Preparation method of marine concrete of underwater self-flowing cemented block stone and marine concrete

Abstract

The invention relates to a preparation method of marine concrete for underwater self-flowing cemented block stone and the marine concrete. The preparation method comprises the following steps: acquiring component information of reference concrete; according to the expected initial setting time and the expected final setting time of the marine concrete, the amount of quick-hardening cement for replacing the Portland cement is determined; according to the particle size range of the dimension stone in the dimension stone accumulation body, the maximum particle size and grading of coarse aggregate in the gravel aggregate are obtained through calculation; according to the single-time pouring amount of the maritime work concrete and the diameter of a pouring pipe, the expected flowing depth of the block stone accumulation body in water and the expected diffusion diameter of the surface of the block stone accumulation body are calculated, and the expected expansion degree of the maritime work concrete in water is determined; obtaining component information of the marine concrete; and preparing the maritime work concrete according to the component information of the maritime work concrete. According to the scheme provided by the invention, the anti-scouring effect of the cementation block stone under continuous scouring of water flow can be improved, so that the concrete is good in fluidity in the pouring process, and the concrete can be rapidly solidified after being poured.

Description

Technical Field

[0001] The present application relates to the field of concrete technology, and in particular to a method for preparing underwater self-flowing cemented stone marine concrete and marine concrete. Background Art

[0002] Underwater non-dispersible concrete is a new type of concrete with underwater anti-dispersion. Even in underwater projects with complex water flow conditions, its cement mortar loss rate can be maintained within a low range, ensuring that the concrete can normally coagulate and harden during underwater construction operations and maintain good working performance.

[0003] However, underwater non-dispersible concrete has a very high viscosity, which is not conducive to the mixing and construction of concrete. In related technologies, the flow expansion of underwater non-dispersible concrete is generally 450mm±20mm, which leads to poor fluidity of underwater non-dispersible concrete in underwater block stone accumulation bodies, making it difficult to form a cemented block stone body with a high porosity. The resulting underwater non-dispersible concrete is of low quality and cannot meet actual construction requirements. Summary of the invention

[0004] In order to solve or partially solve the problems existing in the related technology, the present application provides a method for preparing marine engineering concrete of underwater self-flowing cemented stone blocks and marine engineering concrete, which can improve the anti-scouring effect of cemented stone blocks under continuous scouring of water flow, so that the concrete has good fluidity during the pouring process and can solidify quickly after pouring.

[0005] The first aspect of the present application provides a method for preparing marine concrete of underwater self-flowing cemented block stones, comprising obtaining component information of a reference concrete, wherein the component information includes: the amount of silicate cement, the amount of admixture, the amount of sand and gravel aggregate, the amount of water and the amount of admixture; determining the amount of rapid-hardening cement to replace the silicate cement according to the expected initial setting time and the expected final setting time of the marine concrete, wherein the amount of the replaced rapid-hardening cement is the same as the amount of the replaced silicate cement; calculating the maximum particle size and gradation of the coarse aggregate in the sand and gravel aggregate according to the particle size range of the blocks in the block stone accumulation body; ; According to the single pouring volume of the marine concrete and the diameter of the pouring pipe, the expected flow depth of the block accumulation body in the water and the expected diffusion diameter of the block accumulation body surface are calculated, and the expected expansion of the marine concrete in the water is determined according to the expected flow depth and the expected diffusion diameter; according to the amount of rapid-hardening cement, the maximum particle size and grading, and the expected expansion, the composition information of the reference concrete is adjusted to obtain the composition information of the marine concrete; the marine concrete is prepared according to the composition information of the marine concrete.

[0006] In combination with the first aspect, in a possible implementation of the first aspect, determining the amount of rapid hardening cement to replace the silicate cement according to the expected initial setting time and the expected final setting time of the marine concrete includes: calculating the first rapid hardening cement amount by the following formula:

[0007]

[0008] Among them, T s is the expected initial setting time, a1, b1 and c1 are coefficients, b1 is greater than 5, T0 is the initial setting time of concrete when the amount of rapid hardening cement is 0, η1 is the first rapid hardening cement content ratio, indicating the proportion of rapid hardening cement in cement, η1 is greater than or equal to 0 and less than or equal to 20%; the second rapid hardening cement content is calculated by the following formula:

[0009]

[0010] Among them, T f is the expected final setting time, a2, b2 and c2 are coefficients, b2 is greater than 10, T1 is the final setting time of concrete when the amount of rapid hardening cement is 0, η2 is the second rapid hardening cement content ratio, which represents the proportion of rapid hardening cement in cement, η2 is greater than or equal to 0 and less than or equal to 20%; the maximum value of the first rapid hardening cement amount and the second rapid hardening cement amount is used as the amount of rapid hardening cement to replace the silicate cement.

