CN103755318A - Underground diaphragm wall grooving wall-protection slurry and method in red sandstone pebble bed - Google Patents
Underground diaphragm wall grooving wall-protection slurry and method in red sandstone pebble bed Download PDFInfo
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Abstract
The invention relates to an underground diaphragm wall grooving wall-protection slurry and method in red sandstone pebble bed. The wall-protection slurry is prepared from water, bentonite, sodium carbonate and CMC (Carboxymethyl Cellulose) according to mass ratio; the wall-protection slurry is characterized in that the mass ratio of water to bentonite to sodium carbonate to CMC is 1000:80:3:1, specific gravity of the prepared wall-protection slurry is 1.05-1.10gcm<3>, viscosity is 18-24s, and filter cake thickness is not more than 1.5mm; in use, specific gravity of the wall-protection slurry is 1.10-1.25g/cm<3>, viscosity is 20-30s, sand factor is not more than 7% and filter cake thickness is not more than 3mm. With the underground diaphragm wall grooving wall-protection slurry and method in red sandstone pebble bed, the problem that the groove wall is easy to collapse or shrink in underground diaphragm wall grooving construction under the geological conditions of pebble bed of red sandstone is solved effectively, stability of groove wall in underground diaphragm wall grooving construction is guaranteed, moreover, dosage of wall-protection slurry material is also reduced under premise that stability of the groove wall is guaranteed, resource is saved and construction cost is reduced.
Description
Technical field
The present invention relates to continuous wall trench underground slurry coat method proportioning and using method that a kind of building operation is used, continuous wall trench underground slurry coat method proportioning and using method in especially a kind of Red Sandstone pebble bed.
Background technology
In construction of diaphragm wall process, from starting grooving, to mud building groove section concrete, need be full of all the time groove section, play that liquid supports, stable, the suspension body refuse of protection excavation groove face, cooling cutting machine tool, cutter are cut soil the effect such as lubricated.Therefore the correct use of mud is the key of continuous wall trench underground success or not.
Lanzhou engineering is the landmark of Lanzhou and even whole the Northwest, and main building height 250m is the Northwest's the first high building.The underground four layer region cutting depths in high building region are respectively 23.6m and 22.4m, and annex region cutting depth is 21.6m, and its excavation of foundation pit degree of depth is also the darkest whole the Northwest is current, and in the Northwest, also not having similar engineering to put into practice can be for reference.This project Foundation Pit Construction adopts underground diaphragm wall in conjunction with the support form of inner support, and this is the first underground diaphragm wall engineering in Lanzhou and even whole the Northwest, is also to use first continuous wall trench underground slurry coat method, has ground-breaking meaning.And there were significant differences for this project stratum and the coastal region in east China, and Site soil is poor, soil body sand content is large: between engineering superficial part flour sand layer and pebble bed particle, fine particle weighting material generally lacks, and silt content is little, and permeability coefficient is large, and water-permeable is strong; It is lower is sand layers, and this layer has the feature of " meet strength decreased after water softening, disturbance, particularly have under regimen condition intensity after disturbance sharply reduce ", and this layer of distribution whole audience, buried depth is darker.Engineering bury of groundwater is more shallow, and perched water water level is the following 0.5～2.5m in earth's surface, and without unified stable water level face; Underground hole groundwater level 3.2～4.3m below earth's surface, and such permeability of aquifer is good, and the water yield is large.
In this stratum of pebbled sandstone layer of phreatic high, high-moisture, carry out construction of diaphragm wall, have more unstable and uncertain factor, be mainly manifested in the following aspects:
(1) underground diaphragm wall of constructing in these stratum easily causes mud loss, thereby causes cell wall unstability to be caved in, and can cause follow-up concrete perfusion fullness coefficient to increase, and body of wall is occurred outstanding, brings difficulty to later stage excavation of foundation pit.
