CN105178125A - Lake region high filling road base sand blowing embankment construction method and embankment structure - Google Patents

Lake region high filling road base sand blowing embankment construction method and embankment structure Download PDF

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CN105178125A
CN105178125A CN201510671789.8A CN201510671789A CN105178125A CN 105178125 A CN105178125 A CN 105178125A CN 201510671789 A CN201510671789 A CN 201510671789A CN 105178125 A CN105178125 A CN 105178125A
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sand
embankment
roadbed
construction
soil
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CN105178125B (en
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李雷
彭亚威
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CCCC First Highway Engineering Co Ltd
Haiwei Engineering Construction Co Ltd of FHEC of CCCC
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CCCC First Highway Engineering Co Ltd
Haiwei Engineering Construction Co Ltd of FHEC of CCCC
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Abstract

The invention provides a lake region high filling road base sand blowing embankment construction method and an embankment structure. The lake region high filling road base sand blowing embankment construction method comprises the steps of 1, establishing a drainage system; 2, filling a retaining dam; 3, performing sand blowing and filling construction on an embankment in sections and layers; 4, flattening and compacting the embankment; 5, observing embankment sedimentation and horizontal displacement, performing the next step when the height of the embankment achieves a design request, and performing step 2 when the height of the embankment does not achieve the design request; 6, constructing edge wrapping soil; step 7, constructing layer sealing soil. The embankment built by the lake region high filling road base sand blowing embankment construction method is good in quality, thus accelerating a construction progress, reducing construction cost, solving the difficult problem of no soil source and reasonably using a rich sand resource in a local riverway.

Description

A kind of lake region High-filled emkankment is blown sand embankments construction method and embankment structure
Technical field
The present invention relates to road construction field, particularly a kind of lake region High-filled emkankment is blown sand embankments construction method, or a kind of lake region High-filled emkankment is blown sand embankment structure.
Background technology
At present, domestic and international roadbed generally adopts soil, the cubic meter of stone fills, and construction technology is ripe, and Subgrade Construction Quality is high, good stability.The desert region earthwork is rare, and the aeolian sand that adopts fills more, and construction technology is also very ripe, and construction quality meets instructions for use.Blast technique is an emerging technique, is used for cofferdam preventive works and large area platform filling construction at present.The rare difficult problem of the earthwork can be solved by blast, and effectively can utilize local supplies, the object in cleaning river course can be reached simultaneously.Southern area water system is flourishing, and all containing enriching sand in river course, reserves are large, and utilization rate is very low.Only have minority low-grade highway to adopt blowing sand to fill sea to form at present, and high-grade highway adopt blowing sand to fill sea more rare.General all by the super haul distance roping earthwork far away, add engineering cost to a certain extent, cause waste.So effectively utilize channel sand source to become inevitable.
Summary of the invention
To build the road problem of low quality to solve traditional blast, the invention provides a kind of lake region High-filled emkankment to blow sand embankments construction method and road structure, this lake region High-filled emkankment roadbed quality that embankments construction method builds out of blowing sand is good, not only accelerate programming and also reduce engineering cost, both the difficult problem not having Tu Yuan had been solved, the sand source that the local river course of Appropriate application is abundant again.
The technical solution adopted for the present invention to solve the technical problems is: a kind of lake region High-filled emkankment is blown sand embankments construction method, comprises the following steps:
Step 1, set up drainage system;
Step 2, fill check dam;
Step 3, embankment staged and layered hydraulic fill sand are constructed;
The smooth compacting of step 4, embankment;
Step 5, Embankment Subsidence and horizontal displacement observation, carry out next step when the height of embankment reaches designing requirement, carry out step 2 when the height of embankment does not reach designing requirement;
The construction of step 6, bound edge soil;
The construction of step 7, sealing soil.
A kind of lake region High-filled emkankment is blown sand embankment structure, this lake region High-filled emkankment embankment structure of blowing sand is made up of above-mentioned lake region High-filled emkankment embankments construction method of blowing sand, this lake region High-filled emkankment embankment structure of blowing sand comprises the sand cushion be cascading from bottom to top, back-up sand layer and capping layer, the both sides of roadbed and middle part are provided with longitudinal french drain, sand cushion has the horizontal french drain be communicated with longitudinal french drain of the both sides of roadbed, the top of longitudinal french drain of the both sides of roadbed is provided with gutter, the both sides of roadbed are provided with bound edge soil, the both sides of roadbed are provided with for the chute to gutter draining.
The invention has the beneficial effects as follows, this lake region High-filled emkankment roadbed quality that embankments construction method builds out of blowing sand is good, not only accelerates programming and also reduces engineering cost, both solved the difficult problem not having Tu Yuan, the sand source that the local river course of Appropriate application is abundant again.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the present invention is described in further detail.
Fig. 1 be lake region High-filled emkankment blow sand embankments construction method construct time schematic cross-sectional view.
Fig. 2 be lake region High-filled emkankment blow sand embankments construction method construct time floor map.
Fig. 3 is that lake region High-filled emkankment is blown sand the schematic cross-sectional view of embankment structure.
Wherein 1. longitudinal french drains, 2. permeable geotextiles, 3. gutter, 4. sand cushion, 5. chute, 6. longitudinal check dam, 7. horizontal check dam, 8. back-up sand layer, 9. capping layer, 10. bound edge soil, 11. transverse cutting ditches.