[0011] In combination with the first aspect, in a possible implementation of the first aspect, the maximum particle size and grading of coarse aggregate in the sand and gravel aggregate are calculated based on the particle size range of stones in the stone accumulation body, including: extracting the minimum particle size of stones from the stone particle size range; extracting the minimum particle size ratio and the maximum particle size ratio from the preset particle size ratio range; calculating a first ratio between the minimum particle size of the stone and the minimum particle size ratio, and a second ratio between the minimum particle size of the stone and the maximum particle size ratio; determining the maximum particle size of the coarse aggregate based on the first ratio and the second ratio, the maximum particle size of the coarse aggregate being between the first ratio and the second ratio.

[0012] In combination with the first aspect, in a possible implementation of the first aspect, the step of calculating the gradation of the coarse aggregate in the sandstone aggregate according to the particle size range of the boulders in the boulders accumulation body includes: determining a target particle size of the coarse aggregate corresponding to the gradation according to the first ratio, wherein the target particle size is calculated by the following formula:

[0013]

[0014] Wherein, St is the target particle size, and Sdmin is the minimum particle size of the block stone; the gradation of the coarse aggregate is determined such that the amount of the coarse aggregate with a particle size of 5 mm to the target particle size is greater than or equal to a preset amount.

[0015] In combination with the first aspect, in a possible implementation of the first aspect, the expected flow depth of the block pile in water and the expected diffusion diameter of the block pile surface are calculated according to the single pouring amount of the marine concrete and the diameter of the pouring pipe, and the expected expansion degree of the marine concrete in water is determined according to the expected flow depth and the expected diffusion diameter, including: calculating the expected expansion diameter by the following formula:

[0016] D s =D t ·(K1·(V p ) n +K2)

[0017] Among them, D s is the expected diffusion diameter, the D t is the diameter of the casting pipe, K1, n and K2 are coefficients, V p It is the single pouring volume.

[0018] In combination with the first aspect, in a possible implementation of the first aspect, the composition information of the benchmark concrete is adjusted according to the amount of rapid-hardening cement, the maximum particle size and grading, and the expected expansion to obtain the composition information of the marine concrete, including: replacing part of the silicate cement corresponding to the amount of rapid-hardening cement in the benchmark concrete with rapid-hardening cement of the amount of rapid-hardening cement; adjusting the sand and gravel aggregate in the benchmark concrete according to the maximum particle size and grading; adjusting the admixture in the benchmark concrete according to the expected expansion, and the adjustment amount of the admixture is positively correlated with the expected expansion.

[0019] A second aspect of the present application provides a marine engineering concrete, comprising 200 to 450 parts of silicate cement, 50-150 parts of rapid hardening cement, 0-300 parts of admixtures, 1200 to 2100 parts of sand and gravel aggregates, 180 to 220 parts of water, and 7 to 15 parts of admixtures; the sand and gravel aggregates include: 700 to 1200 parts of fine aggregates and 500 to 900 parts of coarse aggregates.

[0020] In combination with the second aspect, in a possible implementation of the second aspect, the rapid-hardening cement is sulphoaluminate cement, the admixture includes fly ash and stone powder, and the admixture is an alkaline water plasticizer.

[0021] In combination with the second aspect, in a possible implementation of the second aspect, the content of the coarse aggregate with a particle size of 2 mm to 10 mm is greater than or equal to 60%.

[0022] In combination with the second aspect, in a possible implementation of the second aspect, the expansion of the marine concrete is 550 mm to 700 mm, and the loss rate of the expansion of the marine concrete ten minutes after preparation is less than or equal to 15%.

