CN115716731B - Low-shrinkage creep mechanism sandstone aggregate C55 concrete suitable for ultrahigh pumping - Google Patents
Low-shrinkage creep mechanism sandstone aggregate C55 concrete suitable for ultrahigh pumping Download PDFInfo
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- 239000004567 concrete Substances 0.000 title claims abstract description 81
- 238000005086 pumping Methods 0.000 title claims abstract description 28
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 48
- 239000004568 cement Substances 0.000 claims abstract description 46
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims abstract description 33
- 239000004576 sand Substances 0.000 claims abstract description 33
- 239000003638 chemical reducing agent Substances 0.000 claims abstract description 22
- 239000004575 stone Substances 0.000 claims abstract description 21
- 239000010881 fly ash Substances 0.000 claims abstract description 14
- 239000000843 powder Substances 0.000 claims abstract description 13
- 239000002893 slag Substances 0.000 claims abstract description 13
- 229910021487 silica fume Inorganic materials 0.000 claims abstract description 11
- 239000000203 mixture Substances 0.000 claims description 13
- 239000004594 Masterbatch (MB) Substances 0.000 claims description 6
- 238000012545 processing Methods 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 6
- 238000010521 absorption reaction Methods 0.000 claims description 5
- 230000000979 retarding effect Effects 0.000 claims description 5
- 239000010754 BS 2869 Class F Substances 0.000 claims description 4
- 239000002253 acid Substances 0.000 claims description 3
- 230000000740 bleeding effect Effects 0.000 claims description 3
- 239000010445 mica Substances 0.000 claims description 3
- 229910052618 mica group Inorganic materials 0.000 claims description 3
- 239000002245 particle Substances 0.000 claims description 3
- 229910004298 SiO 2 Inorganic materials 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 14
- 238000000034 method Methods 0.000 abstract description 7
- 230000036571 hydration Effects 0.000 abstract description 5
- 238000006703 hydration reaction Methods 0.000 abstract description 5
- 229910052500 inorganic mineral Inorganic materials 0.000 abstract description 3
- 239000011707 mineral Substances 0.000 abstract description 3
- 239000002910 solid waste Substances 0.000 abstract description 3
- 239000004566 building material Substances 0.000 abstract description 2
- 238000012423 maintenance Methods 0.000 abstract description 2
- 238000001514 detection method Methods 0.000 description 18
- 238000012360 testing method Methods 0.000 description 14
- 239000000463 material Substances 0.000 description 8
- 238000013461 design Methods 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000002474 experimental method Methods 0.000 description 4
- 239000011513 prestressed concrete Substances 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 239000003513 alkali Substances 0.000 description 2
- 230000001186 cumulative effect Effects 0.000 description 2
- 230000003247 decreasing effect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000012856 packing Methods 0.000 description 2
- 238000012876 topography Methods 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- RYGMFSIKBFXOCR-UHFFFAOYSA-N Copper Chemical compound [Cu] RYGMFSIKBFXOCR-UHFFFAOYSA-N 0.000 description 1
- 239000002956 ash Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 230000009194 climbing Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 239000010949 copper Substances 0.000 description 1
- 229910052802 copper Inorganic materials 0.000 description 1
- 238000001739 density measurement Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000012216 screening Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
Classifications
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
- Y02W30/50—Reuse, recycling or recovery technologies
- Y02W30/91—Use of waste materials as fillers for mortars or concrete
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- Curing Cements, Concrete, And Artificial Stone (AREA)
Abstract
The utility model provides a low shrink creep mechanism grit aggregate C55 concrete that is suitable for super high pumping, it belongs to the building material field. The method aims to solve the problems that natural sand aggregate is lacking in construction of a mountain area with complex terrain, the mechanical property of the existing high-grade concrete is affected after ultrahigh pumping, the maintenance difficulty is increased, the shrinkage creep requirement is high and the pumping difficulty is high. The C55 concrete consists of cement, fly ash, slag powder, silica fume, fine aggregate, coarse aggregate, water reducer and water. The mineral admixture in the invention is up to 50%, so that not only is the solid waste large mixing amount realized, but also the low cement high grade is realized, and meanwhile, the hydration heat is obviously reduced. 100% adopts machine-made sand and machine-made broken stone to completely replace natural sand stone aggregate, ensures high-grade concrete with low cement content by optimal proportion, ensures the compressive strength of the concrete to be generally higher than 65MPa, is not only suitable for ultrahigh pumping, but also effectively solves the shrinkage creep problem of high-tower cement concrete. The C55 concrete is suitable for ultrahigh pumping.
