CN101761065B - Soft soil foundation treatment method - Google Patents

Soft soil foundation treatment method Download PDF

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Publication number
CN101761065B
CN101761065B CN2009102013062A CN200910201306A CN101761065B CN 101761065 B CN101761065 B CN 101761065B CN 2009102013062 A CN2009102013062 A CN 2009102013062A CN 200910201306 A CN200910201306 A CN 200910201306A CN 101761065 B CN101761065 B CN 101761065B
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foundation
soft
layer
soil
soil foundation
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CN101761065A (en
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顾国荣
杨石飞
李晓勇
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Shanghai Geotechnical Investigations and Design Institute Co Ltd
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Shanghai Geotechnical Investigations and Design Institute Co Ltd
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Abstract

The invention relates to the technical field of geotechnical engineering treatment, in particular to a soft soil foundation treatment method. The method includes the following steps of firstly, clearing and leveling off the surface of the soft soil foundation; secondly, laying an initial stress layer on the leveled-off surface; thirdly, laying a drainage cushion layer horizontally on the initial stress layer; fourthly, building a plurality of drainage channels vertically crossing the drainage cushion layer and the initial stress layer and going deep into the foundation; fifthly, secondarily leveling off the foundation structure after the previous four steps; sixthly, rolling the secondarily leveled-off foundation structure back and forth by a bulldozer; seventhly, statically pressing the foundation structure back and forth after the sixth step by a road roller; finally, rolling with vibration the foundation structure after the seventh step back and forth by the road roller. The invention has the advantage that the method is more effective to treat the foundation of muddy clay in the shallow surface of the earth and has characteristics of low cost, convenient construction and reasonable construction time limit.