[0023] The technical solution provided by this application may have the following beneficial effects:

[0024] The method for preparing underwater self-flowing cemented block marine concrete and the marine concrete of the present application include obtaining the component information of the reference concrete, the component information including: the amount of silicate cement, the amount of admixture, the amount of sand and gravel aggregate, the amount of water and the amount of admixture; determining the amount of rapid hardening cement to replace the silicate cement according to the expected initial setting time and the expected final setting time of the marine concrete, the amount of the replaced rapid hardening cement being the same as the amount of the replaced silicate cement; calculating the maximum particle size and gradation of the coarse aggregate in the sand and gravel aggregate according to the particle size range of the blocks in the block accumulation body; calculating the maximum particle size and gradation of the coarse aggregate in the sand and gravel aggregate according to the single pouring amount and pouring amount of the marine concrete; The expected flow depth of the rock accumulation body in water and the expected diffusion diameter on the surface of the rock accumulation body are calculated by the diameter of the pipe, and the expected expansion degree of the marine concrete in water is determined according to the expected flow depth and the expected diffusion diameter; the component information of the benchmark concrete is adjusted according to the amount of rapid-hardening cement, the maximum particle size and grading, and the expected expansion degree to obtain the component information of the marine concrete; the marine concrete is prepared according to the component information of the marine concrete, which can improve the anti-scouring effect of the cemented rock under the continuous scouring of water flow, so that the concrete has good fluidity during the pouring process and can solidify quickly after pouring.

[0025] It should be understood that the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the present application. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] The above and other objects, features and advantages of the present application will become more apparent by describing in more detail exemplary embodiments of the present application in conjunction with the accompanying drawings, wherein the same reference numerals generally represent the same components in the exemplary embodiments of the present application.

[0027] Figure 1 It is a schematic flow chart of a method for preparing underwater self-flowing cemented stone marine concrete shown in an embodiment of the present application. DETAILED DESCRIPTION

[0028] The embodiments of the present application will be described in more detail below with reference to the accompanying drawings. Although the embodiments of the present application are shown in the accompanying drawings, it should be understood that the present application can be implemented in various forms and should not be limited by the embodiments described herein. On the contrary, these embodiments are provided to make the present application more thorough and complete, and to fully convey the scope of the present application to those skilled in the art.

[0029] The terms used in this application are only for the purpose of describing specific embodiments and are not intended to limit this application. The singular forms of "a", "a", "an" and "the" used in this application and the appended claims are also intended to include plural forms unless the context clearly indicates other meanings. It should also be understood that the term "and / or" used in this article refers to and includes any or all possible combinations of one or more associated listed items.

[0030] It should be understood that although the terms "first", "second", "third", etc. may be used in this application to describe various information, this information should not be limited to these terms. These terms are only used to distinguish the same type of information from each other. For example, without departing from the scope of this application, the first information may also be referred to as the second information, and similarly, the second information may also be referred to as the first information. Thus, the features defined as "first" and "second" may explicitly or implicitly include one or more of the features. In the description of this application, the meaning of "multiple" is two or more, unless otherwise clearly and specifically defined.

[0031] At present, there are two kinds of concrete used for underwater construction. One is underwater non-dispersible concrete, which is made of ordinary concrete and anti-dispersant (flocculant). Anti-dispersant is usually a water-soluble macromolecular polymer. Due to the bridging effect of the long chain of the macromolecular polymer, the anti-dispersant has a certain viscosity after being dissolved in water, which can connect cement particles and cement particles-aggregate particles to each other to form a stable spatial flexible network structure, improve the cohesion of concrete, slow down the dispersion, segregation of concrete and the loss of cement mortar, that is, by adding flocculants (underwater non-dispersants) to the concrete, the viscosity of the concrete is increased to make it have the ability to resist dispersion underwater; the other is underwater self-protective concrete, that is, first put underwater protective agents into the construction water body to modify the water body, and then pour self-compacting concrete. The modified water body can inhibit the loss of cementitious materials in the self-compacting concrete and achieve the underwater anti-dispersion effect. There are great differences in performance and mix ratio between these two kinds of concrete.

[0032] Underwater non-dispersible concrete has a very high viscosity, which is not conducive to the mixing and construction of concrete, and the flow extension is generally 450mm±20mm, resulting in poor flow rate of underwater non-dispersible concrete in underwater rock accumulation bodies, which cannot meet the flow requirements of concrete in rock accumulation bodies under complex marine environments and it is difficult to achieve the purpose of forming a cemented rock body with a high porosity.

[0033] In response to the above problems, an embodiment of the present application provides a method for preparing marine engineering concrete of underwater self-flowing cemented stone blocks, which can improve the anti-scouring effect of cemented stone blocks under continuous scouring of water flow, so that the concrete has good fluidity during the pouring process and can solidify quickly after pouring.

[0034] The technical solution of the embodiments of the present application is described in detail below with reference to the accompanying drawings.