Description
Technical Field
The invention belongs to the field of building materials; in particular to a low shrinkage creep mechanism sandstone aggregate C55 concrete suitable for ultrahigh pumping.
Background
Modern cable-stayed bridges can be traced to the Style Lorend bridge built in Sweden in 1956, with a main span of 182.6m. The application of the bridge type of the cable-stayed bridge in the world starts from the 70 th century of the 20 th century, and the cable-stayed bridge technology is unprecedented developed for half a century, and the cable-stayed bridge with the main span of more than 200m built in the world has more than 200 seats, wherein the span of more than 400m has more than 40 seats.
In the early days, most cable-stayed bridges adopt steel structure main beams, and double boxes or single boxes are matched with orthotropic plates. The first concrete cable-stayed bridge (concrete as the main girder) appeared in 1957, but the span was only 17.5m+51.9m+17.53m. The bridge can be regarded as a test bridge of a mala open wave lake bridge built five years later. The modified malade open wave lake bridge built in 1962 was the first modern concrete cable-stayed bridge. Taking the starting point as the starting point, the prologue of the concrete cable-stayed bridge is uncovered. After the 20 s 70 s, prestressed concrete bridges are greatly raised, such as the puladon (Bro-tonne) bridge built in france in 1977, and Luna cable-stayed bridge built in spanish. Steel cable-stayed bridges with 300-600 m multi-seat spans are repaired in Japan; in 1986, a concrete cable-stayed bridge with a span of 245m was also built, and before that, the span of the concrete cable-stayed bridge did not exceed 100m. The current concrete cable-stayed bridge with the largest span in the world is Skurnund bridge in Norway, and the main span is 530m.
China is the country where the concrete cable-stayed bridge is most built. Two test bridges, namely a Chongqing Yunyang bridge and a Shanghai Songjiang new five bridge, are respectively built in 1975 and 1976, and the main spans are 76m and 54m respectively. In 1980, a first railway prestressed concrete cable-stayed bridge of China, namely a red river bridge (48m+96m+48m), was built in Guangxi, and the cable-stayed bridge of China enters a rapid development stage. The construction of the Yangtze river bridge of the copper tomb in 1995 (the main span 432m, which is the largest rib plate type concrete cable-stayed bridge in the world at the moment) marks the design of the cable-stayed bridge in China to enter the light-weight age. The 2002 built state-of-wattle Jiang Daqiao (main span 500 m) is the largest rib plate type concrete cable-stayed bridge in the world; guangdong Jin Mada bridge (main bridge 233m+283m) is the largest single-tower concrete cable-stayed bridge in the world.
Such as: the south Meng Xi extra large bridge is positioned in the south-plus-town of the Jian river county of the Qian, guizhou, and is a controlled engineering of the expressway of Jian Li, guizhou, and is a 2×30m+ (160m+360 m+160 m) +6×40m double-tower double-cable-surface prestressed concrete cable-stayed bridge, the bridge length is 987.5m, the main span is 360m, the tower pier beam consolidation system, the cable tower is H-shaped, the height is 244.5m/253.5m, the main beam is a double-side box structure, the bridge deck width is 29.5m, and the stay cable adopts a steel strand stay cable.