Description

Soft-soil foundation treatment method
Technical field
The present invention relates to geotechnical engineering improvement technical field in the geotechnical engineering, be specifically related to a kind of soft-soil foundation treatment method.
Background technology
Conventional treatment of soft foundation mainly contains following several method: processing methods such as piling prepressing, vacuum preloading, deep mixing method, dynamic compaction, vacuum drainage associating low-energy strong-ramming, shock compaction, and concrete applicability and pluses and minuses contrast like following table 1:
The contrast of table 1 foundation treatment mode
But being directed against with mud matter cohesive soil is master's soft foundation; Above-mentioned traditional method for processing foundation (like vacuum preloading, strong ram, cement mixing pile) and novel method for processing foundation (like shock compaction, High vacuum compacting method); Its operating expenses is higher, the duration is longer, and it is not satisfactory that ground is handled back effect benefit.
Summary of the invention
The objective of the invention is weak point according to above-mentioned prior art; A kind of soft-soil foundation treatment method is provided; This method is that main soft foundation is handled through discharging consolidation and vibroroller cmpacting are combined to mud matter cohesive soil, has reached good construction effect.
The object of the invention realizes being accomplished by following technical scheme:
A kind of soft-soil foundation treatment method is characterized in that this method includes following steps:
1) face of land of said soft foundation is cleared up and flattened;
2) on the face of land after the leveling, lay the initial stressed layer;
3) level is laid drainage blanket on said initial stressed layer;
4) be provided with and somely vertically pass through said drainage blanket, initial stressed layer and go deep into the drainage channel in the ground;
5) foundation structure that above-mentioned steps produced is carried out the secondary leveling;
6) adopt bulldozer to come and go and roll the foundation structure after secondary flattens;
7) adopt road roller to come and go the foundation structure that the static pressure step 6) is produced;
8) adopt road roller to come and go the foundation structure that the vibroroller cmpacting step 7) is produced.
Above-mentioned initial stressed layer is 1-2 layer GSZ or the combination construction that constitutes for 1-2 layer bamboo basketry or for 1-2 layer GSZ and 1-2 layer bamboo basketry.
Above-mentioned drainage blanket is the uniform melon seeds sheet of a thickness hardcore bed.
Above-mentioned drainage channel is a plastic drain.
Above-mentioned secondary leveling refers to the ballast aggregate of evenly laying 20-40CM thickness on the foundation structure that produces in step 4).
At first utilize in the step 6) open drain with or covered conduit and drainage pump with 2M under said soft foundation draining to the face of land, adopt bulldozer to come and go afterwards again and roll.
Coming and going the number of times that rolls in the step 6) is 3-5 time, every all over being no less than 1 day blanking time.
The number of times of the said round static pressure of step 7) is 5-7 time, and is every all over being no less than 2 days blanking time.
The number of times of the said vibroroller cmpacting of step 8) should be confirmed according to sedimentation data, soil layer property and ground processing standard, and is every all over being no less than 3-5 days blanking time.
Advantage of the present invention is: the ground of superficial part silt clay is handled comparatively effective, characteristics such as have that expense is low, easy construction, construction period are reasonable.
Description of drawings
Accompanying drawing 1 is the whole generalized section of the embodiment of the invention;
Accompanying drawing 2 is bamboo basketry and plastic drain layout plan;
Accompanying drawing 3 directly observes point diagram bury sketch map underground for soil body sedimentation;
Accompanying drawing 4 is a road roller vibroroller cmpacting route sketch map;
Accompanying drawing 5 is handled the specific penetration resistance curve map I of front and back shallow-layer barged-in fill for ground;
Accompanying drawing 6 is handled the specific penetration resistance curve map II of front and back shallow-layer barged-in fill for ground.
The specific embodiment
Through embodiment characteristic of the present invention and other correlated characteristic are done further explain below in conjunction with accompanying drawing, so that technician's of the same trade understanding:
Shown in Fig. 1-6, label 1-10 representes respectively: ballast aggregate bed course 1, melon seeds sheet bed course 2, bamboo basketry 3, GSZ 4, plastic drain 5, barged-in fill 6, sand 7, cover plate 8, coating steel pipe 9, steel plate 10.
One, construction process
Foundation structure as shown in Figure 1, construction process is following in the present embodiment:
1) face of land of soft foundation is cleared up and flattened, concrete both for removing the cultivated soil of planting on top layer, excavation open drain, french drain and place leveling.
2) on the face of land after the leveling, at first lay 1 layer of GSZ 4, re-lay 1 layer of bamboo basketry 3 afterwards, with as after carry the initial stressed layer of rolling apparatus.
According to the operating mode of different soft foundations, above-mentioned selection for GSZ 4 and bamboo basketry 3 quantity not only is confined to this, and under the relatively poor situation of soft foundation, perhaps local relatively poor location should select to be provided with 2 layers to play supporting role preferably.
Under the prerequisite that guarantees the supporting role of initial stressed layer, the form of structure of initial stressed layer can also have following variation:
The initial stressed layer can be through only laying 1-2 layer GSZ 4 or 1-2 layer bamboo basketry 3 is realized.And in the above-mentioned combination construction that constitutes by GSZ 4 and bamboo basketry 3; The laying order of GSZ 4 and bamboo basketry 3 is unrestricted equally; Except that above-mentioned laying method, also can adopt and at first lay the form of construction work that 1-2 layer bamboo basketry 3 re-lays 1-2 layer GSZ 4 afterwards; Perhaps, GSZ 4 and/or bamboo basketry 3 do not take staggered mode of laying under being the situation of one deck.The selection of its paving mode should be decided according to concrete operating mode.
3) level is laid drainage blanket on said initial stressed layer, and this drainage blanket is a certain thickness melon seeds sheet bed course 2 in the present embodiment.Obviously those skilled in the art can recognize, in the above-mentioned employing of mentioning for melon seeds sheet bed course 2, also can adopt other hardcore beds, sand cushion, or other equivalent structures are alternative, and the thickness of laying simultaneously depends on the character of superficial part foundation soil.
4) be provided with and somely vertically pass through said drainage blanket, initial stressed layer and go deep into the plastic drain 5 in the ground, with as vertical drain, and constitute crisscross drainage channel with drainage blanket.Obviously those skilled in the art can recognize, in the above-mentioned employing of mentioning for plastic drain 5, also can adopt sand drain, or other equivalent structures substitute.
5) foundation structure that above-mentioned steps produced is carried out secondary leveling, with as afterwards the surface of rolling.The secondary leveling refers to the ballast aggregate bed course 1 of on the above-mentioned foundation structure that produces, evenly laying 20-40CM thickness in the present embodiment.
6) at first utilize open drain and/or covered conduit and drainage pump with 2M under said soft foundation draining to the face of land, adopt bulldozer to come and go afterwards again and roll 3-5 time, every all over being no less than 1 day blanking time.
7) adopt road roller to come and go static pressure 5-7 time, every all over being no less than 2 days blanking time.
8) adopt road roller to come and go vibroroller cmpacting number time, every all over being no less than 3-5 days blanking time, concrete pass is confirmed according to sedimentation data, soil layer property and ground processing standard.Road roller vibroroller cmpacting route is as shown in Figure 4.
The construction process that the inventive method is related includes but not limited to eight above-mentioned steps.Also should in conjunction with common job practices, as offer technological means such as culvert, collecting well in the concrete construction according to concrete operating mode.Below be elaborated for construction requirement and material selection.
Two, construction requirement
Gutter, collecting well:
(1) layout in gutter takes into full account the layout of planning road, pioneer road, utilize existing ditch, present place to be principle, and the certain intervals place is provided with collecting well in the gutter.
(2) draining flows to and is: rubble french drain → secondary gutter → main drain → collecting well → establish culvert (or adopting the forced-ventilated measure) to drain into the outside, place.Rubble in the french drain can wrap up with geotextiles, mixes with the hole side soil body to prevent the french drain rubble, influences drainage effect.
(3) in the work progress, the local ponding in place should in time take water pump to extract.The open drain in the relatively poor location of soil property, the employing bamboo fence adds the supporting measure of woven cloth, in case the open drain caves in.
(4) collecting well is 3m * 3m, well depth 3m, and side slope and bottom are provided with the bamboo basketry as bank protection and filtering layer.
The laying of melon seeds sheet bed course 2:
(1) subregion advances laying according to the order of sequence, and the laying depth allowable variation is ± h/10 (h is the thickness of melon seeds sheet bed course 2) check point of every 500m during check.
(2) in the process of deployment, should avoid the top layer weak soil is produced excessive disturbance, thereby cause melon seeds sheet bed course 2 to mix, influence the drainage effect of melon seeds sheet bed course 2 with barged-in fill 6.
Plastic drain 5 constructions
(1) construction depth is counted from melon seeds sheet bed course 2 surfaces, plugs degree of depth allowable variation ≯ 10cm, perpendicularity deviation ≯ 1.5%.After tube drawing is cut off plastic drain 5; It is 20cm that plastic drain 5 tops exceed melon seeds sheet bed course 2 length; The length that rewinds plastic drain 5 behind the tube drawing should not surpass 50cm; To surpass 50cm and less than the quantity of 200cm be controlled at sum 1% in, add band like plastic drain 5 and surpass 2m, then should mend and beat.
(2) water filtration membrane of plastic drain 5 should be avoided in the process damaging with setting at rotating disk, prevents that mud from getting into the plate core and stopping up drain hole, influences the drainage effect of plastic drain 5.
(3) plastic drain 5 is connected and will firmly throws off when avoiding carrying pipe with the stake point, and plastic drain 5 is taken out of.
(4) the sharp flush end of stake cooperates with the conduit boots and will suitably avoid the fissure of displacement, prevents that mud from getting into conduit in the process of setting.
When (5) plastic drain 5 needs spreading,, should adopt the method for attachment of flat overlap joint in the water filtration membrane, for guaranteeing that input is unimpeded and enough bond strengths, lap length ≮ 20cm being arranged for reducing plate and conduit resistance.