Detailed description of the invention
It should be noted that, when not conflicting, the embodiment in the application and the feature in embodiment can combine mutually.Below with reference to the accompanying drawings and describe the present invention in detail in conjunction with the embodiments.
A kind of lake region High-filled emkankment is blown sand embankments construction method, comprises the following steps:
Step 1, set up drainage system;
Step 2, fill check dam;
Step 3, embankment staged and layered hydraulic fill sand are constructed;
The smooth compacting of step 4, embankment;
Step 5, Embankment Subsidence and horizontal displacement observation, (form back-up sand layer 8) when the height of embankment reaches designing requirement and carry out next step, carry out step 2 when the height of embankment does not reach designing requirement;
The construction of step 6, bound edge soil;
The construction of step 7, sealing soil.
In this enforcement, step 1 comprises:
Step 1.1, establish longitudinal french drain 1 in the both sides of roadbed and middle part, horizontal french drain is set every about 50 meters;
Step 1.2, establish gutter 3 on the top of longitudinal french drain 1 of the both sides of roadbed, original ground is laid sand cushion 4 and on sand cushion 4, lays permeable geotextiles 2;
Step 1.3, transverse cutting ditch 11 is set in segmentation place, in roadbed both sides, chute 5 is set every about 50 meters and is communicated with gutter 3 with drop well, as depicted in figs. 1 and 2.
Set up drainage system and should be able to reduce soil erosion and the change to hydrology state to greatest extent, reduce interference river course, water channel or existing irrigation, promptly can get rid of recirculated water, avoid the stability and the surrounding enviroment that affect roadbed.During treatment of soft foundation, before sand cushion construction, earth's surface is smooth, prevents low-lying director's phase ponding, sand cushion must add permeable geotextiles 2, accelerates the discharging consolidation of sand road dike.
For the draining of blast, can adopt and directly establish the mode such as discharge opening, pipe drain, irrigation canals and ditches draining.The position of discharge opening is relevant with direction with the exit position of the area in hydraulic reclamation district, sediment outflow pipe, generally be located at the dead angle place of hydraulic reclamation district (hydrostatic) away from spoil disposal pipeline, although economical, be easy to safeguard, but it is serious toward the mud alluvial of discharge opening, need constantly to rinse, and the water capacity of releasing easily affects surrounding environment; Pipe drain is comparatively effective to local draining, but is difficult to get rid of large-area water in time, is more suitable for small-sized Dredger Filling Engineering; So engineering adopts the mode of irrigation canals and ditches draining to carry out draining, build temporary drainage system (referring to Fig. 2), and establish tapping pipe (the permeable geotextiles of mouth of pipe bag) and suction pump as required, to get rid of the water that blast stays in time.
Concrete, arranging gutter 3 apart from roadbed toe about 2m place, gutter 3 size meets mini-excavator desilting.Roadbed side slope top arranges longitudinal check dam 6, and in position establishes outfall.Outfall is neglected greatly blast plant capacity and determines, and the both sides check dam at outfall place need be packed in bag sand bag or plastic sheeting consolidation process.
Because blast segmentation is carried out, segmentation place arranges horizontal check dam 7 and catchwater, in embankment both sides, every 50m place arranges an interim chute 5 and is connected with the gutter 3 at toe place with drop well, and as required sedimentation basin is set near gutter 3, plastic sheeting need be laid in chute 5 end, and in Fig. 1, A is blast direction.
Gutter 3 should connect neighbouring irrigation canals and ditches, but in whole roadbed hydraulic reclamation process, the water of blast flows into gutter through outfall and should enter local drainage system again after sedimentation and filtration, avoids polluted source, farmland, the fishing pool etc.
The draining of embankment inside
Because the water yield in blast process is larger, sand in roadbed will reach closely knit, also needs certain water content, certainly will cause roadbed substrate ponding, if not in time water is discharged, long period of soaking substrate, causes substrate to soften, or owing to there is differential water pressures inside and outside side slope, toe may be corroded, cause slope failure, destruction subgrade stability, causes embankment to cave in and road surface subsides.Play a part positive with the draining of the mode of bound edge after clay to roadbed inside in the present embodiment, substantially can solve sand binding site shipwreck with the problem got rid of.
The setting of french drain
In the middle part of gutter, both sides, roadbed, arrange longitudinal french drain 1, every 50m between left and right apart from arranging horizontal french drain, vertical, horizontal french drain is connected with outside water system simultaneously.After longitudinal french drain 1 and horizontal french drain small machine excavate, be made up of permeable geotextiles parcel coarse gravel or rubble.
In step 2, the check dam filled comprises the longitudinal check dam 6 be arranged on beyond roadbed design width and the horizontal check dam 7 being arranged on segmentation place, this longitudinal check dam adopts plastic sheeting parcel, this longitudinal check dam is provided with for the outfall to this drainage system draining, first floor check dam adopts the soil dug out when setting up drainage system to fill, and all adopts the sand of hydraulic reclamation to fill from second layer check dam.