[0035] Figure 1 It is a schematic flow chart of a method for preparing underwater concrete shown in an embodiment of the present application.

[0036] See also Figure 1 , a method for preparing underwater self-flowing cemented stone marine concrete, comprising:

[0037] S110: Obtaining component information of the reference concrete, the component information including: the amount of Portland cement, the amount of admixtures, the amount of sand and gravel aggregates, and the amount of water and admixtures.

[0038] Specifically, the reference concrete is the concrete to be prepared, and the reference concrete is prepared by respectively calculating the amount of silicate cement, the amount of admixture, the amount of sand and gravel aggregate, the amount of water and the amount of admixture. The reference concrete has relevant component information, that is, in the process of preparing the reference concrete, the reference concrete is prepared by the preset amount of silicate cement, the amount of admixture, the amount of sand and gravel aggregate, the amount of water and the amount of admixture. For example, the component information of the reference concrete may be silicate cement: 350kg / m 3 , admixture: 100kg / m 3 , fine sand: 700kg / m 3 , sand and gravel aggregate: 1200kg / m 3 , water: 175kg / m 3 , admixture: 2kg / m 3 .

[0039] Specifically, Portland cement is a common building material, which is mainly made of clinker made by calcining limestone and clay at high temperature, and then grinding it with an appropriate amount of gypsum (usually 2% to 5%). Portland cement usually accounts for 10% to 15% of the total volume of concrete; admixtures refer to auxiliary materials added in the cement production process or when cement is used, which can partially replace cement, such as fly ash, slag powder, silica fume, limestone powder, etc., usually accounting for 10% to 30% of the cement; sand and gravel aggregates are the largest components in concrete. They provide volume, shape and structure for concrete, usually accounting for 30% to 40% of the total volume of concrete. Sand and gravel aggregates are generally divided into two categories: fine aggregate and coarse aggregate. Fine aggregate mainly refers to sand, including river sand, sea sand, mountain sand and artificial sand. The particle size of fine aggregate is usually less than 4.75 mm. Fine aggregate fills the gaps between coarse aggregate to provide density and strength of concrete. Coarse aggregate mainly includes crushed stone, broken bricks, broken concrete and fragments of other hard materials. The particle size is usually greater than 4.75 mm, which can reach 20 mm, 40 mm or other sizes. It plays a skeleton role in concrete and affects the overall structure and mechanical properties of concrete. Admixtures are added during the concrete mixing process to improve the performance of concrete or provide specific functions, such as water reducers, retarders, early strength agents, etc., which can improve the performance of concrete.

[0040] S120: According to the expected initial setting time and the expected final setting time of the marine engineering concrete, the amount of rapid hardening cement replacing the silicate cement is determined, and the amount of the replaced rapid hardening cement is the same as the amount of the replaced silicate cement.

[0041] Specifically, the amount of rapid-hardening cement can be determined by calculation according to actual needs, and the amount of silicate cement to be replaced can be obtained. During the pouring process, the fluidity of concrete during the pouring process can be improved by replacing the rapid-hardening cement with the amount of silicate cement that needs to be replaced, for example, the amount of rapid-hardening cement replaced accounts for 20% of the total cement.

[0042] In a possible implementation manner, the first rapid hardening cement amount is calculated by the following formula:

[0043]

[0044] Among them, T s is the expected initial setting time, a1, b1 and c1 are coefficients, b1 is greater than 5, T0 is the initial setting time of concrete when the amount of rapid hardening cement is 0, η1 is the first rapid hardening cement content ratio, indicating the proportion of rapid hardening cement in cement, η1 is greater than or equal to 0 and less than or equal to 20%;

[0045] The amount of the second rapid hardening cement is calculated by the following formula:

[0046]

[0047] Among them, T f is the expected final setting time, a2, b2 and c2 are coefficients, b2 is greater than 10, T1 is the final setting time of concrete when the amount of rapid hardening cement is 0, η2 is the second rapid hardening cement content ratio, which indicates the proportion of rapid hardening cement in cement, η2 is greater than or equal to 0 and less than or equal to 20%; the maximum value of the first rapid hardening cement content and the second rapid hardening cement content is taken as the amount of rapid hardening cement to replace silicate cement.