(2) the simple and easy ground wall grooving stage mud liquid level that causes of too high, the fixed level buried depth of ground water table is less than normal with underground water level difference, and mud is less to the abutment pressure of cell wall, affect the formation of mud skin, is unfavorable for that cell wall stablizes.
(3) very easily there is water burst, gush the engineering project disasters such as sand in construction in Saturated Sand Layer.When the underground latent water water yield, current are larger, not only can dilute mud, and easily cause landslip of the sides of the trench.
(4) in water-rich sand layer, carry out mud circulation trenching construction, because underground water, sand grains may be sneaked in mud, can cause that mud property worsens, stablizing of cell wall increased again to new uncertain factor.
In sand-pebble layer, determine that the stable of cell wall is the key of this project continuous wall trench underground Construction control, also do not have the use experience of continuous wall trench underground slurry coat method under this geologic condition at present.
Summary of the invention
The present invention will solve that the construction of continuous wall trench underground under pebble bed Red Sandstone geologic condition cell wall easily caves in or the problem of undergauge, guarantee the stability of cell wall in construction of diaphragm wall process, and a kind of continuous wall trench underground slurry coat method and the method in Red Sandstone pebble bed is provided.
For achieving the above object, technical scheme of the present invention is: the continuous wall trench underground slurry coat method in a kind of Red Sandstone pebble bed, formulated in mass ratio by water, wilkinite, soda ash, CMC, it is characterized in that: water: wilkinite: soda ash: CMC=1000:80:3:1, the proportion 1.05～1.10g/cm of the slurry coat method of preparing
3, viscosity 18～24s, mudcake thickness≤1.5mm; In use, the proportion 1.10～1.25g/cm of slurry coat method
3, viscosity 20～30s, sand factor≤7%, mud skin depth≤3mm.
A compound method for continuous wall trench underground slurry coat method in Red Sandstone pebble bed, every a collection of mud starting material are marched into the arena, and first do little sample testing, when reach quality than requirement value after, carry out batch mixing; During batch mixing mud, according to aforementioned proportioning, carry out, and prepare in advance the CMC aqueous solution of mass ratio 2%, the water-soluble liquid measure of CMC that should add according to aforementioned proportioning conversion when stirring, churning time is controlled according to temperature, in when more than 10 ℃, guarantee that churning time is greater than 6min, in the time of below 10 ℃, extend churning time.
The using method that continuous wall trench underground slurry coat method in a kind of Red Sandstone pebble bed is joined, the slurry coat method that mixing is good is used in input slot section for standing 24 hours after aquation, slurry coat method is delivered in the groove section of grooving by pump suction pipe road, until one-tenth trough end, in input process, is controlled the liquid level of mud, guarantee that slurry coat method liquid level is more than ground water table 0.60m, and be not less than and lead the following 0.25m of wall end face, when falling, liquid level to mend in time slurry, with anti-collapse; The replaced mud out of groove section is carried out to desanding processing, test simultaneously, until indices reuses after meeting above-mentioned requirements.
The invention has the beneficial effects as follows:
(1) the present invention can effectively solve that the construction of continuous wall trench underground under pebble bed Red Sandstone geologic condition cell wall easily caves in or the problem of undergauge, guarantees the stability of cell wall in construction of diaphragm wall process.
(2) mud property of the present invention's preparation is good, and the quality of the mud formation mud skin in groove section is also better, high in ground water table, in the large stratum of permeability coefficient, effectively played isolation underground water, prevented that underground water from entering groove inlet section dilution mud, prevented that mud from infiltrating through in stratum in a large number.
(3) guaranteeing that under the stable prerequisite of cell wall, the present invention can also reduce slurry coat method material usage, saving construction cost economizes on resources.
Embodiment
Below in conjunction with concrete embodiment, further set forth the present invention.Should be understood that these embodiments are only not used in and limit the scope of the invention for the present invention is described.In addition should be understood that those skilled in the art can make various changes or modifications the present invention after having read the content of the present invention's instruction, these equivalent form of values fall within the application's appended claims limited range equally.
