CN112575765A - Method for treating sealed curtain wall by utilizing sludge construction vacuum preloading - Google Patents
Method for treating sealed curtain wall by utilizing sludge construction vacuum preloading Download PDFInfo
- Publication number
- CN112575765A CN112575765A CN202011494942.1A CN202011494942A CN112575765A CN 112575765 A CN112575765 A CN 112575765A CN 202011494942 A CN202011494942 A CN 202011494942A CN 112575765 A CN112575765 A CN 112575765A
- Authority
- CN
- China
- Prior art keywords
- curtain wall
- mixing
- silt
- slurry
- clay
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Paleontology (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
本发明公开了一种利用淤泥施工真空预压处理密封帷幕墙的方法，包括以下步骤，墙体材料准备；泥浆制备；对制备好的泥浆进行密封帷幕墙施工。墙体材料选用土质均匀、呈饱和、流塑状态的淤泥或者呈饱和、流塑状态的淤泥质粘土。淤泥和淤泥质粘土粘粒含量大于40％，搅拌用淤泥掺入量为30～60％。本发明因地制宜使用淤泥代替粘土施工密封帷幕墙不仅能有效解决了粘土缺乏地区真空预压密封墙墙体材料的供应问题，还节省了粘土的运输费用，提高了真空预压处理方法在粘土缺乏地区的适用性和经济性。
The invention discloses a method for using mud to construct a vacuum preloading treatment sealed curtain wall, comprising the following steps: wall material preparation; mud preparation; and sealing the curtain wall construction on the prepared mud. The wall material is made of silt with uniform soil quality, saturated and flow-plastic state, or silt clay with saturated and flow-plastic state. The clay content of silt and silty clay is more than 40%, and the mixing amount of silt for stirring is 30-60%. The invention uses silt instead of clay to construct the sealed curtain wall according to local conditions, which can not only effectively solve the problem of supplying the wall materials of the vacuum pre-pressed sealing wall in the clay-deficient area, but also save the transportation cost of the clay, and improve the vacuum pre-pressing treatment method in the clay-deficient area. applicability and economy.
Description
Technical Field
The invention relates to the field of water conservancy and port engineering construction, in particular to a method for treating a sealed curtain wall by utilizing sludge construction vacuum preloading.
Background
Vacuum preloading is a method for reinforcing soft soil foundation, wherein the tightness of a vacuum preloading system is a decisive factor for ensuring the treatment effect, and a sealing curtain wall serving as a vertical sealing system can effectively block a breathable layer and a permeable layer of a preloading boundary to ensure that the vacuum degree reaches the relevant standard. In the traditional vacuum prepressing treatment system, the mixing soil adopted by the waterproof curtain wall is clay, but part of the waterproof curtain wall is far away from the clay producing area in the reclamation land area by blowing, the clay transportation cost is high, and the supply amount cannot be ensured, so that the application of the clay curtain wall in some engineering projects of similar areas is restricted.
Disclosure of Invention
This section is for the purpose of summarizing some aspects of embodiments of the invention and to briefly introduce some preferred embodiments, and in this section as well as in the abstract and the title of the invention of this application some simplifications or omissions may be made to avoid obscuring the purpose of this section, the abstract and the title of the invention, and such simplifications or omissions are not intended to limit the scope of the invention.
The present invention has been made keeping in mind the above problems occurring in the prior art and/or the problems occurring in the prior art.
Therefore, the invention provides a construction method for constructing a vacuum prepressing sealing curtain wall by using sludge, aiming at solving the problem that a clay curtain wall cannot be constructed in a part of clay-deficient areas, ensuring that the engineering project in the area can utilize the sludge to construct the curtain wall according to local conditions and simultaneously meeting the requirement of vacuum degree under a film. The method is generally applicable to areas where clay is scarce, but where sludge is generally distributed.