(6) checks in time such as plastic draining 5 belt constructions reply draining band plan-position, spacing, quantity, protruded length, and should plug the degree of depth according to plastic drain 5 consumptions and hole count check.
Three, material selection
(1) plastic drain 5: adopt Type B, the wide 100mm of plate, thickness of slab 4mm, wrench exceed melon seeds sheet bed course 2 tops and are not less than 20cm, and its quality should satisfy standard " plastic drain quality control standards (QCS) " requirement (TJT/T257-96).Concrete performance indications are following:
Project Index
Vertical water-flowing amount (cm 3/s) ≮40
Filter membrane transmission coefficient (cm/s) ≮5×10 -4
Core band tensile strength (N/cm) ≮150
Filter membrane tensile strength (dry state) (N/cm) ≮30
Filter membrane tensile strength (hygrometric state) (N/cm) ≯25
Fatigability Doubling is not ruptured for 5 times
(2) melon seeds sheet bed course 2 quality specificationss
Particle diameter Nonuniformity coefficient Transmission coefficient Mud content Organic content
2.0mm≤D85≤10.0mm 0.1mm≤D10≤0.84mm Cu≥3.0 ≥2×10 -2cm/s ≤3% ≤5%
(3) ballast aggregate bed course 1 quality specifications
Maximum particle diameter Mud content Organic content
≤40mm ≤3% ≤5%
(4) the bamboo basketry 3: bamboo basketry 3 specifications are 1000 * 1000800mm * 1200mm, should check whether bamboo basketry 3 weaves firmly before laying, 3 overlap joints of bamboo basketry 200mm, and emptying spacing 200mm, lap-joint is fixed with the iron wire colligation.
(5) rubble: adopt graded broken stone, nonuniformity coefficient Cu >=5, mud content is less than 3%.
(6) GSZ 4: select the two-way GSZ of PP (TGSG30-30) for use, and every fabric width degree 4-6m, transverse lap length is 200 between the width of cloth, the grid index should satisfy following table:
Project Index
Longitudinal stretching yield force (kN/m) ≥30
Cross directional stretch yield force (kN/m) ≥30
Vertical elongation at yield rate (%) ≤13
Horizontal elongation at yield rate (%) ≤16
(7) geotextiles: have water permeability, quality index is 200g/m 2
Four, the advantage of technical scheme of the present invention
Choose a mud matter cohesive soil and be main soft foundation, after embodiment of the present invention and prior art were compared test, its advantage was following:
(1) the technique effect superiority of economy, duration aspect
Through multi-scheme relatively, adoptable suitable Soft Ground scheme is: vacuum method and present embodiment technical scheme.Different economic technology schemes will cause the construction costs notable difference that ground is handled, and following table is the comparisons of two kinds of schemes from economy and duration aspect.
According to the analysis of conventional method for processing foundation, vacuum method is for having better economic technology property in the weak viscous soil horizon method for processing foundation.Adopt technical scheme of the present invention, can practice thrift 40%, handle the duration and can practice thrift 30% with respect to the vacuum method disposal cost.
(2) the ground treatment effect is analyzed
Shallow soil characteristic before and after ground is handled (analysis of static sounding test achievement)
Shown in Fig. 5-6 and following table, the test soft foundation of choosing in the present embodiment, owing to reasons such as hydraulic fill sand source, hydraulic reclamation technologies, the thicker soft layer of its top layer barged-in fill 6 distributions, the soil body is stream and moulds shape, and quiet spy Ps average is 0.33MPa.
After place superficial part barged-in fill 6 grounds were handled, excess pore water pressure was obviously dissipated in the soil body, and the soil solidifying degree increases, and soil strength is effectively strengthened.
The specific penetration resistance Ps average of shallow-layer barged-in fill 6 relatively before and after ground was handled
Shallow soil characteristic (load, plate static load test analysis) before and after ground is handled
According to the load, plate static load test result after the ground processing, the ground that adopts the present technique scheme to carry out after ground is handled all reaches designing requirement.Digging machine was absorbed in the mud before ground was handled, but ground is handled all normal constructions of the conventional construction equipment in back, can satisfy general construction equipment walking.
Load, plate static load test basic parameter:
Designing requirement:
Site category Ground is handled back court ground absolute altitude (m) Characteristic value of foundation bearing capacity (kPa) Draft heap(ed) capacity (kPa) the most greatly
A1 4.1 80 160
B2, C3 class 3.5
Test job amount: 37 points
Job practices: ground is a barged-in fill 6, adopts discharging consolidation associating vibroroller cmpacting to reinforce.
Stand-down:
Result of the test and analysis
The p-s curve of 37 testing site test gained is milder, and settling amount is less, and the s-lgt curve is all more straight; After being offloaded to zero, significantly resilience is arranged.The testing site foundation soil is described under the effect of maximum load amount, the stress that all do not reach capacity, ground reaches the expection standard after handling.
In sum, the present invention has following characteristics:
(1) existing soil layer construction form disturbance is less, and under the prerequisite of not destroying the soil structures form, combining through vibroroller cmpacting and vertical plastic draining board 6 promotes the discharging consolidation of the soil body, improves soil strength.
(2) the ground disposal cost is low, and construction is simple, requires low to handling preceding bearing capacity of foundation soil (vibroroller cmpacting equipment).
(3) generally can handle the degree of depth in the 3-5m scope, the shallow-layer soil strength has big amplification, and is comparatively favourable for later stage piling construction control pile foundation verticality.

