laid with plastic cloth or fur-felt, with
Bar-mat reinforcement separates, and the soft baffle of plastics is set every 20~30m in chute, to prevent aggregate separated and buffering concrete downslide punching
Power, when concrete slab parting wide 16m, are arranged symmetrically two chutes, one of chute of intermediate arrangement during 8m wide；
4.9 casting concretes, concrete is discharged into after being transported with dump truck to dam facing in hopper, by hopper along slope surface
Chute conveying is put in storage, oscillating chute in storehouse, by 30~50cm layer-by-layer distributions, is used in the middle part of storehouse surfaceVibrator vibrate,
Close to the position of side form and sealing piece, useFlexible shaft vibrator vibrates, and vibrator is along plummet direction before sliding formwork when vibrating
Downwards, spacing of vibrating is not more than 40cm, and depth reaches 5cm below newly-laid concrete layer bottom；
4.10 curing concretes, concreting vibrate after 3~4 times compacting initial sets of plastering, are laid with layer of plastic film and add
Rock wool is changed two layers of straw bag of laying, is bound with galvanized wire, branch pipe is installed on main-supply road later by curing at moisture-retention and heat-insulation 14 days
Connect the spray maintenance of horizontal direction floral tube.
Further, the width of cement sand and gravel structure sheaf is 3~5m.
Further, the water-cement ratio of cement sand and gravel structure sheaf is 0.7~1.3.
Further, the cementitious material of cement sand and gravel structure sheaf is not less than 70kg/m3, wherein cement Yong Liang≤50%,
Fen Mei Hui≤50%, it is 25~40% that natural soft-clay material sand factor, which is 25~35% or excavates rock ballast processing material sand factor,.
Further, the reference design workability of the cement sand and gravel grinding coagulation soil mix of cement sand and gravel structure sheaf
It is worth for 2s~12s.
By experiment and engineering practice detection, cement sand and gravel grinding coagulation soil intensity is generally in C4~C10, cleavage strength
In 0.4MPa~1.2MPa, infiltration coefficient ﹤ i × 10-5Cm/s, and the bedding material infiltration coefficient design of former concrete face rockfill dam
For i × 10-3Cm/s~i × 10-4Cm/s improves 10 times of orders of magnitude.By experiment, nearly 500 days of infiltration corrosion, maximum CaO is molten
Extracting rate 3.16%, with Ca2+Dissolution, intensity decline notable, generally decline 10%~25%, with the infiltration corrosion later stage, dissolution
Ca2+Concentration is extremely low, and pH value 10-11.5 belongs to low alkalinity, reflects Ca (OH)2It is tended towards stability by very big consumption, to keeping glue
Solidifying gravel roll stone concrete intensity and durability it is advantageous, it is secondary anti-to illustrate that cement sand and gravel structure sheaf plays seepage control of dam
It is reliable to ooze with supporting role.
Cemented gravel dam, China is successfully applied to the upstream cofferdam in Fujian street corner power station, Ya'an Sichuan province flies celestial pass water
Longitudinal cofferdam, multiple power station Temporary Cofferdams such as Lancang, yunnan Jiang Gongguo bridges power station upstream cofferdam, maximum height of dam 56m in power station
Engineering, the Datong City, Shanxi Province Yanggao County Shou Kou forts reservoir dam of China Reconstructs, maximum height of dam 61.4m, the built 107m of Turkey
Cemented gravel dam normally plays enormous benefits.
It is a few of the specific applications construction embodiment of the cement sand and gravel dam of applicant below：
(1) Fujian Hong Kou upstream cofferdams
It is domestic that big vast saliva power station is located at Ningde Hong Kouxiang, and barrage is Compacted Concrete Gravity Dam Section H=130m.In order to reduce
It invests, accelerate construction progress, and sand gravel material source enriches around Dam Site, upstream cofferdam uses cemented gravel dam.
The high 35.5m in cofferdam maximum weir of design, weir crest width 4.5m, weir body upstream batter 1:0.3, the downstream face gradient is
1:0.75。
Cement sand and gravel dam material binder total amount 70kg/m3-90kg/m3, cement consumption is not less than 35kg/m3.Most
Small compacted density presses 2200kg/m3Control, 28d compression strength are not less than 4MPa.