In order to solve the technical problems, the invention provides the following technical scheme: a method for processing a sealed curtain wall by utilizing sludge construction vacuum preloading comprises the following steps,
s1, preparing wall materials;
s2, preparing mud;
and S3, performing sealed curtain wall construction on the prepared slurry.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the wall material is selected from sludge with uniform soil quality and in a saturated and fluid-plastic state or sludge clay in a saturated and fluid-plastic state.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the clay content of the sludge and the muddy clay is more than 40%, and the mixing amount of the sludge for stirring is 30-60%.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the preparation of the slurry is completed by adopting a barrel type stirrer, water is firstly added according to the mixing amount of each tank, bentonite is added according to the proportion in sandy soil layer areas, then silt is added into the stirring tank for stirring, and water and the silt are added according to the density requirement of the slurry; manually filling bagged sand beside the applied curtain wall to form a slurry pool with the height of 3m multiplied by 3m and 1.5 m; the bottom of the slurry pool is maintained by adopting a plastic film, and the arrangement number of the slurry pools is arranged according to the area of the construction area; before slurry is sent, the slurry needs to be continuously stirred in a mortar stirrer.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the slurry is prepared according to the slurry density of 13-14 KN/m3Construction is carried out, and the slurry concentration is adoptedSampling and detecting by a hydrometer, wherein the specific gravity is more than 1.3.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the construction of the sealed curtain wall keeps the pile driver horizontal, the stirrer is vertical, the pile position is accurate, the pile driver is guaranteed to be supported stably, the pile position deviation is less than or equal to 50mm, and the verticality is less than 1%.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the construction of the sealed curtain wall adopts sludge grouting, the diameter of a stirring blade of a double-shaft stirring single shaft is 0.7m in stirring, the lap joints among piles are 20cm, and the stirring width is about 1.2 m; and a four-spraying and four-stirring process is adopted for stirring.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the four-spraying and four-stirring process comprises the steps of filling and conveying the slurry, lifting and conveying the slurry, filling and conveying the slurry, lifting and conveying the slurry and stirring.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the slurry conveying and mixing in-situ rotary spraying time of the sludge interlayer thin sand layer area is more than 30 seconds;
the slurry conveying and mixing in-situ rotary spraying time of the thick sand layer area of the sludge is more than 60 seconds;
the slurry conveying and mixing in-situ rotary spraying time of the sandy soil area is more than 60 seconds, and bentonite is prepared in the slurry.
As a preferable scheme of the method for processing the sealed curtain wall by utilizing the sludge construction vacuum preloading, the method comprises the following steps: the thickness of the sealed curtain wall is 1.2m, and the depth of the mixed sludge entering the sand layer is more than 100cm by adopting double-shaft mixing.
The invention has the beneficial effects that: the invention can effectively solve the problem of the supply of wall materials of the vacuum preloading sealing wall in the clay-deficient area by replacing clay with silt according to local conditions, saves the transportation cost of the clay, and improves the applicability and the economical efficiency of the vacuum preloading processing method in the clay-deficient area.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without inventive exercise. Wherein:
FIG. 1 is a graph of vertical pressure-settlement (P-s) at point 1# in a method for processing a sealed curtain wall by using sludge construction vacuum preloading according to an embodiment of the present invention;
FIG. 2 is a graph of logarithmic settling-time (s-lgt) at point 1 in the method for processing a sealed curtain wall by using sludge construction vacuum preloading according to an embodiment of the present invention;
FIG. 3 is a graph of vertical pressure-settlement (P-s) at point 2# in the method for processing a sealed curtain wall by sludge construction vacuum preloading according to an embodiment of the present invention;
FIG. 4 is a graph of log 2# point settlement-time (s-lgt) in a method for processing a sealed curtain wall by using sludge construction vacuum preloading according to an embodiment of the present invention;
FIG. 5 is a graph of vertical pressure-settlement (P-s) at point 3# in the method for processing a sealed curtain wall by sludge construction vacuum preloading according to an embodiment of the present invention;
fig. 6 is a graph of log settling-time (s-lgt) at point # 3 in the method for processing a sealed curtain wall by using sludge construction vacuum preloading according to an embodiment of the present invention.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, but the present invention may be practiced in other ways than those specifically described and will be readily apparent to those of ordinary skill in the art without departing from the spirit of the present invention, and therefore the present invention is not limited to the specific embodiments disclosed below.