The construction conditions of Guizhou mountain area at the project site are bad: the line is located in the slope zone of the transition from the hilly area of the middle hilly area of Guizhou to the hilly area of Hunan, the topography is complex, the relief fluctuation is great, the gradient is steeper, the bedrock is broken, the smooth construction sites with conditions along the line are not more, most of the mountain areas are the same, the influence on large clinical sites and construction, main structure construction, material transportation and the like is great, and the main tower protection engineering amount is great.
High pier large span concrete cable-stayed bridge in valley region: the heights of two main towers of the south Meng Xi super-large bridge are 244.5m and 253.5m respectively, the span of the main bridge is 360m, and the main bridge is a typical high-pier large-span concrete cable-stayed bridge, the bridge site area is located in a V-shaped valley, and the topography condition and the meteorological condition are complex.
The safety risk is high: the south Meng Xi extra large bridge with the main span (160+360+160) m is a cable-stayed bridge with the main tower height of 253.5m, is an all-line control engineering, has large mountain slopes at two sides, narrow construction sites and difficult material transportation, has protection engineering on main towers at two sides, has extremely short construction period, extremely high construction period risk and extremely high safety risk.
The pumping height reaches more than 250m, and the requirement on the concrete performance and pumping equipment is extremely high. Not only the working performance of ultra-high pumping is ensured, but also the high-grade mechanical performance is ensured. However, because the construction environment lacks natural aggregate, only artificial gravel aggregate can be adopted, so that the mechanical property and the working performance difficulty of high-grade concrete are high, the main body of the ultra-high bridge tower cannot be deformed greatly, the influence of shrinkage creep is avoided, and the problems of the prior materials and the prior art are difficult to systematically solve.
Disclosure of Invention
The invention aims to solve the problems that natural sand aggregate is lacking in construction of a mountain area with complex terrain, the mechanical property of the existing high-grade concrete is influenced, the maintenance difficulty is increased, the shrinkage creep requirement is high and the pumping difficulty is high after ultrahigh pumping, and provides the sand aggregate C55 concrete with a low shrinkage creep mechanism, which is suitable for ultrahigh pumping.
Low shrinkage creep mechanism sandstone aggregate C55 concrete suitable for ultrahigh pumping and having volume weight of 2400-2500kg/m 3 The method comprises the steps of carrying out a first treatment on the surface of the The composition comprises the following components in parts by weight: 225-275 parts of cement, 50-100 parts of fly ash, 100-150 parts of slag powder, 40-60 parts of silica fume, 700-800 parts of fine aggregate, 1000-1200 parts of coarse aggregate, 4-6 parts of water reducer and 140-170 parts of water.
Further, the cement is P.O42.5 cement, the specific surface area is 300-350 square meters per kg, the C2S content is 35-40%, and the C3S content is 40-50%.
Further, the fly ash is class F class II, the specific surface area is 300-350 square meters per kg, and the water demand ratio is 100-105%.
Further, the slag powder has a grade of S105, a specific surface area of 300-350 square meters per kg and a water demand ratio of 95-100%.
Further, siO in the silica fume 2 The content is 85% -95%.
Further, the grain diameter of the fine aggregate is below 4.75mm, the fine aggregate is machine-made sand, the compressive strength of the machine-made sand processing master batch rock is 100-350MPa, and the fineness modulus is 2.8-3.2; the mass ratio of various grain diameters in the fine aggregate is as follows: the content of less than 0.075mm is 2-5%, the content of 0.075mm-0.15mm is 2-5%, the content of 0.15mm-0.3mm is 6-8%, the content of 0.3mm-0.6mm is 19-21%, the content of 0.6mm-1.18mm is 18-22%, the content of 1.18mm-2.36mm is 28-32%, and the content of 2.36mm-4.75mm is 18-22%.
Further, the CL content in the fine aggregate is 0-0.01%, SO 3 0-0.1% mica, 0-0.5% and 0-0.5% light matter; the bulk density of the fine aggregate is 1600-1700g/cm 3 Apparent density of 2600-2800g/cm 3 The mud content is 0-0.2%, the firmness is 3-5%, the porosity is 35-40%, the crushing value is 12-20%, and the water absorption is 0.80-0.85%.