[0048] Specifically, in the formula for calculating the amount of the first rapid-hardening cement, the initial setting time of concrete without rapid-hardening cement during the pouring process can be directly obtained, recorded as T0, and the values ​​of a1, b1 and c1 can be set according to actual needs, and the expected initial setting time can be set according to the actual working conditions, recorded as T s , the value of the first rapid-hardening cement amount η1 is calculated according to the formula; in the formula for calculating the second rapid-hardening cement amount, the final setting time of concrete without rapid-hardening cement during the pouring process can be directly obtained, recorded as T1, and the values ​​of a2, b2 and c2 are set according to actual needs, and the expected final setting time is set according to the actual working conditions, recorded as T f , calculate the value of the second rapid-hardening cement amount η2 according to the formula. After calculating the first rapid-hardening cement amount and the second rapid-hardening cement amount, the maximum value between the two can be taken as the rapid-hardening cement amount to replace the silicate cement. The dosage of rapid-hardening cement can be quickly determined according to the formula to ensure that the fluidity (extension) of concrete during the pouring process is less lost, and the concrete is quickly solidified after pouring, avoiding the weakening of the bonding effect of the cemented stone under the continuous scouring of water flow.

[0049] S130: Calculate the maximum particle size and gradation of coarse aggregate in the sand and gravel aggregate according to the particle size range of the blocks in the block accumulation body.

[0050] Specifically, a block pile is usually a special form of concrete that uses large stones as aggregates in concrete structures. The particle sizes of the stones in the block pile can be different and within a range. For example, the stone particle size can be between 10cm and 20cm. Grading refers to the particle size and distribution of aggregate (including fine aggregate and coarse aggregate). The maximum particle size and grading of coarse aggregate in sand and gravel aggregate can be calculated through the stone particle size range.

[0051] In one possible implementation, the minimum particle size of the block is extracted from the block particle size range; the minimum particle size ratio and the maximum particle size ratio are extracted from the preset particle size ratio range; a first ratio between the minimum particle size of the block and the minimum particle size ratio, and a second ratio between the minimum particle size of the block and the maximum particle size ratio are calculated; based on the first ratio and the second ratio, the maximum particle size of the coarse aggregate is determined, and the maximum particle size of the coarse aggregate is between the first ratio and the second ratio.

[0052] Specifically, the minimum particle size of the stone blocks can be obtained from the cast stone blocks, and the minimum particle size of the stone blocks can be 5-10 times the maximum particle size of the coarse aggregate, for example, the minimum particle size of the stone blocks is 10 cm, the minimum particle size ratio can be the percentage of the stone blocks with the minimum particle size in all the stone blocks, and the maximum particle size ratio can be the ratio of the stone blocks with the maximum particle size in all the stone blocks. The first ratio between the minimum particle size of the stone blocks and the minimum particle size ratio can be calculated, for example, the minimum particle size of the stone blocks is 10 cm, and the minimum particle size ratio of the stone blocks is 20%, and the second ratio between the minimum particle size of the stone blocks and the maximum particle size ratio can be calculated, for example, the minimum particle size of the stone blocks is 10 cm, and the minimum particle size ratio of the stone blocks is 30%. According to the first ratio and the second ratio, the range of the maximum particle size of the coarse aggregate can be determined.

[0053] In a possible implementation, the target particle size of the coarse aggregate corresponding to the grading is determined according to the first ratio, and the target particle size is calculated by the following formula:

[0054]

[0055] Among them, S t is the target particle size, S dmin is the minimum particle size of the block stone, which can be obtained from the block stone accumulation body; the gradation of the coarse aggregate is determined as the particle size of the coarse aggregate is between 5 mm and the target particle size, and the dosage is greater than or equal to the preset dosage, which can be 60%. According to the formula, the maximum particle size and gradation of the coarse aggregate in the marine concrete are quickly determined by the block stone particle size to ensure that the concrete can expand to the expected range on the surface of the block stone accumulation body and can flow to the expected depth to form a cemented riprap cluster that meets the design requirements.

[0056] S140: Based on the single pouring volume of the marine concrete and the diameter of the pouring pipe, the expected flow depth of the rock pile in the water and the expected diffusion diameter on the surface of the rock pile are calculated, and the expected expansion degree of the marine concrete in the water is determined based on the expected flow depth and the expected diffusion diameter.

[0057] Specifically, during the pouring process, the single pouring volume of marine concrete and the diameter of the pouring pipe can be pre-set to calculate the expected flow depth and expected diffusion diameter of the block stone accumulation body in the water. The flow depth refers to the maximum thickness of the concrete spread on the horizontal surface when it flows freely or pours from a certain height under the action of its own weight. The diffusion diameter is the maximum diameter to which the concrete flows and diffuses under specific conditions. Based on the expected flow depth and the expected diffusion diameter, the expected expansion degree of the marine concrete in the water can be calculated, for example, the expansion degree is 550-700mm.