Next, the present invention will be described in detail with reference to the drawings, wherein the cross-sectional views illustrating the structure of the device are not enlarged partially according to the general scale for convenience of illustration when describing the embodiments of the present invention, and the drawings are only examples, which should not limit the scope of the present invention. In addition, the three-dimensional dimensions of length, width and depth should be included in the actual fabrication.
Further, reference herein to "one embodiment" or "an embodiment" means that a particular feature, structure, or characteristic described in connection with the embodiment is included in at least one implementation of the invention. The appearances of the phrase "in one embodiment" in various places in the specification are not necessarily all referring to the same embodiment, nor are separate or alternative embodiments mutually exclusive of other embodiments.
Example 1
The embodiment provides a method for processing a sealed curtain wall by utilizing sludge construction vacuum preloading, which comprises the following steps:
s1, preparing wall materials;
s2, preparing mud;
and S3, performing sealed curtain wall construction on the prepared slurry.
Wherein, the wall material is selected from silt with uniform soil quality and in a saturated and flow plastic state or silt clay with a saturated and flow plastic state. The clay content of the sludge and the muddy clay is more than 40%, and the mixing amount of the sludge for stirring is 30-60%. The permeability coefficient K is an index which comprehensively reflects the permeability of the soil body, and the correct determination of the numerical value of the permeability coefficient K is very important for the permeability calculation. Sludge under different geological conditions is as follows: 1) sandy plain filling, hydraulic filling of fine sand, fine sand and argillaceous siltstone; 2) plastic powdery clay; 3) blow filling soft plastic clay; the clay content and the formula after sludge mixing under different geological conditions are specifically shown in table 1:
TABLE 1
Further, sludge is transported to a construction site from an excavation point, the preparation of the slurry is completed by adopting a barrel-type stirrer, water is firstly added according to the mixing amount of each tank, bentonite is added according to the proportion in sandy soil area, then the sludge is added into a stirring barrel for stirring, and water and the sludge are added according to the requirement of the slurry density; manually filling bagged sand beside the applied curtain wall to form a slurry pool with the height of 3m multiplied by 3m and 1.5 m; the bottom of the slurry pool is maintained by adopting a plastic film, and the arrangement number of the slurry pools is arranged according to the area of the construction area; the prepared slurry can not be left for too long, and the slurry needs to be continuously stirred in a mortar stirrer before being delivered.
The process of the vegetation slurry comprises the following steps: supplying sludge and bentonite to a mixing site for storage, transporting the sludge and the bentonite into a mixing tank, mixing and pulping, checking the concentration, discharging slurry, and conveying the slurry to a mixer by a slurry pump.
Wherein the slurry is prepared according to the slurry density of 13-14 KN/m3And (4) performing construction, wherein the mud concentration is sampled and detected by a hydrometer, and the specific gravity is more than 1.3.
Furthermore, the pile driver is kept horizontal in the construction process of the sealed curtain wall, the stirrer is vertical, the pile position is accurate, the pile driver is stably supported, the pile position deviation is less than or equal to 50mm, and the verticality is less than 1%. The construction of the sealed curtain wall adopts sludge grouting, the diameter of a double-shaft stirring single-shaft stirring blade is 0.7m in stirring, the lap joints among piles are 20cm, and the stirring width is preferably 1.2 m; in order to ensure uniform mixing, a four-spraying and four-stirring process is adopted for mixing.
The four-spraying and four-stirring process comprises the steps of filling and conveying the slurry, lifting and conveying the slurry, filling and conveying the slurry, lifting and conveying the slurry and stirring.
In the mixing construction process, the penetration and the lifting speed are controlled according to the incomprehensible geological conditions:
the slurry conveying and mixing in-situ rotary spraying time of the sludge interlayer thin sand layer area is more than 30 seconds;
the slurry conveying and mixing in-situ rotary spraying time of the thick sand layer area of the sludge is more than 60 seconds;
the slurry conveying and mixing in-situ rotary spraying time of the sandy soil area is more than 60 seconds, and bentonite is prepared in the slurry.
The thickness of the sealed curtain wall is 1.2m, and the depth of the mixed sludge entering the sand layer is more than 100cm by adopting double-shaft mixing. The geological condition complex area recommends mixing depth to penetrate the silt so as to ensure the tightness of vacuum preloading.