Concrete, before blast, check dam need have been built beyond roadbed design width, first floor check dam can fill with the soil in excavation gutter, fills, to ensure the compactness of roadbed toe outside roadbed toe.Its cross dimensions is determined according to every layer of blast thickness, and first floor check dam is unsuitable blocked up, and general thickness is not more than 1m, and width at dam crest is no less than 80cm, as long as can meet homeostasis.From the second layer, check dam adopts the sand of hydraulic reclamation to fill.Plastic sheeting is laid in the inner side on dam, avoids washing away.Due to high-fill roadbed, brush slope difficulty is comparatively large, and for reducing the later stage anti-excavation of bound edge soil construction and brush slope amount, check dam as a part for roadbed, but strictly should must control its compaction quality.
Before blast, also need blast equipment and arrange pipeline, concrete:
Determine blast number of devices according to the construction period, in position install blast ship, mortar pump, force (forcing) pump etc., the main equipments such as force (forcing) pump must be installed firmly, and set up rain-proof shelter.Sediment outflow pipe adopts steel pipe or plastic pipe, and caliber 31.5cm, determines to manage to obtain quantity according to blast distance.
Sediment outflow pipe, according to field condition, avoids highway crossing as far as possible, avoids because of abrupt slope, sharp turn and produce negative pressure.After entering embankment hydraulic reclamation scope, according to embankment hydraulic reclamation width, highly, number of devices, power etc. carry out stringing.Sediment outflow pipe mouth of pipe distance check dam is no less than 5 meters, prevents the check dam that destroys by rush of water.
Hydraulic reclamation width can be divided into full width and half range to carry out, and during framing hydraulic reclamation, the time interval is unsuitable long, and the discrepancy in elevation can not be excessive, avoids embankment Transverse Subsidence asynchronous.This project adopts full width hydraulic reclamation, and sediment outflow pipe is laid along embankment center line, meanwhile, considers as far as possible to adopt direct arranged in form, at pipeline and embankment transposition section, buries process under pipeline.
When hydraulic reclamation distance exceeds blast equipment maximum capacity, increase force (forcing) pump or adopt the way of secondary suction to solve.When sediment outflow mouth of pipe elevation exceed sand pump H-Max and can not sediment outflow time, adopt additional force (forcing) pump.
In step 3, the construction of this embankment staged and layered hydraulic fill sand was carried out in dry season, the length of segmentation is about 200 meters, namely the length of every section of embankment is about 200 meters, when the design height of embankment is less than or equal to 2 meters, a hydraulic reclamation to design height, when the design height of embankment is greater than 2 meters, layering hydraulic reclamation is to design height, and the thickness of each layering is for being more than or equal to 1 meter and being less than 2 meters.
Concrete, blast is divided into direct blast and indirect blast, direct blast be from river course directly by sand blast to roadbed; Indirect blast, for salvaging by adopting sand ship on ship by sand, being concentrated and being stacked, then being blown to roadbed by blast pipeline.My project adopts direct blast method, and direct blast can be divided into again riverbed blast and dry wash blast two kinds under water.
Riverbed blast is that sand ship is parked in the water surface under water, and pipeline falls in river bed, is rushed by water-bed sand by sand clean out pipe water jetting at high pressure, then sand and river is extracted out by sand pump.This kind of method be hidden construction under belonging to river, and difficulty is larger: one is that in river flow water, blast pipeline is difficult to fixing, causes pipeline to play pendulum; Two be blast equipment is conventional equipment, the situation such as do not observe river bed Sha Yuan, pipeline and sand contacts.Therefore blast amount is difficult to control, inefficiency.
Dry wash blast is placed directly on sand face by sand ship, and rushed by dry sand by sand clean out pipe water jetting at high pressure, sand and water flow to sand boat bottom, then sand and water are extracted out by sand pump.This kind of method to be finished drilling work in visual condition completely, constructs convenient, efficient.
By Construction practices and the summary of two kinds of methods, blast should carry out in dry season, not only efficient but also economical.
Check dam (comprising 6 longitudinal check dam 6 and horizontal check dams 7) is assembled at both sides sand before blast, check dam adopts plastic sheeting parcel, prevent current in blast process to destroy by rush of water check dam, each blast paragraph concentrated setting outfall, the interior sand pocket of outfall is filled.
Adopt segmentation propulsion mode to carry out, namely one section blown after, then spreading pipeline hydraulic reclamation hypomere, has often blown one deck hydraulic reclamation last layer again after compacting is qualified.Segment distance is divided to be about about 200m.When depth of fill is less than 2m, a hydraulic reclamation can be made; When depth of fill is greater than 2m, layering should be adopted to blow, and lift height is generally 1m ~ 2m.If but the height that oversteps the extreme limit, once blow too thick, the easy unstability of embankment, considers compaction problems simultaneously, and now hydraulic reclamation thickness is generally 0.5m ~ 1m, and maximum lift height is no more than 1.2m.
When depth of fill is less than Slab culvert (the present embodiment is 2.5m-3.5m), fill core concrete suitably can be accelerated according to execution conditions.More than Slab culvert, for guaranteeing roadbed reclamation, hydraulic reclamation speed should be slowed down, judging whether embankment is stablized with sedimentation and analyses for horizontal displacement measurement data, avoid because hydraulic reclamation is too fast or it is uneven to load and cause destabilization.
Water pendant rolled-on method filling construction technique is adopted to the passage of having abundant water resources, end of the bridge and other structure platform back of the body places.Water pendant rolled-on method filling construction technique comprises the following steps:
1. filler is pushed: bulldozer is longitudinally allocated sand and pushed to embankment section in roadbed both sides or short distance.