It constructs since at the beginning of 2 months 2006, is completed in by the end of March, 2006 and comes into operation, in total making cement sand and gravel
31500m3。
(2) Ya'an Sichuan province flies one phase of Xian Guan power stations longitudinal cofferdam
Ya'an Sichuan province flies a phase longitudinal cofferdam in Xian Guan power stations, and design met low water flood 1460m using 10 years one3/ s,
Longitudinal cofferdam overall length about 369m, cofferdam crest level from 612.0m gradual changes to 609.0m, weir bottom elevation be 600m, the maximum high 12m in weir,
Top width 4m, two side slopes are than 1:The strength grade of 0.6,28d age is more than C4.Its middle and lower reaches 144.3m is obstructed using the rock that open channel excavates
As lower part cofferdam, top is gravel stone foundation using cement sand and gravel cofferdam, remaining 224.7m coffered foundations is rolled, and basis is adopted
With high pressure phase equilibria antiseepage, this section is all using cement sand and gravel cofferdam is rolled, and maximum particle diameter 300mm in construction, pave thickness
Spend 600mm, cement sand and gravel side amount about 23580m3。
(3) the permanent cemented gravel dam of Chinese First, that is, keep a mouthful fort reservoir dam
Dam body is arranged and section design：Cemented gravel dam is maximum by water blocking monolith, Overflow Section, bottom outlet monolith arrangement
Height of dam 61.6m, the wide 6m of dam crest, upstream and the downstream dam facing slope ratio of water blocking monolith are 1:0.6, Overflow Section is open type overflow
Weir, if 6 hole overflow surface bays, per hole clear span 9.0m, downstream uses flip trajectory bucket mode, bottom outlet monolith port size for 4.0 ×
4.8m, import set emergency overhaul gate, and outlet sets Segmental service gate, under connect trajectory bucket type energy.
The engineering described above constructed according to the method for the invention, achieves huge economic benefit and society so far
It can benefit.
Obviously, the above embodiment of the present invention be only to clearly illustrate example of the present invention, and not be pair
The restriction of embodiments of the present invention for those of ordinary skill in the art, may be used also on the basis of the above description
To make other variations or changes in different ways, all embodiments can not be exhaustive here, it is every to belong to this hair
The obvious changes or variations that bright technical solution is extended out are still in the row of protection scope of the present invention.
Claims (8)
1. add the construction method of 150m ~ 300m grade high concrete panel rock-fill dams of cement sand and gravel structure sheaf, the method
Include the following steps：
Step 1 paves and rolls the building stones of main rockfill area, rolls thickness 80cm；
Step 2 construction transition area, bed course area, concrete squeezing sidewall and cement sand and gravel structure sheaf, wherein, transition region setting
In the outside of main rock filling, bed course area is arranged on the outside of transition region, and cement sand and gravel structure sheaf is arranged on the outside in bed course area,
It specifically includes：
2.1 decking and rolling Transition Materials, bedding material, concrete squeezing sidewall construction and laying roll cement sand and gravel material, under formation
Floor transition region, bed course area of lower floor, lower-layer concrete extrusion side wall and lower floor's cement sand and gravel structure sheaf, thickness are 40cm；
2.1.1 lime line, to determine lower floor's transition region, bed course area of lower floor, lower-layer concrete extrusion side wall and lower floor's gelling sand
The boundary of gravel structure sheaf；
2.1.2 pave Transition Materials；
2.1.3 pave bedding material；
2.1.4 it constructs concrete squeezing sidewall：
2.1.4.1 smooth cement sand and gravel upstream basal plane, in every layer of top surface upstream side width not less than leveling gum in the range of 1.2m
Solidifying sand gravel material surface, removal fluctuating wave-like face and the aggregate being scattered, carry out surveying setting-out after leveling, indicate extruder
Track route；
2.1.4.2 extruder lifting is in place, and before abutment wall squeezes, extruder is lifted into construction starting point, using levelling rod to squeezing
Fuselage is adjusted, and extruder is made to be in horizontality, when extruder lifting is in place, extruder is placed in the straight line side of advance