The vacuum preloading treatment method in the embodiment is generally used for reinforcement treatment of silt or silt clay, so the silt or silt clay is generally distributed in a construction area. The invention can effectively solve the problem of the supply of wall materials of the vacuum preloading sealing wall in the clay-deficient area by replacing clay with silt according to local conditions, saves the transportation cost of the clay, and improves the applicability and the economical efficiency of the vacuum preloading processing method in the clay-deficient area.
Example 2
Referring to fig. 1 to 6, a second embodiment of the present invention is based on the previous embodiment, and is different from the previous embodiment in that:
application implementation example of the invention:
a certain project of urban defense harbor adopts a vacuum preloading process to treat a dredger fill sludge area, the total treatment area of the project foundation is 160 square meters, the treatment area adopting the vacuum preloading process is 72 square meters, the total length of the sealing curtain wall is 10225m, and the originally designed clay dosage is 28690m3. The engineering field area is large, the construction period is short, the settlement is high, the geological conditions are different, the sludge distribution is not uniform, permeable sand layers with different thicknesses exist in the shallow range, most importantly, no clay producing area exists nearby the engineering, the clay needs to be purchased in other places, and the cost for purchasing the clay in long-distance transportation is high.
Specifically, according to the specification "design specification of foundation for water transportation engineering" (JTS 147 + 2017)9.3.4 rules "that the processing area is large", 20000 to 30000 square meters should be used as 1 detection area or detection items should be arranged according to construction partitions "and" technical specification of foundation test for water transportation engineering "(JTS 237 + 2017) 5.12.2" plane arrangement of test points of shallow slab load "should be representative, the same rock-soil layer should not be less than 3 points, when rock-soil mass in a field is uneven, the test points should be properly added" and the design requirements of the engineering applied in this embodiment should be combined. The vacuum preloading processing area of the finished product stock ground area is 21600m2, the finished product stock ground area is divided into a detection area, 3 test points are distributed for carrying out shallow flat plate load test, and the test point positions are selected by all the participating parties. The basic parameters of the test points are shown in table 2, according to the standard requirements, the load test adopts a square pressing plate with the side length of 1.0m, the characteristic value of the bearing capacity of the designed foundation after vacuum preloading is more than or equal to 80kPa, and according to the design requirements, the test pressure of the shallow flat plate load test is 400 kPa:
TABLE 2
In this embodiment, after completing the field test of the shallow slab load test at 3 points, according to the survey report and the design drawing information, the soil layer of the vacuum preloading processing in the finished product stock yard area is silt, which belongs to soft soil, the p-s curve of the 3 test points belongs to a slow deformation curve, the pressure corresponding to the relative settlement of the relative deformation value not greater than 0.02 is taken as the characteristic value of the bearing capacity, and the determined characteristic value of the bearing capacity is not greater than half of the maximum loading pressure, and then the test results of the test points are as follows:
(1) the results of the shallow plate load test are summarized in table 3;
(2) the settlement value of the foundation of the test point under the action of each pressure is shown in tables 4-6;
(3) the pressure-sedimentation (p-s) curve is shown in the attached figure 1-6.
(4) The values of pressure-sedimentation (p-s) are shown in tables 7 to 9.
Wherein, 1# indicates:
1. no obvious straight line segment exists on the p-s curve of the test point No. 1, and the characteristic value of the bearing capacity of the foundation can be determined according to the relative deformation value. The vacuum preloading soil layer in the implementation area of the embodiment belongs to soft soil, and according to section (3) under item 5.12.7.4 of technical specification for foundation test detection of water transportation engineering (JTS 237 and 2017), the pressure corresponding to the relative settlement not more than 0.02 is adopted as a bearing capacity characteristic value for the soft soil, so that the bearing capacity characteristic value determined according to the relative deformation value is 147 kPa.
2. According to technical specification for detecting foundation test of water transportation engineering (JTS 237-2017), 5.12.7.4 th foundation bearing capacity determination method (1): "when the load reaches the limit of items (1) to (4) of section 5.12.6.4, the final stage load before the breakage is taken as the limit load. "therefore the ultimate load (i.e., the maximum load pressure) at the test point # 1 was 240 kPa.