Further, the coarse aggregate particle size is 5-20mm, the crushing strength of the machine-made crushed stone processing master batch rock is 100-350MPa; wherein the mass ratio of the grain diameter of 5-10mm to the grain diameter of 10-20mm is (2.8-3.2) (6.8-7.2); bulk density of coarse aggregate1300-1500g/cm 3 Apparent density of 2600-2800g/cm 3 The porosity is 40-45, the mud content is 0-0.2%, and the needle-like content is 0-5%.
Furthermore, the water reducer is a high-performance retarding water reducer, the water reducing rate is 25-30%, and the bleeding rate ratio is 40-50%.
Further, the water reducer is a retarding type polycarboxylic acid high-performance water reducer.
The invention has the advantages that:
the mineral admixture of the low-shrinkage creep mechanism sandstone aggregate C55 concrete suitable for ultrahigh pumping is up to 50%, so that not only is the solid waste large mixing amount realized, but also the low cement high grade is realized, the hydration heat is obviously reduced, and the shrinkage creep is effectively reduced.
The invention improves the specific gravity (sand rate is 40-43%) of the machine-made sand and the machine-made broken stone, and utilizes the mechanical engagement effect of the machine-made sand aggregate, through strict grading arrangement, the stacking model is effectively improved, the high-grade strength is ensured, and the shrinkage creep of the concrete is obviously improved.
The invention adopts machine-made sand and machine-made broken stone for 100 percent, completely replaces natural sand stone aggregate, and achieves high-grade mechanical requirements by adopting a large amount of fly ash and silica fume and combining slag powder and a water reducing agent, solves the problem of poor working performance of the machine-made sand stone aggregate, obtains very ideal slump (slump is 170-200 mm), and realizes ultrahigh pumping.
According to the invention, through series of orthogonal experiments and optimal design, the optimal proportion is obtained, 100% of high-grade concrete with low cement content prepared by adopting machine-made sand and machine-made broken stone to replace natural sand stone aggregate is ensured, the compressive strength of the concrete is generally higher than 65MPa, the concrete is not only suitable for ultrahigh pumping, but also the shrinkage creep problem of high-tower cement concrete is effectively solved.
The cement, the fly ash and the slag powder in the invention have lower specific surface area, the heat release rate is well adjusted, the heat release quantity is integrally reduced, the hydration heat is reduced by adjusting the quantity of C2S and C3S, the shrinkage creep of high-grade concrete is solved, and the strength of the high-grade concrete is ensured.
According to the invention, through a close packing model and an orthogonal experiment, the optimal grading of the machine-made sand is optimally designed, especially through controlling the grading of 5-10mm and 10-20mm, the strength and the elastic modulus of the machine-made sand are ensured, especially through strictly controlling the packing density, the porosity and the water absorption, the strength of the concrete is improved, the shrinkage creep of high-grade concrete is obviously reduced, the working performance of the concrete is ensured, and the smooth construction of ultra-high pumping is realized.
The low-shrinkage creep mechanism sandstone aggregate C55 concrete is suitable for ultrahigh pumping.