To, Side fascia is made to be overlapped with molded abutment wall outer slope, after extruder lifting is in place, the angular end of placement concrete squeezing sidewall
Baffle and fixation；
2.1.4.3 extrusion forming concrete squeezing sidewall is transported using concrete tank concrete to scene, is squeezed using the method for retrogressing is past
Press feed inlet discharging, accelerator from the ad hoc additive tank in extruder with extruder while walking while to feed inlet add；It squeezes
Speed control is in 50m/h or so during pressure；After abutment wall extrusion forming, there are levels and connect the feelings that significantly faulting of slab ends or abutment wall cave between slope
Condition carries out repairing treatment using concrete of the same race；
2.1.5 cement sand and gravel material is filled, after concrete squeezing sidewall is molded 2 h, carry out cement sand and gravel material fills stone roller
Pressure is rolled close to extrusion side wall region and extrusion side wall with exterior domain using vibrating roller；Cement sand and gravel material uses natural sand
Gravel material excavates rock ballast processing material, grain size>30cm, addition cementitious material are cement and flyash, water, high efficiency water reducing agent, are gelled
The cementitious material of sand gravel structure sheaf is not less than 70kg/m3, wherein cement Yong Liang≤50%, Fen Mei Hui≤50%, natural soft-clay material
It is 25 ~ 40% that sand factor, which is 25 ~ 35% or excavates rock ballast processing material sand factor, is turned 6 ~ 8 times, after mix is uniform with hydraulic hoe
Supreme dam is transported, paves, is smooth, roll, conserving；
2.2 construction upper strata transition regions, upper strata bed course area, upper strata concrete squeezing sidewall and upper strata cement sand and gravel structure sheaf, are applied
Work step is suddenly the same as 2.1；
Repeating the operational procedure of step 1 and step 2 makes dam height rise dam crest, i.e. bulwark Bottom Altitude；
Step 3 concrete squeezing sidewall is surface-treated and spraying emulsified asphalt：
3.1 pairs of dam upstreams concrete squeezing sidewall surface height difference measures；
3.2 pairs of concrete squeezing sidewall surface irregularities are handled, and surface highness change is adopted in+5 ~ -8cm, the raised area
It is cut with pneumatic pick, low-lying place is filled up using mortar；
3.3 spraying emulsified asphalts, after concrete squeezing sidewall slope surface is rebuild, pitch spraying machine from top to bottom starts to spray
Emulsified asphalt sprays an emulsified asphalt first in slope surface, and second time emulsified asphalt of fill-before-fire after dry sheds sand, so
Injection third spills one layer of sand, emulsified asphalt is the solvent dilution breast that bitumen content is 60% again all over emulsified asphalt on its face afterwards
Liquid；
Step 4 construction concrete slab：
4.1 chisels are disconnected with handling concrete squeezing sidewall, digging concrete squeezing sidewall along concrete slab vertical lap seam direction
It is disconnected, disconnected depth is dug not less than 30cm, and seam bottom width degree is not less than 10cm not less than 6cm, seam width；4.2 construction vertical lap seam sand
Bed course is starched, in concrete squeezing sidewall slope surface, the position of concrete slab vertical lap seam and the range of mortar bed is determined, uses iron
Pricker raggle in the range is laid with the mortar bed of M20；4.3 construction periphery fissure tar sand lumps, remove toe board at periphery fissure
The protection facility of sealing piece, lacing wire of appearing are polished with abrasive machine, with crooked chisel, crowbar raggle, and modify molding, bury tar sand pad
Block, the gap between tar sand cushion block fill real with heated bitumen；
4.4 dozens of bar frame studs, install concrete slab reinforcing bar before, between concrete squeezing sidewall surface array pitch 2.0 ~
2.5m bores plummet hole insert rack stud reinforcement placing net；Bearing rod Φ 25mm screw-thread steels, squeeze into concrete squeezing sidewall 40cm, press
50% arrangement of total amount, remaining makees bearing rod spacer bar, and go out the design position of reinforcing bar binding in bearing rod subscript with stool muscle
It puts；Bearing rod is gradually cut off；4.5 make with installing concrete slab reinforcing bar, and scene processing is mixed per block concrete slab reinforcement