Continuous wall trench underground slurry coat method in Red Sandstone pebble bed of the present invention, by water, wilkinite, soda ash, CMC (Xylo-Mucine), by certain mass ratio configuration, formed, water: wilkinite: soda ash: CMC=1000:80:3:1, the slurry coat method of preparing is newly starched control indexes and is existed: proportion 1.05～1.10g/cm3, viscosity 18～24s, mudcake thickness≤1.5mm; In use circulating mud control indexes exists: proportion 1.10～1.25g/cm3, viscosity 20～30s, sand factor≤7%, mud skin depth≤3mm.
The compound method of the continuous wall trench underground slurry coat method in Red Sandstone pebble bed of the present invention, every a collection of mud starting material are marched into the arena, and first do little sample testing, after reaching required value, can carry out batch mixing.During batch mixing mud, in strict accordance with aforementioned proportioning, carry out, and prepare in advance the CMC aqueous solution of mass ratio 2%, the water-soluble liquid measure of CMC that should add according to aforementioned proportioning conversion when stirring, by the water-soluble liquid measure of the CMC converting out, directly make an addition in agitation vat, churning time is controlled according to temperature, in when more than 10 ℃, guarantees that churning time is greater than 6min, the appropriate churning time that extends in the time of below 10 ℃.The mud of every a collection of new mixing will carry out the test of the salient features of mud, and the mud that meets technical requirements just allows to use.If above-mentioned mud index can not meet cell wall soil stabilization, must adjust mud index.
The using method that continuous wall trench underground slurry coat method in Red Sandstone pebble bed of the present invention is joined, the mud that mixing is good can be used in input slot section for standing 24 hours after abundant aquation.Mud is delivered to by pump suction pipe road in the groove section of grooving, and along with becoming the increase of groove depth, mud is input endlessly also, until become trough end.In input process, strictly control the liquid level of mud, guarantee that mud level is more than ground water table 0.60m, and be not less than and lead the following 0.25m of wall end face, liquid level will be mended slurry during whereabouts in time, with anti-collapse.In slurry transportation process, accomplish in time, accurately, avoid causing supply too much, slurries overflow leads wall, or supplies very fewly, and slurries are not enough and cause the situation of soil body slump to occur.Mud is recycle, and in trenching construction, mud can be subject to the impact of various factors and reduce quality.For guaranteeing retaining wall effect and concrete quality, the replaced mud out of groove section is carried out to desanding processing, test, until indices can reuse after meeting the requirements simultaneously.Generation because of useless slurry, can cause the minimizing of whole slurry amount, so the slurry amount on backstage is supplemented, will catch up with in time, avoids starching quantity not sufficient and affects construction speed.New supplementary mud can be used after meeting the requirements.
Application implementation example of the present invention:
Lanzhou engineering is the landmark of Lanzhou and even whole the Northwest, main building height 250m, for the Northwest's the first high building, Lanzhou Deep Foundation Pit area is about 20100m2, foundation ditch periphery linear meter is 558m, underground four layers, cutting depth is 23.6m the most deeply, is the deep basal pit in whole the Northwest.This project Site soil is poor, and soil body sand content is large, and between superficial part flour sand layer and pebble bed particle, fine particle weighting material generally lacks, and silt content is little, and permeability coefficient is large, and water-permeable is strong, and it is lower is sand layers, this layer of distribution whole audience ground, and buried depth is darker.Engineering bury of groundwater is more shallow, and perched water water level is the following 0.5～2.5m in earth's surface, and without unified stable water level face; Underground hole groundwater level 3.2～4.3m below earth's surface, and such permeability of aquifer is good, and the water yield is large.
