New anchor production method for concrete pole

Abstract

The invention discloses a novel anchor production method for a concrete pole, and relates to the technical field of anchor production, and the novel anchor comprises 850-950 parts by mass of composite cement, 3-5 parts by mass of a superplasticizer, 60-80 parts by mass of a composite expanding agent, 25-45 parts by mass of an early strength agent, 5-10 parts by mass of steel fibers and 2-6 parts by mass of basalt fibers. According to the application, superfine ground Portland cement and aluminate cement are subjected to hydration reaction under the action of mixing water, C-S-H gel is generated and interwoven with hydrated calcium aluminate to form a compact network, a strength foundation is laid for the anchoring material, a three-dimensional reinforced structure is formed by steel fibers and basalt fibers in slurry, crack propagation is inhibited through a bridging effect, and the tensile strength of the anchoring material is improved. Calcium sulphoaluminate and calcium oxide in the composite expanding agent are sequentially subjected to an expansion reaction, pores are accurately filled to optimize a hardened body structure, the admixture synergistically regulates and controls the hydration process, the polycarboxylic acid water reducing agent improves the construction fluidity, and finally, the anchoring structure achieves synergistic improvement of high strength, high toughness and high durability.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of anchoring production, in particular to a new cement pole anchoring production method. BACKGROUND

[0002] In the infrastructure construction of power, communication and the like, the anchoring quality of the cement pole as an important supporting structure directly affects the safety and durability of the overall project. The traditional anchoring materials widely used in the current cement pole anchoring project generally have problems such as slow early strength development, insufficient anchoring force, poor volume stability, and the like, and are difficult to meet the demand of modern engineering for rapid construction and long-term reliable service.

[0003] The traditional anchoring material mostly adopts a single Portland cement system, and the hydration reaction process thereof is relatively slow, and the early strength is low, which leads to that the anchoring structure needs a long curing time to bear the load, thereby prolonging the construction period of the project. Meanwhile, the particle size of ordinary cement is large, and the penetration capacity is limited, so it is difficult to fully fill the small cracks between the anchor rod and the surrounding rock, and it is easy to form pore defects, thereby affecting the bonding strength of the anchoring interface. In terms of material toughness, the traditional anchoring material has high brittleness and insufficient bending resistance, and is easy to produce cracks under the action of load, thereby leading to the decay of the anchoring force, and even causing the instability of the structure in severe cases. In addition, the volume stability of the existing anchoring material is difficult to accurately control, and insufficient expansion will lead to that the anchoring gap is not filled densely, while excessive expansion is easy to cause internal stress concentration, thereby causing the cracking of the hardened body. The adaptability of the superplasticizer and the cementitious material is poor, and problems such as insufficient flowability affecting the construction grouting or excessive water separation rate leading to the increase of the porosity of the hardened body often occur, thereby further reducing the overall performance of the anchoring structure. SUMMARY

[0004] (I) Technical problems solved

[0005] In view of the problems existing in the prior art, the present application provides a new cement pole anchoring production method.

[0006] (II) Technical solutions

[0007] In order to achieve the above object, the present application is implemented by the following technical solutions: a new cement pole anchoring production method, which comprises 850-950 parts by mass of composite cement, 3-5 parts by mass of high-efficiency water reducing agent, 60-80 parts by mass of composite expansion agent, 25-45 parts by mass of early strength agent, 5-10 parts by mass of steel fiber and 2-6 parts by mass of basalt fiber.

[0008] As a preferred solution of the new cement pole anchoring production method, the composite cement is a mixture of ordinary Portland cement with a strength grade of 42.5 and aluminate cement with a strength grade of 42.5 in a mass ratio of 7:3, and the specific surface area is greater than or equal to 350 m² / kg.

[0009] As a preferred scheme of the method for new anchoring production of a cement pole, the particle size of the composite cement is 5-20 microns, wherein the particle size of 5-10 microns accounts for 40-50%, and the particle size of 10-20 microns accounts for 50-60%.

[0010] As a preferred scheme of the method for new anchoring production of a cement pole, the high-efficiency water reducing agent is a polycarboxylic acid high-performance water reducing agent, the water reducing rate is greater than or equal to 25%, and the solid content is 20-30%.

[0011] As a preferred scheme of the method for new anchoring production of a cement pole, the composite expansion agent is a mixture of calcium sulphoaluminate expansion agent and calcium oxide expansion agent in a mass ratio of 6:4.

[0012] As a preferred scheme of the method for new anchoring production of a cement pole, the early strength agent is a mixture of sodium sulfate, calcium nitrite and triethanolamine in a mass ratio of 5:3:2.

[0013] As a preferred scheme of the method for new anchoring production of a cement pole, the diameter of the steel fiber is 0.5-1 mm, the length is 15-25 mm, and the tensile strength is greater than or equal to 600 MPa; the diameter of the basalt fiber is 10-15 microns, the length is 6-12 mm, and the tensile strength is greater than or equal to 2000 MPa.