[0058] In a possible implementation, the expected expansion diameter is calculated by the following formula:

[0059] Ds =D t (K1·(V p ) n +K2)

[0060] Among them, D s is the expected diffusion diameter, D t is the diameter of the pouring pipe, K1, n and K2 are coefficients, which can be set according to actual needs, V p is the single pouring volume,

[0061] The expected spread is determined according to the expected flow depth and the expected diffusion diameter, and the expected spread is positively correlated to the expected flow depth and the expected diffusion diameter.

[0062] S150: adjusting the composition information of the reference concrete according to the amount of rapid-hardening cement, the maximum particle size and gradation, and the expected expansion, obtaining the composition information of the marine engineering concrete, and preparing the marine engineering concrete according to the composition information of the marine engineering concrete.

[0063] Specifically, the required amount of rapid-hardening cement, the maximum particle size and gradation of coarse aggregate, and the expected expansion are calculated through a formula, and the component information of the benchmark concrete is modified. The modified component information is used to prepare marine engineering concrete, which can enable the concrete to expand to the expected range on the surface of the block stone accumulation body and flow to the expected depth to form a cemented riprap cluster that meets the design requirements. Schemes that meet different design requirements can be formulated for different working conditions to ensure construction quality. For example, for projects such as offshore wind power pile foundations or offshore cable protection, if the particle size of the dumped riprap is too large, it is easy to damage submarine facilities such as submarine optical cables. If the particle size of the dumped riprap is too small, the dumped riprap accuracy and protection effect are poor. Through the relationship between concrete and cemented riprap, a concrete mix ratio that meets the requirements can be directly formulated according to the particle size of the protective riprap, thereby improving efficiency and ensuring project quality.

[0064] The method for preparing marine concrete of underwater self-flowing cemented block stone of the present application comprises obtaining the component information of the reference concrete, wherein the component information comprises: the amount of silicate cement, the amount of admixture, the amount of sand and gravel aggregate, the amount of water and the amount of admixture; determining the amount of rapid-hardening cement to replace silicate cement according to the expected initial setting time and the expected final setting time of the marine concrete, wherein the amount of the replaced rapid-hardening cement is the same as the amount of the replaced silicate cement; calculating the maximum particle size and gradation of the coarse aggregate in the sand and gravel aggregate according to the particle size range of the blocks in the block stone accumulation body; and calculating the maximum particle size and gradation of the coarse aggregate in the sand and gravel aggregate according to the single pouring amount of the marine concrete and the diameter of the pouring pipe. The expected flow depth of the rock accumulation body in water and the expected diffusion diameter on the surface of the rock accumulation body are calculated, and the expected expansion of the marine concrete in water is determined according to the expected flow depth and the expected diffusion diameter; the component information of the benchmark concrete is adjusted according to the amount of rapid-hardening cement, the maximum particle size and grading, and the expected expansion to obtain the component information of the marine concrete; the marine concrete is prepared according to the component information of the marine concrete, which can improve the anti-scouring effect of the cemented rock under continuous scouring of water flow, so that the concrete has good fluidity during the pouring process and can solidify quickly after pouring.

[0065] Corresponding to the embodiment of the method for preparing underwater concrete, the present application also provides a marine engineering concrete and corresponding embodiments.

[0066] A marine engineering concrete comprises: 200 to 450 parts of silicate cement, 50 to 150 parts of rapid hardening cement, 0 to 300 parts of admixture, 1200 to 2100 parts of sand and gravel aggregate, 180 to 220 parts of water, and 7 to 15 parts of admixture, each part being the weight required for building a unit volume; the sand and gravel aggregate comprises: 700 to 1200 parts of fine aggregate and 500 to 900 parts of coarse aggregate.

[0067] In a possible implementation, the rapid-hardening cement is sulphoaluminate cement, the admixtures include fly ash and stone powder, and the admixture is an alkaline water plasticizer.

[0068] In a possible implementation manner, the content of coarse aggregate with a particle size of 2 mm to 10 mm is greater than or equal to 60%.

[0069] In a possible implementation, the expansion degree of the marine concrete is 550 mm to 700 mm, and the loss rate of the expansion degree of the marine concrete ten minutes after preparation is less than or equal to 15%.