Solidifying soil slab reinforcement connector uses peel rolled straight thread sleeve connection；Concrete slab reinforcing bar two ends are processed into screw thread
Type, and covered and protected with rigid plastics；Reinforcing bar in order of numbers after machining are transported to interim stockpiling with reinforcement trolley level
Place, the reinforcing bar processed is hung on the slope surface trolley of fortune reinforcing bar by 16 ~ 25 tons of truck cranes, with 5 tons of elevator machine travel reinforcing bar platforms
Vehicle is transported to installment work face；4.6 make with installing copper water stop, are constructed and put down in dam facing using level Four copper water stop molding machine
The compression moulding of platform scene, along being sent under slope surface to periphery fissure joint, continuous compression moulding is not more than 140m, and copper water stop connection is adopted
With two-sided overlap welding, the lap of splice is no less than 20mm；4.7 make and installation side form：4.7.1 concrete slab side form is steel wood group
Structure is closed, is made of 18# thin-wall channels with plank sheathing, a length of 3m- 6m of thin-wall channel, bottom transition is 6cm thickness plank sheathings,
Per the long 3m of pair concrete slab template；
4.7.2 concrete slab side form is mounted on vertical lap seam end water and carries out after installation is complete, the installation of concrete slab side form from
Under up, lay slope surface trolley in storehouse surface both sides, side form materials transported with 5 tons of elevator machine travels, on the outside of concrete slab side form
It is fixed using triangular support bracket, triangular support bracket is fixed on concrete squeezing sidewall bed course mask with Φ 20mm long 50cm drill rods
On, inside is supported using reinforcing bar；4.7.3 concrete slab side form is preliminary after installation is complete, with connection bolt adjustment verticality,
Seam between concrete slab side form is smooth, no faulting of slab ends phenomenon；4.8 are laid with chute, and chute uses trapezoidal shape, often section length
2.0 meters, end sets connection hook, when sliding formwork glides, is laid on bar-mat reinforcement and is segmented fixation, and chute top uses flexible material
Make cover board, bottom is laid with plastic cloth or fur-felt, and to be separated with bar-mat reinforcement, the soft baffle of plastics is set every 20~30m in chute,
It is arranged symmetrically two chutes during the wide 16m of panel parting, one of chute of intermediate arrangement during 8m wide；4.9 casting concretes, concrete are used
Dump truck is discharged into after transporting to dam facing in hopper, is put in storage by hopper along the conveying of slope surface chute, oscillating chute in storehouse, by 30
~50cm layer-by-layer distributions, storehouse surface middle part is vibrated using the vibrator of φ 100mm, close to the position of side form and sealing piece, using φ
70mm flexible shaft vibrators vibrate, and vibrator is downward along plummet direction before sliding formwork when vibrating, and spacing of vibrating is not more than 40cm, and depth reaches
5cm below to newly-laid concrete layer bottom；
4.10 curing concretes, concreting vibrate after 3 ~ 4 times compacting initial sets of plastering, are laid with layer of plastic film and add rock wool
By curing at moisture-retention and heat-insulation 14 days, two layers of straw bag of laying was changed later, is bound with galvanized wire, branch pipe water receiving is installed on main-supply road
It puts down to spray to floral tube and conserve.
2. according to claim 1 the method, which is characterized in that the width of cement sand and gravel structure sheaf described in step 2 for 3 ~
5m。
3. according to claim 1 the method, which is characterized in that the water-cement ratio of cement sand and gravel structure sheaf is described in step 2
0.7~1.3。
4. according to claim 1 the method, which is characterized in that the cement sand and gravel of cement sand and gravel structure sheaf described in step 2
The reference design work angle value of grinding coagulation soil mix is 2s ~ 12s.
5. according to claim 1 the method, which is characterized in that 1 ~ 2mm of thickness of emulsified asphalt described in step 3.
6. according to claim 1 the method, which is characterized in that the flatness that the mortar bed of M20 is laid with described in step 4 exists
Control is within 5mm in the range of 2m long.