Claims (9)

1. soft-soil foundation treatment method is characterized in that this method includes following steps:
1) face of land of said soft foundation is cleared up and flattened;
2) on the face of land after the leveling, lay the initial stressed layer;
3) level is laid drainage blanket on said initial stressed layer;
4) be provided with and somely vertically pass through said drainage blanket, initial stressed layer and go deep into the drainage channel in the ground;
5) foundation structure that above-mentioned steps produced is carried out the secondary leveling;
6) adopt bulldozer to come and go and roll the foundation structure after secondary flattens;
7) adopt road roller to come and go the foundation structure that the static pressure step 6) is produced;
8) adopt road roller to come and go the foundation structure that the vibroroller cmpacting step 7) is produced.
2. a kind of soft-soil foundation treatment method according to claim 1 is characterized in that said initial stressed layer is 1-2 layer GSZ or the combination construction that constitutes for 1-2 layer bamboo basketry or for 1-2 layer GSZ and bamboo basketry.
3. a kind of soft-soil foundation treatment method according to claim 1 is characterized in that said drainage blanket is the uniform melon seeds sheet of a thickness hardcore bed.
4. a kind of soft-soil foundation treatment method according to claim 1 is characterized in that said drainage channel is a plastic drain.
5. a kind of soft-soil foundation treatment method according to claim 1 is characterized in that said secondary leveling refers to the ballast aggregate of evenly laying 20-40CM thickness on the foundation structure that produces in step 4).
6. a kind of soft-soil foundation treatment method according to claim 1, it is characterized in that at first utilizing in the step 6) open drain with or covered conduit and drainage pump with 2M under said soft foundation draining to the face of land, adopt bulldozer to come and go afterwards again and roll.
7. according to claim 1 or 6 described a kind of soft-soil foundation treatment methods, it is characterized in that coming and going the number of times that rolls in the step 6) is 3-5 time, every all over being no less than 1 day blanking time.
8. a kind of soft-soil foundation treatment method according to claim 1, the number of times that it is characterized in that the said round static pressure of step 7) is 5-7 time, and is every all over being no less than 2 days blanking time.
9. a kind of soft-soil foundation treatment method according to claim 1 is characterized in that the number of times of the said vibroroller cmpacting of step 8) should be confirmed according to sedimentation data, soil layer property and ground processing standard, and is every all over 3-5 days blanking time.
CN2009102013062A 2009-12-17 2009-12-17 Soft soil foundation treatment method Active CN101761065B (en)

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Families Citing this family (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102383413B (en) * 2011-08-31 2013-11-20 中建五局土木工程有限公司 Method for constructing strengthened saturated-flow plastic silt soft soil foundation
CN103225267B (en) * 2013-03-29 2015-07-15 天津二十冶建设有限公司 Construction method of deep and thick soft soil foundation bed bridge abutment
CN103469783B (en) * 2013-10-04 2015-05-27 温州泓呈祥科技有限公司 Method for reinforcing soft soil foundation
CN103966997B (en) * 2014-04-25 2016-05-25 上海岩土工程勘察设计研究院有限公司 The construction method of ground processing is carried out in utilization with the perfusion engineering pile of steel bushing
CN104060601B (en) * 2014-04-25 2016-05-11 上海岩土工程勘察设计研究院有限公司 The construction method of utilizing precast construction stake pile foundation to carry out ground processing
CN104234067A (en) * 2014-10-08 2014-12-24 潘林有 Method for treating coast weak soil unconsolidated soil
CN107287999A (en) * 2017-06-09 2017-10-24 中国铁建大桥工程局集团有限公司 Rigid pile composite foundation united drainage consolidation reinforces highway soft soil ground construction

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101302757A (en) * 2008-03-07 2008-11-12 张伯谦 Method for quickly processing heavy layer soft soil foundation
CN201165659Y (en) * 2008-06-12 2008-12-17 中交第一航务工程勘察设计院有限公司 Direct discharging type vacuum preloading reinforced soft soil function structure
CN101392526A (en) * 2007-09-17 2009-03-25 上海远东国际桥梁建设有限公司 Wet and soft earth foundation processing method

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101392526A (en) * 2007-09-17 2009-03-25 上海远东国际桥梁建设有限公司 Wet and soft earth foundation processing method
CN101302757A (en) * 2008-03-07 2008-11-12 张伯谦 Method for quickly processing heavy layer soft soil foundation
CN201165659Y (en) * 2008-06-12 2008-12-17 中交第一航务工程勘察设计院有限公司 Direct discharging type vacuum preloading reinforced soft soil function structure

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