3. According to the technical specification for testing foundation of water transportation engineering (JTS 237 and 2017), the 5.12.7.4 method for determining characteristic value of bearing capacity of foundation (6), wherein the characteristic value of bearing capacity determined according to the relative deformation value is not more than half of the maximum loading pressure, the characteristic value of bearing capacity of the 1# test point is 120 kPa.
2# Explanation:
1. no obvious straight line segment exists on a p-s curve of the 2# test point, and the characteristic value of the bearing capacity of the foundation can be determined according to the relative deformation value. The vacuum preloading soil layer in the implementation area of the embodiment belongs to soft soil, and according to section (3) under section 5.12.7.4 of technical specification for foundation test detection of water transportation engineering (JTS 237 and 2017), the pressure corresponding to the relative settlement not more than 0.02 is adopted as a bearing capacity characteristic value for the soft soil. The characteristic value of the load bearing capacity determined by the relative deformation value was 154 kPa.
2. According to technical specification for detecting foundation test of water transportation engineering (JTS 237-2017), 5.12.7.4 th foundation bearing capacity determination method (1): "when the load reaches the limit of items (1) to (4) of section 5.12.6.4, the final stage load before the breakage is taken as the limit load. "therefore the ultimate load (i.e., the maximum load pressure) at the test point # 2 was 280 kPa.
3. According to the technical specification for testing foundation of water transportation engineering (JTS 237 and 2017), the 5.12.7.4 th method for determining characteristic value of bearing capacity of foundation (6) < the characteristic value of bearing capacity determined according to the relative deformation value is not more than half of the maximum loading pressure >, so that the characteristic value of bearing capacity of the 2# test point is 140 kPa.
3# Explanation:
1. no obvious straight line segment exists on a p-s curve of the 3# test point, and the characteristic value of the bearing capacity of the foundation can be determined according to the relative deformation value. The vacuum preloading soil layer in the implementation area of the embodiment belongs to soft soil, and according to section (3) under section 5.12.7.4 of technical specification for foundation test detection of water transportation engineering (JTS 237 and 2017), the pressure corresponding to the relative settlement not more than 0.02 is adopted as a bearing capacity characteristic value for the soft soil. The characteristic value of the load bearing capacity determined by the relative deformation value was 182 kPa.
2. According to technical specification for detecting foundation test of water transportation engineering (JTS 237-2017), 5.12.7.4 th foundation bearing capacity determination method (1): "when the load reaches the limit of items (1) to (4) of section 5.12.6.4, the final stage load before the breakage is taken as the limit load. "therefore the ultimate load (i.e., the maximum load pressure) at the test point No. 3 is 280 kPa.
3. According to the technical specification for testing foundation of water transportation engineering (JTS 237 and 2017), the 5.12.7.4 method for determining characteristic value of bearing capacity of foundation (6), wherein the characteristic value of bearing capacity determined according to the relative deformation value is not more than half of the maximum loading pressure, the characteristic value of bearing capacity of the 3# test point is 140 kPa.
Further, the foundation settlement value table 4 of the 1# test point under the action of each stage of pressure, the area of the pressing plate: 1.0m2：
TABLE 4
2# test point foundation settlement value table 5 under the pressure effect at each level, clamp plate area: 1.0m2：
TABLE 5
The foundation settlement value table 6 of the 3# test point under the action of each stage of pressure, the area of the pressing plate: 1.0m2：
TABLE 6
Further, the pressure-sedimentation (p-s) values at test point # 1 are shown in Table 7:
TABLE 7
2# test point pressure-sedimentation (p-s) values are given in Table 8:
TABLE 8
The pressure-sedimentation (p-s) values at test point # 3 are given in Table 9:
TABLE 9
According to the field test result of this embodiment, according to the determination method of section 5.12.7.4 of foundation test detection technical specification of water transportation engineering (JTS 237-:
the characteristic values of the foundation bearing capacity of 3 test points (point 1, point 2 and point 3) for carrying out the shallow slab load test after the vacuum preloading treatment in the area of the embodiment are respectively 120kPa, 140kPa and 140kPa, the average value is 133kPa, the range is 20kPa, and the range does not exceed 30% of the average value, so that the characteristic value of the foundation bearing capacity of the foundation soil after the vacuum preloading treatment in the finished product material field area C-A4 area is 133kPa and is more than 80kPa, and the design requirement that the characteristic value of the foundation bearing capacity after the treatment is more than or equal to 80kPa is met.