7. according to claim 1 the method, which is characterized in that flatness control exists between tar sand cushion block described in step 4
10m is interior, waviness is no more than 20mm.
8. according to claim 1 the method, which is characterized in that tar sand pad pitch in the block described in step 4 and sand weight ratio
It is 1：10.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107700435B (en) * | 2017-09-30 | 2019-11-22 | 清华大学 | The cementing rock-fill dams of rock-fill concrete core-wall and its construction method |
| CN108049370B (en) * | 2017-10-26 | 2023-12-08 | 中国水利水电科学研究院 | Seepage-proofing drainage system of gel sand gravel dam |
| CN107806064B (en) * | 2017-11-27 | 2024-03-12 | 中国电建集团成都勘测设计研究院有限公司 | Seamless water stop face plate dam |
| CN108018830A (en) * | 2017-12-07 | 2018-05-11 | 四川大学 | A kind of gravity type cemented gravel dam and its construction method |
| CN108978594B (en) * | 2018-09-03 | 2020-08-04 | 中国葛洲坝集团第二工程有限公司 | Concrete face rockfill dam isolation layer construction method |
| CN109440733B (en) * | 2018-10-09 | 2020-06-16 | 中国水利水电科学研究院 | Cemented sand gravel dam and construction process thereof |
| CN109338999A (en) * | 2018-10-22 | 2019-02-15 | 中水电第十工程局（郑州）有限公司 | Using the construction method of cement sand and gravel processing side slope in a kind of rock |
| CN109736315B (en) * | 2019-01-12 | 2020-12-11 | 中国水利水电第七工程局有限公司 | Working method of gradual change type gradient mixing amount metamorphosis concrete |
| CN111945675B (en) * | 2020-07-30 | 2022-05-17 | 四川大学 | Interval alternate die-increasing longitudinal partition arc-shaped cabin face filling earth-rock dam |
| CN114657945A (en) * | 2022-02-28 | 2022-06-24 | 中电建十一局工程有限公司 | Special bedding area of concrete-faced rockfill dam and construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009280982A (en) * | 2008-05-20 | 2009-12-03 | Takenaka Doboku Co Ltd | Self-propelled construction machinery for slope finishing compaction method, and slope finishing compaction method using the same |
| CN101935995A (en) * | 2010-08-18 | 2011-01-05 | 清华大学 | Rock-fill concrete (RFC) and cemented sand and gravel (CSG) composite material dam as well as design and construction method thereof |
| CN102505667A (en) * | 2011-09-29 | 2012-06-20 | 中国水利水电科学研究院 | Cemented gravel dam |
| CN105297685A (en) * | 2015-11-23 | 2016-02-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Base concrete face rock fill dam and construction method thereof |
-
2016
- 2016-07-11 CN CN201610539635.8A patent/CN106192907B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009280982A (en) * | 2008-05-20 | 2009-12-03 | Takenaka Doboku Co Ltd | Self-propelled construction machinery for slope finishing compaction method, and slope finishing compaction method using the same |
| CN101935995A (en) * | 2010-08-18 | 2011-01-05 | 清华大学 | Rock-fill concrete (RFC) and cemented sand and gravel (CSG) composite material dam as well as design and construction method thereof |
| CN102505667A (en) * | 2011-09-29 | 2012-06-20 | 中国水利水电科学研究院 | Cemented gravel dam |
| CN105297685A (en) * | 2015-11-23 | 2016-02-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Base concrete face rock fill dam and construction method thereof |
Non-Patent Citations (4)
| Title |
|---|
| 小议面板混凝土的施工工艺及管理;蒋世清;《中小企业管理与科技（下旬刊）》;20100325;第102-103页 * |
| 改性堆石料作高面板堆石坝垫层和过渡层的探讨;颉建军;《四川水力发电》;20091031;第80-83、96页 * |
| 混凝土面板堆石坝垫层料上游坡面施工技术简介;李仙;《广西水利水电》;20141230;第49-51、60页 * |
| 面板堆石坝挤压边墙施工技术;陈志勇等;《水利建设与管理》;20100623;第6-9页 * |
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