Mud and using method by the present invention's preparation are applied in this project construction of diaphragm wall, newly starch index after tested all in controlled range.This project one has 97 width ground walls, this 97 width ground wall is got to the above 2m of bottom land place mud after the clear base of every width ground wall and carry out the test of performance index, test result shows: in the situation that soil body sand content is large, the mud balance of all groove sections is all between 1.10～1.20, remove extremely indivedual groove section viscosity and sand factor slightly bigger than normal outside, all the other groove section mud viscosities are all between 20s～30s, the sand content in mud overwhelming majority is positioned at below 7%, and the circulating mud performance index of this explanation in the process of construction are within controlled range.This project 97 width underground diaphragm walls are completion smoothly all, ground wall construction fullness coefficient is totally in 1.03 left and right, confirmed from the side and in the process of trenching construction, substantially do not occurred caving in and undergauge, this is extremely rare for constructing in sand-pebble layer.At the excavation that carries out foundation ditch, from the situation of excavation, wall grooving quality in ground is good at present, and wall surface levelling, almost without metope a bay window phenomenon.Engineering bury of groundwater is more shallow, and perched water water level is the following 0.5～2.5m in earth's surface, and without unified stable water level face; Underground hole groundwater level 3.2～4.3m below earth's surface, and such permeability of aquifer is good, and the water yield is large, and this engineering is not in the situation that doing peripheral high-pressure spiral jetting diaphragm, all and small, this has also illustrated the construction of diaphragm wall quality of this engineering for infiltration point and water percolating capacity.The above use of the present invention in changing engineering construction of diaphragm wall that all can illustrate is successfully, the present invention first in the Northwest's Red Sandstone and sand-pebble layer the successful Application of continuous wall trench underground slurry coat method there is great demonstration meaning.
Claims (3)
1. the continuous wall trench underground slurry coat method in a Red Sandstone pebble bed, formulated in mass ratio by water, wilkinite, soda ash, CMC, it is characterized in that: water: wilkinite: soda ash: CMC=1000:80:3:1, the proportion 1.05～1.10g/cm of the slurry coat method of preparing
3, viscosity 18～24s, mudcake thickness≤1.5mm; In use, the proportion 1.10～1.25g/cm of slurry coat method
3, viscosity 20～30s, sand factor≤7%, mud skin depth≤3mm.
2. a compound method for the continuous wall trench underground slurry coat method in Red Sandstone pebble bed claimed in claim 1, is characterized in that: every a collection of mud starting material are marched into the arena, and first do little sample testing, when reach quality than requirement value after, carry out batch mixing; During batch mixing mud, according to aforementioned proportioning, carry out, and prepare in advance the CMC aqueous solution of mass ratio 2%, the water-soluble liquid measure of CMC that should add according to aforementioned proportioning conversion when stirring, churning time is controlled according to temperature, in when more than 10 ℃, guarantee that churning time is greater than 6min, in the time of below 10 ℃, extend churning time.
3. the using method that the continuous wall trench underground slurry coat method in a Red Sandstone pebble bed claimed in claim 1 is joined, it is characterized in that: the slurry coat method that mixing is good is used in input slot section for standing 24 hours after aquation, slurry coat method is delivered in the groove section of grooving by pump suction pipe road, until one-tenth trough end, in input process, control the liquid level of mud, guarantee that slurry coat method liquid level is more than ground water table 0.60m, and be not less than and lead the following 0.25m of wall end face, when falling, liquid level to mend in time slurry, with anti-collapse; The replaced mud out of groove section is carried out to desanding processing, test simultaneously, until indices reuses after meeting above-mentioned requirements.