The sludge sealing curtain wall is applied to the vacuum preloading foundation treatment construction of the project, the sludge is successfully used for replacing clay to construct the sealing curtain wall, and the project construction cost is saved by 600 ten thousand yuan. The observation result of the vacuum degree under the film shows that the vacuum degree in the large-area construction process is ensured to be good, and the stable 85KPa vacuum design load is basically maintained in the reinforcing time. After 75 days, the consolidation degree of each reinforced area reaches more than 85%, and the surface settlement mean value reaches the design target settlement value requirement. On-site data show that all blocks meet design requirements in a preset construction period, and the effect of reinforcing the soft soil foundation by using the vacuum preloading method in the project is obvious, and the cost reduction effect is obvious for nearby areas without clay production places.
It is important to note that the construction and arrangement of the present application as shown in the various exemplary embodiments is illustrative only. Although only a few embodiments have been described in detail in this disclosure, those skilled in the art who review this disclosure will readily appreciate that many modifications are possible (e.g., variations in sizes, dimensions, structures, shapes and proportions of the various elements, values of parameters (e.g., temperatures, pressures, etc.), mounting arrangements, use of materials, colors, orientations, etc.) without materially departing from the novel teachings and advantages of the subject matter recited in this application. For example, elements shown as integrally formed may be constructed of multiple parts or elements, the position of elements may be reversed or otherwise varied, and the nature or number of discrete elements or positions may be altered or varied. Accordingly, all such modifications are intended to be included within the scope of this invention. The order or sequence of any process or method steps may be varied or re-sequenced according to alternative embodiments. In the claims, any means-plus-function clause is intended to cover the structures described herein as performing the recited function and not only structural equivalents but also equivalent structures. Other substitutions, modifications, changes and omissions may be made in the design, operating conditions and arrangement of the exemplary embodiments without departing from the scope of the present inventions. Therefore, the present invention is not limited to a particular embodiment, but extends to various modifications that nevertheless fall within the scope of the appended claims.
Moreover, in an effort to provide a concise description of the exemplary embodiments, all features of an actual implementation may not be described (i.e., those unrelated to the presently contemplated best mode of carrying out the invention, or those unrelated to enabling the invention).
It should be appreciated that in the development of any such actual implementation, as in any engineering or design project, numerous implementation-specific decisions may be made. Such a development effort might be complex and time consuming, but would nevertheless be a routine undertaking of design, fabrication, and manufacture for those of ordinary skill having the benefit of this disclosure, without undue experimentation.
It should be noted that the above-mentioned embodiments are only for illustrating the technical solutions of the present invention and not for limiting, and although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions may be made on the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, which should be covered by the claims of the present invention.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011494942.1A CN112575765A (en) | 2020-12-17 | 2020-12-17 | Method for treating sealed curtain wall by utilizing sludge construction vacuum preloading |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011494942.1A CN112575765A (en) | 2020-12-17 | 2020-12-17 | Method for treating sealed curtain wall by utilizing sludge construction vacuum preloading |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112575765A true CN112575765A (en) | 2021-03-30 |
Family
ID=75135773