[0070] In order to make the present invention easier to understand, the present invention will be further described in detail below in conjunction with examples, which are merely illustrative and are not intended to limit the scope of application of the present invention. The raw materials or components used in the present invention can be obtained by commercial routes or conventional methods unless otherwise specified.

[0071] Embodiment 1

[0072] The composition information of marine concrete is:

[0073] Cement: ordinary Portland cement (P.O42.5), 475kg;

[0074] Rapid hardening cement: sulphoaluminate cement (RC.SAC42.5), 125kg;

[0075] Fine aggregate: river sand, 834kg;

[0076] Coarse aggregate: fully graded crushed stone with a particle size of 5-25 mm, 682 kg;

[0077] Water: 207kg;

[0078] Admixture: slow-setting polycarboxylic acid water reducer, 13.1.

[0079] The preparation method is as follows: mixing the formulated amount of cement, rapid-hardening cement and admixture to obtain an admixture; adding fine aggregate and coarse aggregate to the admixture for mixing to obtain a mixture; adding water to the mixture and mixing for 2 minutes to obtain marine engineering concrete.

[0080] The marine engineering concrete made according to the above formula has the following properties: machine expansion: 650mm, 10min expansion: 570mm, initial setting time: 42min, final setting time 53min, 1d compressive strength: 9.4MPa, 28d compressive strength: 44.5MPa. The prepared marine engineering concrete has high compressive strength and the expansion is within the expected range, ensuring the construction quality.

[0081] Embodiment 2

[0082] The composition information of marine concrete is:

[0083] Cement: ordinary Portland cement (P.O42.5), 350kg;

[0084] Rapid hardening cement: sulphoaluminate cement (RC.SAC42.5), 57kg;

[0085] Admixture: 200 mesh stone powder, 100kg;

[0086] Fine aggregate: river sand, 1073kg;

[0087] Coarse aggregate: 216kg crushed stone with a particle size of 5-10mm, 324kg crushed stone with a particle size of 5-20mm;

[0088] Water: 150kg;

[0089] Admixture: slow-setting polycarboxylic acid water reducer, 10.47.

[0090] The preparation method is as follows: mixing the formulated amount of cement, rapid-hardening cement and admixture to obtain an admixture; adding fine aggregate and coarse aggregate to the admixture for mixing to obtain a mixture; adding water to the mixture and mixing for 2 minutes to obtain marine engineering concrete.

[0091] The marine engineering concrete made according to the above formula has the following properties: machine expansion: 600mm, 30min expansion: 550mm, initial setting time: 120min, final setting time 180min, 3d compressive strength: 8MPa, 28d compressive strength: 30MPa.

[0092] The embodiments of the present application have been described above, and the above description is exemplary, not exhaustive, and is not limited to the disclosed embodiments. Many modifications and changes will be apparent to those of ordinary skill in the art without departing from the scope and spirit of the described embodiments. The selection of terms used herein is intended to best explain the principles of the embodiments, practical applications, or improvements to the technology in the market, or to enable other persons of ordinary skill in the art to understand the embodiments disclosed herein.

Claims

1. A method for preparing underwater self-flowing cemented stone marine concrete, characterized in that: include: Obtaining component information of the reference concrete, the component information including: the amount of Portland cement, the amount of admixture, the amount of sand and gravel aggregate, the amount of water and admixture; According to the expected initial setting time and the expected final setting time of the marine engineering concrete, the amount of rapid hardening cement to replace the silicate cement is determined, and the amount of the rapid hardening cement to be replaced is the same as the amount of the silicate cement to be replaced; According to the particle size range of the blocks in the block accumulation body, the maximum particle size and gradation of the coarse aggregate in the sand and gravel aggregate are calculated; According to the single pouring volume of the marine engineering concrete and the diameter of the pouring pipe, the expected flow depth of the block rock accumulation body in the water and the expected diffusion diameter of the block rock accumulation body surface are calculated, and the expected expansion degree of the marine engineering concrete in the water is determined according to the expected flow depth and the expected diffusion diameter; The component information of the reference concrete is adjusted according to the amount of rapid-hardening cement, the maximum particle size and gradation, and the expected expansion to obtain the component information of the marine concrete, and the marine concrete is prepared according to the component information of the marine concrete.