2. pave filler: pave to the filler bulldozer pushed in embankment section and flatten, or adopt bulldozer to coordinate level land leveling, and after bulldozer paves, every layer thickness is no more than 30cm.
3. cofferdam: cofferdam is established in segmentation paving, on the roadbed that flattens, will according to longitudinal gradient, the horizontal wall inscription size suitably section of drawing when arranging cofferdam, and length is not less than 10m, and width is not less than 5m.Cofferdam height is not less than 30cm, and width is not less than 30cm.
4. pour water: start to pour water after cofferdam sets, pour water and should carry out continuously, when pouring water, flow rate of water flow should be larger, and the head height on sand base end face controls at more than 20cm.
5. roll: start to roll when head height remains on 20cm, adopt vibratory roller to roll, when rolling, wheelmark answers 1/2 of overlapping single-wheel width, and vibration pressure omits more than 1/3 of machine overlapped wheels stitch width.It is one time when wheelmark is covered with the whole scope of operation.Number of rolling is generally not less than three times.Machinery carries out vibration tamp to place available immersion vibrator not.
6. wait for that sand base end face superfluous water has oozed rear sampling and detected degree of compaction, will again roll, until qualified by water pendant when degree of compaction is defective.
In the present embodiment, step 4 comprises:
Step 4.1, repeatedly flatten precompressed layer of sand and draining with bulldozer, until degree of compaction reaches 90%;
Step 4.2, the flat layer of sand of use land leveller essence;
Step 4.3, roll with vibrating roller, this rolls the mode rolled according to static pressure, weak vibroroller cmpacting and strong vibration and carries out successively;
Step 4.4, with vibrating roller, check dam to be pushed open, this check dam is flattened with inner layer of sand simultaneously.
Concrete, for general subgrade, usually adopt road roller to carry out rolling and can produce a desired effect.But for sharp sand or almost noncohesive sandy soil, because sand is a kind of bulk material, usually by solid-state (sand), gaseous state (air), liquid state (water) three phase composition, its outstanding feature is coherency extreme difference, too roll and easily produce sand liquefaction, affect rolling effect.Add that hydraulic reclamation thickness is large, be difficult to make pure blast reach the compacting criteria of regulation with conventional compacting methods, therefore be difficult to make sand reach comparatively ideal consolidation effect with conventional compacting methods, for this situation, the method adopting water to rush---draining is closely knit---grinding compacting closely knit is carried out, repeatedly until degree of compaction is qualified.
Because the mud content of sand is different with fineness modulus, need draining 2d ~ 5d not after general blast, determine as the case may be.For the draining accelerating sand is closely knit, in conjunction with blast progress, after blast, just can flatten precompressed with bulldozer, by the disturbance of bulldozer, the water in sand upwards be gushed out, repeatedly carries out, until do not have swelling to go out.By rolling of the closely knit and bulldozer of draining, now degree of compaction can reach about 90%.
After bulldozer leveling precompressed, detect the moisture situation of sand in time, after 20cm position reaches optimum moisture content below sand end face, adopt land leveller to carry out essence and put down, then adopt vibrating roller to roll.Follow the technique that static pressure → weak vibroroller cmpacting → strong vibration rolls, adopt 18T vibratory roller voltage stabilizing one time, after first pass static pressure completes, carry out vibroroller cmpacting; When rolling, fast after first slow, first weak shake after shake by force, first weak vibroroller cmpacting 1 time, and then carry out strong vibration 3 times, last static pressure one time.With at a slow speed when road roller travel speed starts, maximal rate 3km/h, road roller starting parking will at the uniform velocity, must not suddenly get impatient stop, midway reverses end for end to turn, normally roll wheelmark overlap 1/3 and take turns.
Rolling of check dam position will be paid much attention to, and in the bulldozer leveling precompressed later stage, is pushed open by check dam, flatten with inside, land leveller essence is flat, conservative control water content simultaneously, in most cases check dam position water content is low, needs watering, rolls after moisturizing with inside simultaneously.
Rational water content should be controlled when compacting is carried out to roadbed both sides bound edge clay, 2t baby roller is adopted to roll, rolling method is the same with general soil subgrade, in roller compaction process, the binding site of clay and sand should fully compacting, and that avoids sand and clay mixes the uncompacted situation with clay as far as possible.When bound edge clay rolls complete, degree of compaction, planeness, width, absolute altitude (emphasis checks the degree of compaction of the binding site of sand and clay) should be detected by code requirement.For roadbed local edge angle strip, as abutment or barricade back, the part that road roller can not roll, adopts Miniature walking vibratory roller or frog compactor to carry out rolling compacting.
About compaction detect
Hydraulic fill sand Subgrade Compaction, adopt how to carry out detecting more accurate, recommendation sand replacement method, douche (water bag method), core cutter method, nuclear gauge method in " specification ".Sand replacement method is modal test method and simple.Through repetition test, adopt sand replacement method accurately can reflect degree of compaction.The filled slope general due to hydraulic reclamation Thickness Ratio is much bigger, and degree of compaction need detect at the different depth of same position.Through practice, 20 and 50 samplings below sand face, and determine according to different hydraulic reclamation thickness.Compaction requirement standard, detection frequency are identical with general earthfill road embankment.