Drawings
FIG. 1 is a graph showing various measured performance indicators of the P.O42.5 cement of the examples;
FIG. 2 is a graph of a fly ash test report in the examples;
FIG. 3 is a graph of various performance indicators of fine aggregate in an example;
FIG. 4 is a graph showing the results of the fine aggregate fineness modulus test in the examples;
FIG. 5 is a graph of coarse aggregate detection results in the examples;
FIG. 6 is a graph showing the results of the detection of coarse and fine aggregate components in the examples;
FIG. 7 is a graph of water reducer detection results in the examples;
FIG. 8 is a diagram of the result of river water detection in the embodiment;
FIG. 9 is a graph showing the results of concrete mix time intensity measurements in the examples;
FIG. 10 is a graph showing the relationship between the strength and the water-cement ratio in the example;
FIG. 11 is a schematic diagram of a south Meng Xi super bridge in an embodiment;
FIG. 12 is a diagram showing the test and detection record of the design test of the mix proportion of the engineering project cement concrete in the example;
FIG. 13 is a cumulative sieve residue map in an embodiment;
FIG. 14 is a plot of laboratory mix intensity in the examples;
FIG. 15 is a graph showing the relationship between the strength and the water-cement ratio in the example;
FIG. 16 is a graph showing the results of the compressive strength test of the cement concrete of highway project 1 in the example;
FIG. 17 is a graph showing the results of the compressive strength test of the highway project 2 cement concrete in the example;
FIG. 18 is a graph showing the results of the consistency measurement of cement concrete mixtures in the examples;
FIG. 19 is a graph showing the results of the apparent density measurement of cement concrete in the examples;
FIG. 20 is a graph showing the results of the setting time test of cement concrete mixtures in the examples;
FIG. 21 is a graph showing the results of the test of the compressive elastic modulus of cement concrete in the examples.
Detailed Description
The technical scheme of the invention is not limited to the specific embodiments listed below, and also includes any combination of the specific embodiments.
The first embodiment is as follows: the embodiment is suitable for the ultra-high pumping and low shrinkage creep mechanism sandstone aggregate C55 concrete, and the volume weight of the concrete is 2400-2500kg/m 3 The method comprises the steps of carrying out a first treatment on the surface of the The composition comprises the following components in parts by weight: 225-275 parts of cement, 50-100 parts of fly ash, 100-150 parts of slag powder, 40-60 parts of silica fume, 700-800 parts of fine aggregate, 1000-1200 parts of coarse aggregate, 4-6 parts of water reducer and 140-170 parts of water.
The water reducing agent in this embodiment is commercially available.
The second embodiment is as follows: the first difference between this embodiment and the specific embodiment is that the cement is p.o42.5 cement, the specific surface area is 300-350 square meters/, the C2S content is 35-40%, and the C3S content is 40-50%. Other steps and parameters are the same as in the first embodiment.
And a third specific embodiment: the difference between the embodiment and the first or second embodiment is that the fly ash is class F II, the specific surface area is 300-350 square meters per kg, and the water demand ratio is 100-105%. Other steps and parameters are the same as in the first or second embodiment.
The specific embodiment IV is as follows: the difference between this embodiment and one to three embodiments is that the slag powder has a grade of S105, a specific surface area of 300-350 square meters per kg, and a water demand ratio of 95-100%. Other steps and parameters are the same as in one to three embodiments.
Fifth embodiment: this embodiment differs from the embodiments by one to four in that the silica fume contains SiO 2 The content is 85% -95%. Other steps and parameters are the same as in one to four embodiments.
Specific embodiment six: the difference between the embodiment and the specific embodiment is that the grain diameter of the fine aggregate is below 4.75mm, the fine aggregate is machine-made sand, the compressive strength of the machine-made sand processing master batch rock is 100-350MPa, and the fineness modulus is 2.8-3.2; the mass ratio of various grain diameters in the fine aggregate is as follows: the content of less than 0.075mm is 2-5%, the content of 0.075mm-0.15mm is 2-5%, the content of 0.15mm-0.3mm is 6-8%, the content of 0.3mm-0.6mm is 19-21%, the content of 0.6mm-1.18mm is 18-22%, the content of 1.18mm-2.36mm is 28-32%, and the content of 2.36mm-4.75mm is 18-22%. Other steps and parameters are the same as in one of the first to fifth embodiments.
Seventh embodiment: this embodiment differs from one to six of the embodiments in that the fine aggregate has a CL content of 0 to 0.01% SO 3 0-0.1% mica, 0-0.5% and 0-0.5% light matter; the bulk density of the fine aggregate is 1600-1700g/cm 3 Apparent density of 2600-2800g/cm 3 The mud content is 0-0.2%, the firmness is 3-5%, the porosity is 35-40%, the crushing value is 12-20%, and the water absorption is 0.80-0.85%. Other steps and parameters are the same as in one of the first to sixth embodiments.