2. The method according to claim 1, characterized in that The method of determining the amount of rapid-hardening cement to replace the silicate cement according to the expected initial setting time and the expected final setting time of the marine engineering concrete comprises: The first rapid hardening cement amount is calculated by the following formula: Among them, T s is the expected initial setting time, a1, b1 and c1 are coefficients, b1 is greater than 5, T0 is the initial setting time of concrete when the amount of rapid hardening cement is 0, η1 is the first rapid hardening cement content ratio, indicating the proportion of rapid hardening cement in cement, η1 is greater than or equal to 0 and less than or equal to 20%; The amount of the second rapid hardening cement is calculated by the following formula: Among them, T f is the expected final setting time, a2, b2 and c2 are coefficients, b2 is greater than 10, T1 is the final setting time of concrete when the amount of rapid hardening cement is 0, η2 is the second rapid hardening cement content ratio, indicating the proportion of rapid hardening cement in cement, η2 is greater than or equal to 0 and less than or equal to 20%; The maximum value of the first rapid-hardening cement amount and the second rapid-hardening cement amount is used as the rapid-hardening cement amount replacing the silicate cement.

3. The method according to claim 1, characterized in that The method of calculating the maximum particle size and gradation of the coarse aggregate in the sandstone aggregate according to the particle size range of the blocks in the block accumulation body comprises: Extracting the minimum particle size of the block from the particle size range of the block; Extracting the minimum particle size ratio and the maximum particle size ratio from a preset particle size ratio range; Calculating a first ratio between the minimum particle size of the block and the minimum particle size ratio, and a second ratio between the minimum particle size of the block and the maximum particle size ratio; The maximum particle size of the coarse aggregate is determined according to the first ratio and the second ratio, and the maximum particle size of the coarse aggregate is between the first ratio and the second ratio.

4. The method according to claim 3, characterized in that The step of calculating the gradation of the coarse aggregate in the sandstone aggregate according to the particle size range of the blocks in the block accumulation body comprises: According to the first ratio, the target particle size of the coarse aggregate corresponding to the gradation is determined, and the target particle size is calculated by the following formula: Among them, S t is the target particle size, the S dmin is the minimum particle size of the block stone; The gradation of the coarse aggregate is determined such that the amount of the coarse aggregate in the range of 5 mm to the target particle size is greater than or equal to a preset amount.

5. The method according to any one of claims 1 to 4, characterized in that The method of calculating the expected flow depth of the block rock pile in water and the expected diffusion diameter of the block rock pile surface according to the single pouring volume of the marine concrete and the diameter of the pouring pipe, and determining the expected expansion degree of the marine concrete in water according to the expected flow depth and the expected diffusion diameter, comprises: The expected expansion diameter is calculated by the following formula: D s =D t ·(K1·(V p ) n +K2) Among them, D s is the expected diffusion diameter, the D t is the diameter of the casting pipe, K1, n and K2 are coefficients, V p It is the single pouring volume.

6. The method according to any one of claims 1 to 4, characterized in that The step of adjusting the component information of the reference concrete according to the amount of rapid-hardening cement, the maximum particle size and gradation, and the expected expansion degree to obtain the component information of the marine engineering concrete includes: Replacing a portion of the silicate cement corresponding to the amount of rapid-hardening cement in the reference concrete with the amount of rapid-hardening cement; Adjusting the sand and gravel aggregate in the reference concrete according to the maximum particle size and gradation; The admixture in the reference concrete is adjusted according to the expected expansion, and the adjustment amount of the admixture is positively correlated with the expected expansion.

7. A marine engineering concrete, characterized in that: include: 200 to 450 parts of Portland cement, 50-150 parts of rapid hardening cement, 0-300 parts of admixtures, 1200 to 2100 parts of sand and gravel aggregates, 180 to 220 parts of water, and 7 to 15 parts of admixtures; The sand and gravel aggregate comprises: 700 to 1200 parts of fine aggregate and 500 to 900 parts of coarse aggregate.

8. The marine engineering concrete according to claim 7, characterized in that: The rapid hardening cement is sulphoaluminate cement, the admixture includes fly ash and stone powder, and the admixture is a water reducing plasticizer.

9. The marine concrete according to claim 8, characterized in that: The content of the coarse aggregate in the particle size range of 2 mm to 10 mm is greater than or equal to 60%.

10. The marine concrete according to claim 7, characterized in that: The expansion degree of the marine engineering concrete is 550 mm to 700 mm, and the loss rate of the expansion degree of the marine engineering concrete ten minutes after preparation is less than or equal to 15%.

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