In the step 5 of the present embodiment, the settling rate of embankment medium sand controls by being highly divided into three grades, and these three grades are respectively below limiting altitude, are greater than limiting altitude and are less than the above 2m of limiting altitude, more than limiting altitude 2m;
Time below limiting altitude, the speed of filling be accelerated, to strive for consolidation time; When being greater than limiting altitude and be less than the above 2m of limiting altitude, the surface settlement speed at roadbed center controls within 15mm/d, and the lateral displacement at toe place controls within 8mm/d; When more than limiting altitude 2m, the surface settlement speed at roadbed center controls within 10mm/d, and the lateral displacement at toe place controls within 5mm/d.
Concrete, in embankment hydraulic reclamation process, carry out Settlement and displacement monitoring, carry out observation and the record of Settlement and displacement in time, general every hydraulic reclamation one deck, carries out a stability monitoring, and draws the data such as settlement observation curve.By experiment and research and analyse, ground displacement control standard in work progress is determined.In construction when finding that sedimentation or horizontal movement suddenly increase or exceed control criterion, should encrypt survey time, implementation is dynamically followed the tracks of, is analyzed reason.Take if desired to slow down hydraulic reclamation speed, even suspend hydraulic reclamation, treat the hydraulic reclamation that just can continue last layer within bit-rate is reduced to control criterion.Monitoring should based on level of control displacement.After treating roadbed filling, want routine observation sinking equally, to analyze subgrade stability state.
In actual mechanical process, the data will observed by subsidence and stabilization and data analysis, obtain suitable control criterion.
Time of filling should not be less than the consolidation time that ground shear strength increases needs, the speed of filling should by limiting altitude (this project Slab culvert is 2.5m-3.5m) below, the above three class control of limiting altitude ~ limiting altitude above 2m and limiting altitude 2m: should the speed of filling be accelerated below limiting altitude, strive for consolidation time; The above 2m of limiting altitude ~ limiting altitude, the surface settlement speed at roadbed center should control within 15mm/d, and the lateral displacement at toe place should control within 8mm/d; During more than limiting altitude 2m, the surface settlement speed at roadbed center should control within 10mm/d, and the lateral displacement at toe place should control within 5mm/d.
Laying of roadway should carry out after settlement stability, adopts two standard to control.That is: require that the settlement after construction calculated is less than design admissible value, the settling amount simultaneously requiring observe for continuous two months is monthly no more than 5mm, can unload excavation road groove and start laying of roadway.
In an embodiment, step 6 comprises:
After step 6.1, brush slope, check that whether the draining of sand cushion 4 is unobstructed, as impeded drainage, carry out step step 6.2, as draining is smooth and easy, carry out step step 6.3;
Step 6.2, bottom bound edge soil, lay 50cm hardcore bed in advance, this hardcore bed exceeds roadbed design width and is no less than 30cm, and rubble adopts permeable geotextiles to wrap up and grinding compacting;
Step 6.3, horizontal slice fill bound edge soil and layered rolling, and the loose laying depth of every layer, bound edge soil is no more than 20cm, and bound edge soil exceeds roadbed design width 30cm;
Step 6.4, bound edge soil and inner sand carry out precompressed simultaneously.
Concrete, the construction of bound edge soil adopts clay soil to carry out bound edge, cohesive soil requires that liquid limit is less than 50%, index of plasticity is no more than 26, also to reach the requirement of roadbed filling minimum strength and maximum particle diameter in addition, degree of compaction must reach corresponding requirement of filling the degree of depth, and cohesive soil will have larger caking property, stability.In addition, in the bound edge mode of blast, also packedly can glue the modes such as (sand) mount limit, packed planting soil and grass-seed, consider construction and draining difficulty, after this project adopts clay, the mode of bound edge carries out bound edge.Bound edge clay adopts artificial hanging wire to pave, and paving width is than the wide 30cm of design.
Sand water stability is good, water permeability is strong, depression is fast, the full easy compacting of water, capillary water height are little, is a kind of filling roadbed material well.But sand is as filling material, easy sloughing, not easily compacting after there is dehydration, the defect of dry poor stability.Take the dam filling construction of mount sand, namely adopt sand to fill out core, the mode of clay bound edge can play the advantage of bi-material.
Bound edge soil width
1. the form of fracture of blast roadbed uniqueness determines its stability mainly by the impact of grade of side slope, depth of fill, bound edge soil width three factors.And in existing design specifications for hydraulic fill sand roadbed without relevant regulations.
2. by consulting and By consulting literatures, in 1003-1995 (2008) 05-0070-04 " bound edge sand-filled subgrade Analysis of Slope Stability " literary composition, the impact of bound edge soil width on subgrade stability is analyzed:
I change roadbed side slope bound edge soil width carry out strength reduction finite element method stability analysis, destroy criterion get when slope shoulder point horizontal movement u>4cm or vertical displacement v>6cm, be considered as roadbed destroy.
II roadbed safety factor when bound edge soil is broadening rises thereupon, when safety factor after width G reatT.GreaT.GT2.5m starts to decline, illustrate because the effect of bound edge soil moral is that plastic zone is to roadbed interior shifting, thus the advantage that when giving full play to that the filler angle of friction that shakes out is large, confined pressure is larger, shear strength is high, thus improve the stability of sand roadbed side slope.The bound edge soil of one fixed width can make the safety factor of roadbed be greater than the roadbed of full clay filling, but wide bound edge soil can cause plastic zone to concentrate in bound edge soil, and roadbed safety factor can decline on the contrary.