Eighth embodiment: the embodiment is different from one of the first to seventh embodiments in that the coarse aggregate particle size is 5-20mm of machine-made broken stone, and the compressive strength of the machine-made broken stone processing master batch rock is 100-350MPa; wherein the mass ratio of the grain diameter of 5-10mm to the grain diameter of 10-20mm is (2.8-3.2) (6.8-7.2); the bulk density of the coarse aggregate is 1300-1500g/cm 3 Apparent density of 2600-2800g/cm 3 The porosity is 40-45, the mud content is 0-0.2%, and the needle-like content is 0-5%. Other steps and parameters are the same as those of one of the first to seventh embodiments.
Detailed description nine: the difference between the embodiment and one to eighth embodiments is that the water reducer is a high-performance retarding water reducer, the water reducing rate is 25-30%, and the bleeding rate ratio is 40-50%. Other steps and parameters are the same as in one to eight of the embodiments.
Detailed description ten: the present embodiment is different from the ninth embodiment in that the water reducing agent is a retarding polycarboxylic acid high-performance water reducing agent. Other steps and parameters are the same as in embodiment nine.
The beneficial effects of the invention are verified by the following examples:
example 1:
low shrinkage creep mechanism sandstone aggregate C55 concrete suitable for ultrahigh pumping and having volume weight of 2455kg/m 3 The method comprises the steps of carrying out a first treatment on the surface of the The composition comprises the following components in parts by weight: 250 parts of cement, 75 parts of fly ash, 125 parts of slag powder, 50 parts of silica fume, 740 parts of fine aggregate, 1065 parts of coarse aggregate, 5 parts of water reducer and 145 parts of water.
In this example, the C55 concrete had a water cement ratio of 0.29 and a sand ratio of 41%.
In this example, cement was p.o42.5 cement from Guizhou Koku and Tai Cement Co., ltd, and the measured performance indexes are shown in fig. 1.
In the embodiment, the fly ash adopts class F class II ash of a thermal power plant in Qian, guizhou; experimental detection report see fig. 2:
in this example the slag powder has a grade S105, a specific surface area of 300-350 square meters per kg and a water demand ratio of 95-100%.
SiO in the silica fume in this example 2 The content is 85% -95%.
In the embodiment, the fine aggregate adopts machine-made sand of Liping Xinkun stone limited company below 4.75 mm; the screening result is middle sand, and various performance indexes are shown in figure 3; the fineness modulus detection result of the fine aggregate is shown in fig. 4.
In the embodiment, coarse aggregate adopts Liping Xinkun stone limited company to machine and crush stone for 5-20mm; wherein, the mixing ratio of the broken stone is 3:7, and the mixing ratio of the broken stone is 5-10mm and 10-20 mm; the detection results are shown in FIG. 5.
The detection results of the coarse and fine aggregate components in this example are shown in FIG. 6.
In the embodiment, the water reducer adopts high-performance water reducer retarder of Guizhou Kai Xiang New material Co., ltd, and the detection result is shown in figure 7.
In this embodiment, river water is adopted as water, and the detection result is shown in fig. 8.
In this embodiment, a constant water quantity method is adopted during the concrete molding, the water-cement ratio reference mixing ratio of the other two mixing ratios is respectively increased and decreased by 0.05, the sand ratio (the proportion of coarse and fine aggregates) is adapted according to increasing 1% and decreasing 1%, and the time intensity detection result of the mixing ratio of the concrete is shown in fig. 9. The intensity versus water-cement ratio curve is shown in fig. 10.