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Cited By (7)
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|---|---|---|---|---|
| CN106675530A (en) * | 2016-12-16 | 2017-05-17 | 刘子儒 | Method for inhibiting red sandstone from disintegration |
| CN107200521A (en) * | 2017-07-21 | 2017-09-26 | 广东省源天工程有限公司 | The preparation method of sand seam geology diaphram wall grooving slurry coat method |
| CN109989438A (en) * | 2019-04-09 | 2019-07-09 | 中国电建集团铁路建设有限公司 | A kind of rich water sand pebble layer ultra-deep ground-connecting-wall forming construction method thereof |
| CN110066661A (en) * | 2019-04-23 | 2019-07-30 | 中铁四局集团有限公司 | Retaining wall slurry for underground continuous wall of deep and large foundation pit in gravel stratum and preparation method of retaining wall slurry |
| CN111305215A (en) * | 2020-03-03 | 2020-06-19 | 中铁二十二局集团轨道工程有限公司 | Bentonite slurry mixing proportion blending method in underground continuous wall construction |
| CN111675510A (en) * | 2020-05-28 | 2020-09-18 | 浙江土工岩土科技有限公司 | Slurry for construction of pebble and boulder strata |
| CN117756461A (en) * | 2023-12-26 | 2024-03-26 | 中铁二十四局集团有限公司 | Bored pile dado mud in deep sand layer geological environment |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106675530A (en) * | 2016-12-16 | 2017-05-17 | 刘子儒 | Method for inhibiting red sandstone from disintegration |
| CN106675530B (en) * | 2016-12-16 | 2019-01-22 | 刘子儒 | A method of inhibiting Red Sandstone disintegration |
| CN107200521A (en) * | 2017-07-21 | 2017-09-26 | 广东省源天工程有限公司 | The preparation method of sand seam geology diaphram wall grooving slurry coat method |
| CN107200521B (en) * | 2017-07-21 | 2022-04-26 | 广东省源天工程有限公司 | Preparation method of trench digging and wall protecting slurry for sand layer geological underground continuous wall |
| CN109989438A (en) * | 2019-04-09 | 2019-07-09 | 中国电建集团铁路建设有限公司 | A kind of rich water sand pebble layer ultra-deep ground-connecting-wall forming construction method thereof |
| CN110066661A (en) * | 2019-04-23 | 2019-07-30 | 中铁四局集团有限公司 | Retaining wall slurry for underground continuous wall of deep and large foundation pit in gravel stratum and preparation method of retaining wall slurry |
| CN111305215A (en) * | 2020-03-03 | 2020-06-19 | 中铁二十二局集团轨道工程有限公司 | Bentonite slurry mixing proportion blending method in underground continuous wall construction |
| CN111675510A (en) * | 2020-05-28 | 2020-09-18 | 浙江土工岩土科技有限公司 | Slurry for construction of pebble and boulder strata |
| CN117756461A (en) * | 2023-12-26 | 2024-03-26 | 中铁二十四局集团有限公司 | Bored pile dado mud in deep sand layer geological environment |
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Inventor after: Luo Yunfeng Inventor after: Liu Yonghui Inventor after: Wu Jiemei Inventor after: Li Yaoliang Inventor after: Yuan Fen Inventor after: Liu Jiafeng Inventor after: Wu Tao Inventor after: Xu Hua Inventor after: Li Qi Inventor before: Luo Yunfeng Inventor before: Wu Jiemei Inventor before: Li Yaoliang Inventor before: Yuan Fen Inventor before: Liu Jiafeng Inventor before: Wu Tao Inventor before: Xu Hua |
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Free format text: CORRECT: INVENTOR; FROM: LUO YUNFENG WU JIEMEI LI YAOLIANG YUAN FEN LIU JIAFENG WU TAO XU HUA TO: LUO YUNFENG LIU YONGHUI WU JIEMEI LI YAOLIANG YUAN FEN LIU JIAFENG WU TAO XU HUA LI QI |
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Effective date of registration: 20141230 Address after: 200433 Yangpu District, Shanghai Star Road, No. 231 Applicant after: Shanghai Foundation Engineering Group Co., Ltd. Applicant after: Gansu Tianhong Jinyun Co., Ltd. Address before: 200433 Yangpu District, Shanghai Star Road, No. 231 Applicant before: Shanghai Foundation Engineering Group Co., Ltd. |
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Application publication date: 20140430 |