Through above-mentioned analysis, in the present embodiment, bound edge soil width adopts 1m wide.The order of bound edge after this project of bound edge soil construction adopts.First carry out structure check dam in construction, lay plastic sheeting or waterproof geotextiles inside check dam, prevent from washing away check dam.After one deck of layering hydraulic reclamation process terminates and degree of compaction reaches requirement, carry out the construction of lower one deck, until after blowing and filling up to grade, carry out brush slope according to design side slope and bound edge soil construction width.
Behind brush slope, check that whether sand cushion draining is unobstructed, as impeded drainage, bottom bound edge soil, lay 50cm hardcore bed in advance, bed course exceeds roadbed design width and is no less than 30cm, and rubble adopts permeable geotextiles to wrap up, after grinding compacting, then bound edge soil of constructing, prevent hardcore bed from blocking.
Bound edge soil adopts horizontal slice to fill, layered rolling, and bound edge soil layering loose laying depth is no more than 20cm, exceeds roadbed design width 30cm.Should control rational water content when rolling, rolling method is the same with general soil subgrade.
After the construction of bound edge soil terminates, bound edge soil and inner sand carry out precompressed simultaneously.This operation makes the construction of sand and clay relatively independent, sand can not be made to construct and stop work, can utilize machinery and manpower fully, speed up the work because of the delayed of clay.Meanwhile, because the two construction interval is shorter, also overcomes by precompressed the deviation that in construction, sand junction degree of compaction is different, make through the precompressed phase that sand is asynchronous with native sedimentation to be solved, finally reach subgrade stability, uniform settlement.
In the step 7 of the present embodiment, sealing soil adopts cohesive soil, and the liquid limit of this cohesive soil is less than 50%, the index of plasticity of this cohesive soil is no more than 26, sealing soil thickness is about 50cm, and the construction of sealing soil adopts tipping truck to topple over, and horizontal slice is filled, layering loose laying depth is no more than 20cm, first fill out two rear flank and fill out central authorities, be bulldozed roughly with bulldozer, loader, then use land leveller levelling, maintenance is filled out evenly thick, then carries out the thick roadbed of 30cm accurately machined construction formation capping layer 9.
Concrete, the general clay that adopts carries out sealing, and cohesive soil requires that liquid limit is less than 50%, index of plasticity is no more than 26, also to reach roadbed filling minimum strength and the maximum particle diameter requirement of regulation and stipulation in addition, as degree of compaction does not reach requirement, the measures such as water mixing mud can be taked.Consider construction and impermeable needs, sealing soil thickness is about 50cm.
For sealing soil completely, in the vertical, section and section joining place all should not occur " jump ", cause the discrepancy in elevation, and answer smoothly transition.In the horizontal, the road camber same with road surface is made.
Sealing soil adopts tipping truck to topple over, and horizontal slice is filled, and its layering loose laying depth is no more than 20cm.First fill out two rear flank and fill out central authorities, be bulldozed roughly with bulldozer, loader, then use land leveller levelling, maintenance is filled out evenly thick.After the construction of sealing soil terminates, carry out the accurately machined construction of the thick roadbed of 30cm.
High-filled emkankment embankments construction method of blowing sand in lake region also comprises step 8: side slope protection, this side slope protection comprises provisional protection and permanent protection.
Provisional protection
For ensureing that every layer is filled width and thickness, avoiding rainwater to cause the loss of sand side to silt gutter up to washing away of side slope simultaneously, damaging farmland.After roadbed filling to certain altitude, provisional protection to be carried out to the side slope of roadbed, to ensure that roadbed normally fills the normal construction with follow-up permanent protection engineering.Adopt woven bag sand loading neat according to the slope gradient pile of design, stacking height is 40cm ~ 50cm one deck, can play the effect of provisional protection, avoids rainwater the washing away side slope when permanent protection does not perform, and ensures the stable of roadbed.
Permanent protection
Permanent protection is constructed according to design drawing, and this project is positioned at flood storage protective embankment completely, and side slope protection waterlogging below water level+0.5m adopts C20 concrete locking-type prefabricated section, adopts C20 concrete cast-in-place criss-cross skeletal internal grass planting to fill with protection with upper part.
A kind of lake region High-filled emkankment is blown sand embankment structure, this lake region High-filled emkankment embankment structure of blowing sand is made up of above-mentioned lake region High-filled emkankment embankments construction method of blowing sand, this lake region High-filled emkankment embankment structure of blowing sand comprises the sand cushion 4 be cascading from bottom to top, permeable geotextiles 2, back-up sand layer 8 and capping layer 9, the both sides of roadbed and middle part are provided with longitudinal french drain 1, sand cushion 4 has the horizontal french drain be communicated with longitudinal french drain 1 of the both sides of roadbed, the top of longitudinal french drain 1 of the both sides of roadbed is provided with gutter 3, the both sides of roadbed are provided with bound edge soil 10, the both sides of roadbed are provided with for the chute 5 to gutter 3 draining, what fill in back-up sand layer 8 is river sand, as shown in Figure 3.