According to the concrete test mixing working performance and the 28d indoor test result, the optimal matching ratio of the C55 concrete is shown in the table 1:
TABLE 1
The construction is carried out in series engineering by adopting the proportion, and the following is discussed by taking a south Meng Xi extra large bridge as an example:
the south Meng Xi extra-large bridge of the expressway in Jian Li, guizhou, qian, southeast, jian He county, guizhou, and the start-stop mileage K34+815.0K35+802.5 spans the south Meng Xi of the clean water Jiang Zhiliu, and is a control engineering of the expressway in Jian Li, about 27 km away from the dam of the three-plate stream power station;
the bridge material is shown in FIG. 11, the bridge has a total length of 987.5m, and the span of the holes is 2×30m+ (160+360+160) m+6×40m. The main bridge is a 160+360+160m double-tower double-cable surface prestressed concrete cable-stayed bridge, 152 steel strand stay cables are adopted in the whole bridge, the girder adopts a double-side box section, the full width of the bridge deck is 29.5m, the height of the girder is 3.0m, the length of a standard section is 9.0m, the height of a 3# main tower is 244.5m, the height of a 4# main tower is 253.5m, the size of a main tower platform is 35m multiplied by 29m multiplied by 6.5m, and 30 pile foundations with the diameter of 2.8m are arranged below. Adopting a rotary drilling and hole forming and manual hole forming process for the pile foundation according to geological conditions; the main tower is constructed by adopting a hydraulic climbing formwork, and the height of the main tower is 6m by section pouring; the main beam is constructed by adopting a front supporting point hanging basket, and the weight of the maximum hanging and pouring section is about 630t.
Harmful substance detection, concrete mixing ratio Cl-content, alkali content and SO 3 The content is as follows:
the total Cl content was 0.168kg/m 3 The weight of the cementing material is 500kg/m 3 Accounting for 0.03 percent of the total weight of the cementing material.
The total alkali content is 2.05kg/m 3 Less than 2.1kg/m 3 。
SO 3 The total content is 10.722kg/m 3 The weight of the cementing material is 500kg/m 3 Accounting for 2.14 percent of the total weight of the cementing material.
The test record of the engineering project cement concrete mix proportion design test is shown in figure 12. The cumulative sieve residue is shown in fig. 13. The laboratory mix intensities are shown in figure 14. The intensity versus water-cement ratio curve is shown in fig. 15. The detection result of the compressive strength of the cement concrete in the highway project 1 is shown in fig. 16. The detection result of the compressive strength of the cement concrete in highway project 2 is shown in figure 17. The results of the cement concrete mix consistency measurements are shown in figure 18. The apparent density detection result of the cement concrete is shown in fig. 19. The results of the cement concrete mixture setting time detection are shown in FIG. 20. The detection result of the compressive elastic modulus of the cement concrete is shown in figure 21.
Summary of engineering:
1. because the technological achievement in the embodiment is applied to the engineering, the concrete mineral admixture is up to 50%, the cement consumption is greatly reduced, the cost is greatly reduced, and the carbon emission is also obviously reduced.
2. The high grade of low cement is realized by adopting the large mixing amount of solid waste, machine-made sand and machine-made broken stone, the hydration heat is obviously reduced, and the shrinkage creep is effectively reduced.
3. The specific gravity of machine-made sand and machine-made broken stone is improved, the mechanical engagement effect of the machine-made sand aggregate is utilized, the strength of high-grade concrete is ensured, and the shrinkage creep of the concrete is obviously improved.
4. The method realizes that 100% of machine-made sand and machine-made broken stone replace natural sand aggregate, adopts fly ash, silica fume, slag powder and water reducing agent, not only meets the mechanical requirement of high-grade concrete, but also solves the problem of poor working performance of the machine-made sand aggregate, obtains very ideal slump and realizes ultrahigh pumping.
5. Through series orthogonal experiments and optimal design, the optimal proportion is obtained, 100% of high-grade concrete which is prepared by adopting machine-made sandstone aggregate to replace natural sandstone aggregate and has low cement content is ensured, the compressive strength of the concrete is generally higher than 65MPa, the concrete is not only suitable for ultrahigh pumping, but also the shrinkage creep problem of high-tower cement concrete is effectively solved.