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011494942.1A Pending CN112575765A (en) | 2020-12-17 | 2020-12-17 | Method for treating sealed curtain wall by utilizing sludge construction vacuum preloading |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112575765A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114293579A (en) * | 2022-01-26 | 2022-04-08 | 中国铁建港航局集团有限公司 | Construction method for treating clay sealing wall by vacuum preloading foundation |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103898891A (en) * | 2012-12-27 | 2014-07-02 | 上海建工七建集团有限公司 | Vacuum preloading envelope wall and construction method thereof |
| CN104234033A (en) * | 2014-08-15 | 2014-12-24 | 中国十七冶集团有限公司 | Vertical depth film single-rank-pile envelope wall |
| JP2016069793A (en) * | 2014-09-26 | 2016-05-09 | 株式会社Ｐ・Ｖ・Ｃ | Ground improvement method and ground improvement system |
-
2020
- 2020-12-17 CN CN202011494942.1A patent/CN112575765A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103898891A (en) * | 2012-12-27 | 2014-07-02 | 上海建工七建集团有限公司 | Vacuum preloading envelope wall and construction method thereof |
| CN104234033A (en) * | 2014-08-15 | 2014-12-24 | 中国十七冶集团有限公司 | Vertical depth film single-rank-pile envelope wall |
| JP2016069793A (en) * | 2014-09-26 | 2016-05-09 | 株式会社Ｐ・Ｖ・Ｃ | Ground improvement method and ground improvement system |
Non-Patent Citations (3)
| Title |
|---|
| 应惠清: "《土工工程施工下第3版》", 30 May 2018, 同济大学出版社 * |
| 潘春伟: "探讨真空预压中的淤泥搅拌墙止水帷幕技术", 《福建建材》 * |
| 邹超英: "《第四届全国高校土木工程专业大学生论坛成果与论文集》", 31 January 2018, 哈尔滨工业大学出版社 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114293579A (en) * | 2022-01-26 | 2022-04-08 | 中国铁建港航局集团有限公司 | Construction method for treating clay sealing wall by vacuum preloading foundation |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104863113B (en) | The method and mixing plant of original place curing process are carried out to in-situ soil | |
| CN110512589B (en) | A kind of super soft foundation solidification method of super soft foundation with vacuum dewatering and drainage combined with magnesium oxide carbonization | |
| CN106245622A (en) | A kind of firming agent and the hydraulic fill foundation method for rapidly reinforcing of barged-in fill line-blending | |
| CN105386458B (en) | A kind of embedded plasticity cement mixing method groove inside of continuous underground wall construction method | |
| CN108252291A (en) | The construction method of the coastal backfill super thick foundation of gravelly soil of 25000KN.m heavy tamping treatments | |
| CN108166994A (en) | A kind of construction method of grouting reinforced region applied to water-rich sand layer shield tunnel | |
| Ding-Bao et al. | Recycling dredged mud slurry using vacuum-solidification combined method with sustainable alkali-activated binder | |
| CN106192974A (en) | The Apparatus and method for that a kind of sludge solidification processes | |
| CN105696640A (en) | Filling dredged sediment material-adding stirring machine for constructional engineering and construction method thereof | |
| Xu et al. | Eco-friendly rice straw as vertical drains for dredged slurry treatment as construction fill | |
| CN112575765A (en) | Method for treating sealed curtain wall by utilizing sludge construction vacuum preloading | |
| CN108265697A (en) | Vacuum prepressing ground foundation treatment method | |
| CN107747307A (en) | A kind of high-moisture percentage deep ＆ thick silt treatment process of composite foundation | |
| CN112513376B (en) | Method and apparatus for setting W/C in deep mixing processing method | |
| Yin et al. | A sustainable approach to marine reclamations and a field trial at Tung Chung new town extension site in Hong Kong | |
| CN1514071A (en) | Controllabel densification slip casting construction process | |
| CN106087957A (en) | Power distribution room cable duct anti-settling method is built on a kind of coastal sludge matter soil | |
| CN217352409U (en) | Wet tailing warehouse closure reclamation structure | |
| CN103174129B (en) | Mud flat soft soil foundation rapid consolidation processing method | |
| CN115925369A (en) | A self-compacting solidified iron tailings fine sand concrete grouting material and preparation method thereof | |
| CN115012392A (en) | Method for improving water stopping effect of Larsen steel sheet pile | |
| JP6679030B1 (en) | Method for modifying mud soil such as soil mixed with drilling additives | |
| Dong et al. | Performance of consolidation techniques for improvement of newly deposited dredged mud by scale model test | |
| CN207891894U (en) | Recoverable flexible compound supporting construction for coral reef foundation pit | |
| CN205975562U (en) | Silt solidification treatment's equipment |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210330 |
|
| RJ01 | Rejection of invention patent application after publication |