In this enforcement, the thickness of sand cushion 4 is 50cm, the thickness of capping layer 9 is 60cm, longitudinal french drain 1 is 2 meters with the distance of roadbed toe, every 50 meters, a horizontal french drain is set, the width of bound edge soil 10 is 1 meter, arranges a chute 5 every 50 meters, and chute 5 is the top of horizontal intercepting blind drain 11.
The above, be only specific embodiments of the invention, can not limit the scope that invention implements with it, so the displacement of its equivalent assemblies, or the equivalent variations done according to scope of patent protection of the present invention and modification, all still should belong to the category that this patent is contained.In addition, the technical characteristic in the present invention and all can using by independent assortment between technical characteristic, between technical characteristic and technical scheme, between technical scheme and technical scheme.

Claims (10)

1. lake region High-filled emkankment is blown sand an embankments construction method, it is characterized in that, High-filled emkankment embankments construction method of blowing sand in described lake region comprises the following steps:
Step 1, set up drainage system;
Step 2, fill check dam;
Step 3, embankment staged and layered hydraulic fill sand are constructed;
The smooth compacting of step 4, embankment;
Step 5, Embankment Subsidence and horizontal displacement observation, carry out next step when the height of embankment reaches designing requirement, carry out step 2 when the height of embankment does not reach designing requirement;
The construction of step 6, bound edge soil;
The construction of step 7, sealing soil.
2. lake region according to claim 1 High-filled emkankment is blown sand embankments construction method, and it is characterized in that, step 1 comprises:
Step 1.1, establish longitudinal french drain (1) in the both sides of roadbed and middle part, horizontal french drain is set every 50 meters;
Step 1.2, establish gutter (3) on the top of longitudinal french drain (1) of the both sides of roadbed, original ground is laid sand cushion (4) and lays permeable geotextiles (2) sand cushion (4) is upper;
Step 1.3, transverse cutting ditch (11) is set in segmentation place, in roadbed both sides, chute (5) is set every 50 meters and is communicated with gutter (3) with drop well.
3. lake region according to claim 1 High-filled emkankment is blown sand embankments construction method, it is characterized in that, in step 2, this check dam filled comprises the longitudinal check dam (6) be arranged on beyond roadbed design width and the horizontal check dam (7) being arranged on segmentation place, this longitudinal check dam adopts plastic sheeting parcel, this longitudinal check dam is provided with for the outfall to this drainage system draining, first floor check dam adopts the soil dug out when setting up drainage system to fill, and all adopts the sand of hydraulic reclamation to fill from second layer check dam.
4. lake region according to claim 1 High-filled emkankment is blown sand embankments construction method, it is characterized in that, in step 3, the construction of this embankment staged and layered hydraulic fill sand was carried out in dry season, and the length of segmentation is 200 meters, when the design height of embankment is less than or equal to 2 meters, a hydraulic reclamation is to design height, when the design height of embankment is greater than 2 meters, layering hydraulic reclamation is to design height, and the thickness of each layering is for being more than or equal to 1 meter and being less than 2 meters.
5. lake region according to claim 1 High-filled emkankment is blown sand embankments construction method, and it is characterized in that, step 4 comprises:
Step 4.1, repeatedly flatten precompressed layer of sand and draining with bulldozer, until degree of compaction reaches 90%;
Step 4.2, the flat layer of sand of use land leveller essence;
Step 4.3, roll with vibrating roller, this rolls the mode rolled according to static pressure, weak vibroroller cmpacting and strong vibration and carries out successively;
Step 4.4, with vibrating roller, check dam to be pushed open, this check dam is flattened with inner layer of sand simultaneously.
6. lake region according to claim 1 High-filled emkankment is blown sand embankments construction method, it is characterized in that, in steps of 5, the settling rate of embankment medium sand controls by being highly divided into three grades, and these three grades are respectively below limiting altitude, are greater than limiting altitude and are less than the above 2m of limiting altitude, more than limiting altitude 2m;
Time below limiting altitude, accelerate to fill speed, strive for consolidation time;
When being greater than limiting altitude and be less than the above 2m of limiting altitude, the surface settlement speed at roadbed center controls within 15mm/d, and the lateral displacement at toe place controls within 8mm/d;
When more than limiting altitude 2m, the surface settlement speed at roadbed center controls within 10mm/d, and the lateral displacement at toe place controls within 5mm/d.
7. lake region according to claim 2 High-filled emkankment is blown sand embankments construction method, and it is characterized in that, step 6 comprises:
After step 6.1, brush slope, check that whether the draining of sand cushion (4) is unobstructed, as impeded drainage, carry out step step 6.2, as draining is smooth and easy, carry out step step 6.3;
Step 6.2, bottom bound edge soil, lay 50cm hardcore bed in advance, this hardcore bed exceeds roadbed design width and is no less than 30cm, and rubble adopts permeable geotextiles to wrap up and grinding compacting;
Step 6.3, horizontal slice fill bound edge soil and layered rolling, and the loose laying depth of every layer, bound edge soil is no more than 20cm, and bound edge soil exceeds roadbed design width 30cm;
Step 6.4, bound edge soil and inner sand carry out precompressed simultaneously.