6. The cement, the fly ash and the slag powder adopt lower specific surface area, the heat release rate is well adjusted, the heat release quantity is integrally reduced, the hydration heat is reduced through the quantity of C2S and C3S, the shrinkage creep of high-grade concrete is solved, and the strength of the high-grade concrete is ensured.
7. The strength and the elastic modulus of the machine-made sand are ensured by optimally designing the optimal grading of the machine-made sand, and particularly, the strength of the concrete is improved and the shrinkage creep of high-grade concrete is obviously reduced by strictly controlling the bulk density, the porosity and the water absorption.
8. Through a close stacking model and an orthogonal experiment, the optimal grading of the mechanically crushed stone is optimally designed, and particularly, the shrinkage creep of high-grade concrete is improved and the working performance of the concrete is ensured by controlling the grading, the stacking density, the porosity and the needle-shaped content of 5-10mm and 10-20mm, so that the smooth construction of ultra-high pumping is realized.
The above embodiments are only for illustrating the technical solution of the present invention and not for limiting the scope of the present invention, 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 the technical solution of the present invention may be modified or substituted without departing from the spirit and scope of the technical solution of the present invention.
Claims (3)
1. The low-shrinkage creep mechanism sandstone aggregate C55 concrete suitable for ultrahigh pumping is characterized by having a volume weight of 2400-2500 kg/m; the composition comprises the following components in parts by weight: 225-275 parts of cement, 50-100 parts of fly ash, 100-150 parts of slag powder, 40-60 parts of silica fume, 700-800 parts of fine aggregate, 1000-1200 parts of coarse aggregate, 4-6 parts of water reducer and 140-170 parts of water;
wherein the cement is P.O42.5 cement, the specific surface area is 300-350 square meters per kg, the content of C2S is 35-40%, and the content of C3S is 40-50%;
the fly ash is class F class II, the specific surface area is 300-350 square meter per kilogram, and the water demand ratio is 100-105%;
the grade of the slag powder is S105, the specific surface area is 300-350 square meters per kg, and the water demand ratio is 95-100%;
the grain diameter of the fine aggregate is below 4.75mm, the fine aggregate is machine-made sand, the compressive strength of the machine-made sand processing master batch rock is 100-350MPa, and the fineness modulus is 2.8-3.2; the mass ratio of various grain diameters in the fine aggregate is as follows: the content of less than 0.075mm is 2-5%, the content of 0.075mm-0.15mm is 2-5%, the content of 0.15mm-0.3mm is 6-8%, the content of 0.3mm-0.6mm is 19-21%, the content of 0.6mm-1.18mm is 18-22%, the content of 1.18mm-2.36mm is 28-32%, and the content of 2.36mm-4.75mm is 18-22%;
the CL content in the fine aggregate is 0-0.01%, SO 3 0-0.1% mica, 0-0.5% and 0-0.5% light matter; the bulk density of the fine aggregate is 1600-1700g/cm, the apparent density is 2600-2800g/cm, the mud content is 0-0.2%, the firmness is 3-5%, the porosity is 35-40%, the crushing value is 12-20%, and the water absorption is 0.80-0.85%;
the coarse aggregate particle size is 5-20mm, the crushing strength of the machine-made crushed stone processing master batch rock is 100-350MPa; wherein the mass ratio of the grain diameter of 5-10mm to the grain diameter of 10-20mm is (2.8-3.2) (6.8-7.2); the bulk density of the coarse aggregate is 1300-1500g/cm, the apparent density is 2600-2800g/cm, the porosity is 40-45, the mud content is 0-0.2%, and the needle-like content is 0-5%;
the water reducer is a retarding polycarboxylic acid high-performance water reducer.
2. The ultra-high pumping low shrinkage creep machine-made sandstone aggregate C55 concrete of claim 1, wherein the silica fume is SiO 2 The content is 85% -95%.
3. The low shrinkage creep machine-made sandstone aggregate C55 concrete suitable for ultra-high pumping according to claim 1, wherein the water reducing agent has a water reducing rate of 25-30% and a bleeding rate ratio of 40-50%.
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