8. lake region according to claim 1 High-filled emkankment is blown sand embankments construction method, it is characterized in that, in step 7, sealing soil adopts cohesive soil, the liquid limit of this cohesive soil is less than 50%, the index of plasticity of this cohesive soil is no more than 26, sealing soil thickness is about 50cm, the construction of sealing soil adopts tipping truck to topple over, and horizontal slice is filled, layering loose laying depth is no more than 20cm, first fill out two rear flank and fill out central authorities, with bulldozer, loader is bulldozed roughly, use land leveller levelling again, maintenance is filled out evenly thick, carry out the accurately machined construction of the thick roadbed of 30cm again and form capping layer (9).
9. a lake region High-filled emkankment is blown sand embankment structure, it is characterized in that, this lake region High-filled emkankment embankment structure of blowing sand is made up of lake region according to claim 1 High-filled emkankment embankments construction method of blowing sand, this lake region High-filled emkankment embankment structure of blowing sand comprises the sand cushion (4) be cascading from bottom to top, back-up sand layer (8) and capping layer (9), the both sides of roadbed and middle part are provided with longitudinal french drain (1), sand cushion (4) has the horizontal french drain be communicated with longitudinal french drain (1) of the both sides of roadbed, the top of longitudinal french drain (1) of the both sides of roadbed is provided with gutter (3), the both sides of roadbed are provided with bound edge soil (10), the both sides of roadbed are provided with for the chute (5) to gutter (3) draining.
10. lake region according to claim 9 High-filled emkankment is blown sand embankment structure, it is characterized in that, the thickness of sand cushion (4) is 50cm, the thickness of capping layer (9) is 60cm, longitudinal french drain (1) is 2 meters with the distance of roadbed toe, every 50 meters, a horizontal french drain is set, the width of bound edge soil (10) is 1 meter, a chute (5) is set every 50 meters, the top that chute (5) is horizontal intercepting blind drain (11).
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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105603842A (en) * 2016-03-03 2016-05-25 武汉理工大学 Large-thickness sand filling construction technology for embankment
CN106702845A (en) * 2016-11-16 2017-05-24 青岛海澄知识产权事务有限公司 Saline-alkaline preventing water permeable pavement structure
CN107034755A (en) * 2016-02-03 2017-08-11 中国科学院寒区旱区环境与工程研究所 A kind of frozen earth roadbed structure of drift-sand
CN111424480A (en) * 2020-02-28 2020-07-17 中交第一公路勘察设计研究院有限公司 Construction waste improved expansive soil roadbed structure and construction method thereof
CN111827031A (en) * 2020-07-15 2020-10-27 中国二十冶集团有限公司 Construction method of stone-filled embankment
CN112411289A (en) * 2020-11-19 2021-02-26 上海宝冶集团有限公司 High fill roadbed construction method adjacent to dam

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006028796A (en) * 2004-07-13 2006-02-02 Narasaki Sangyo Co Ltd Uneven step elimination structure of road
CN102605697A (en) * 2012-02-14 2012-07-25 天津二十冶建设有限公司 Sand dredger filling construction method of soft soil foundation embankment
CN102747662A (en) * 2012-07-18 2012-10-24 上海城建市政工程(集团)有限公司 Construction method for sand-filling subgrade
CN103031836A (en) * 2013-01-08 2013-04-10 中交四航工程研究院有限公司 Method for quickly building road on new reclamation sludge foundation
CN205062597U (en) * 2015-10-15 2016-03-02 中交第一公路工程局有限公司 Road bed embankment structure of blowing sand is filled out to lake region height

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006028796A (en) * 2004-07-13 2006-02-02 Narasaki Sangyo Co Ltd Uneven step elimination structure of road
CN102605697A (en) * 2012-02-14 2012-07-25 天津二十冶建设有限公司 Sand dredger filling construction method of soft soil foundation embankment
CN102747662A (en) * 2012-07-18 2012-10-24 上海城建市政工程(集团)有限公司 Construction method for sand-filling subgrade
CN103031836A (en) * 2013-01-08 2013-04-10 中交四航工程研究院有限公司 Method for quickly building road on new reclamation sludge foundation
CN205062597U (en) * 2015-10-15 2016-03-02 中交第一公路工程局有限公司 Road bed embankment structure of blowing sand is filled out to lake region height

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
周翰斌等: "高等级公路路堤吹填砂施工中若干问题的处理", 《路基工程》 *

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107034755A (en) * 2016-02-03 2017-08-11 中国科学院寒区旱区环境与工程研究所 A kind of frozen earth roadbed structure of drift-sand
CN105603842A (en) * 2016-03-03 2016-05-25 武汉理工大学 Large-thickness sand filling construction technology for embankment
CN105603842B (en) * 2016-03-03 2018-06-08 武汉理工大学 The big thickness back-up sand construction technology of embankment
CN106702845A (en) * 2016-11-16 2017-05-24 青岛海澄知识产权事务有限公司 Saline-alkaline preventing water permeable pavement structure
CN106702845B (en) * 2016-11-16 2019-01-29 青岛大学 One kind preventing saline and alkaline permeable pavement structure
CN111424480A (en) * 2020-02-28 2020-07-17 中交第一公路勘察设计研究院有限公司 Construction waste improved expansive soil roadbed structure and construction method thereof
CN111827031A (en) * 2020-07-15 2020-10-27 中国二十冶集团有限公司 Construction method of stone-filled embankment
CN112411289A (en) * 2020-11-19 2021-02-26 上海宝冶集团有限公司 High fill roadbed construction method adjacent to dam

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