[0014] The method for new anchoring production of a cement pole comprises the following steps:

[0015] S1, the raw materials are weighed according to the proportion, and the composite cement is ground by a ball mill to a specific surface area greater than or equal to 350 m² / kg;

[0016] S2, the weighed early strength agent, composite expansion agent, high-efficiency water reducing agent, steel fiber, basalt fiber and composite cement in step S1 are placed in a forced mixer, and dry mixing is performed for 3-5 minutes;

[0017] S3, water accounting for 25-30% of the total mass of the materials is added to the mixer, and wet mixing is performed for 6-8 minutes, so that the anchoring slurry is prepared after being fully mixed;

[0018] S4, the anchoring slurry is injected into the gap between the cement pole and the pole pit through a grouting pump, the grouting pressure is controlled at 0.2-0.4 MPa, and the slurry is poured out from the top until the slurry is poured out from the top;

[0019] S5, the moisture curing is performed within 24 hours after the grouting is completed, and the curing time is not less than 7 days.

[0020] (Three) beneficial effects

[0021] The application provides a new anchoring production method for a cement pole.

[0022] 1、The composite cement in the application is ground to a specific surface area of greater than or equal to 350 m2 / kg, and the ultra-fine particles accelerate the hydration process by increasing the reaction contact area, wherein the tricalcium silicate and dicalcium silicate in the Portland cement preferentially generate C-S-H gel, and the tricalcium aluminate in the aluminate cement synchronously generates hydrated calcium aluminate, the two hydration products interweave to form a dense network, and the 7:3 ratio makes the C-S-H gel and the hydrated calcium aluminate content reach an optimal balance, thereby reducing the hydration porosity compared with a single cement system.

[0023] 2、In the application, the steel fibers prevent crack propagation through bridging, and the basalt fibers fill the gaps between cement hydration products, bridging the C-S-H gel and Ca(OH)2 crystals at the microscale, and the long and short diameter of the two fibers (20 mm and 9 mm) can cover defects of different scales, when the base is loaded to produce microcracks, the fibers bear stress transmission through interfacial adhesion, and block the development of crack tips, compared with the uneven dispersion phenomenon caused by excessive fibers in embodiment 3, the fiber and hydration product interface transition zone is more dense under this ratio.

[0024] 3、In the application, during the hydration process, calcium sulphoaluminate reacts with Ca(OH)2 generated by cement hydration to generate ettringite crystals, and calcium oxide is hydrated to generate Ca(OH)2 and is accompanied by volume expansion, the two expansion mechanisms complement each other in time difference, ettringite crystals fill capillary pores in the early stage, and calcium oxide expands to compensate for drying shrinkage in the later stage, and the 6:4 ratio makes the expansion amount and cement hydration porosity accurately matched, and the ettringite expansion stress concentration caused by excessive calcium sulphoaluminate.

[0025] 4、In the application, the high-efficiency water reducing agent forms electrostatic repulsion by adsorbing on the surface of cement particles, disperses the agglomerated particles and releases free water, improves the fluidity of the cement paste, at the same time, uniformly distributes the ultra-fine cement particles, reduces the micro-density difference, in the early strength agent, sodium sulfate accelerates the generation of C-S-H gel, calcium nitrite promotes the hydration of tricalcium aluminate, and triethanolamine activates the cement activity through complexation, and the three synergistically regulate the hydration rate, and on the microscale, the additives make the hydration products more orderly arranged. BRIEF DESCRIPTION OF DRAWINGS

[0026] In order to more clearly illustrate the technical solutions in the embodiments of the application, the following will briefly introduce the drawings needed to be used in the embodiment description. Obviously, the drawings in the following description are only some embodiments of the application, and for those skilled in the art, other drawings can also be obtained from these drawings without creative labor.

[0027] Figure 1is a compressive strength comparison chart of cement pole new anchoring production method prepared in embodiments 1-4 in the present application;

[0028] Figure 2 is a flexural strength comparison chart of cement pole new anchoring production method prepared in embodiments 1-4 in the present application;

[0029] Figure 3 is an expansion rate comparison chart of cement pole new anchoring production method prepared in embodiments 1-4 in the present application;

[0030] Figure 4 is a fluidity and water separation rate comparison chart of cement pole new anchoring production method prepared in embodiments 1-4 in the present application. DETAILED DESCRIPTION

[0031] The technical solutions in the embodiments of the present application will be clearly and completely described in combination with the drawings in the embodiments of the present application.

[0032] Embodiment 1

[0033] A cement pole new anchoring production method, wherein the control group 1 comprises the following components in parts by weight: composite cement 900 parts by mass (the mass ratio of portland cement to aluminate cement is 7:3), high-efficiency water reducing agent 4 parts by mass (water reducing rate 25%, solid content 25%), composite expansion agent 70 parts by mass (the mass ratio of calcium sulphoaluminate expansion agent to calcium oxide expansion is 6:4), early strength agent 35 parts by mass (the mass ratio of sodium sulfate, calcium nitrite and triethanolamine is 5:3:2), steel fiber 7.5 parts by mass (diameter 0.75 mm, length 20 mm, tensile strength 600 MPa), basalt fiber 4 parts by mass (diameter 12.5 μm, length 9 mm, tensile strength 2000 MPa), and the amount of water added is 28% of the total mass of the material.

[0034] Specifically, a preparation method of the cement pole new anchoring production method control group 1: first, the raw materials are weighed according to the above ratio, the composite cement is ground by a ball mill to a specific surface area ≥ 350 m² / kg, the weighed early strength agent, composite expansion agent, high-efficiency water reducing agent, steel fiber, basalt fiber and composite cement are placed in a forced mixer, 28% of water is added to the mixer, and the anchoring slurry of the control group 1 is prepared after fully mixing.

[0035] Embodiment 2

[0036] A cement pole new anchoring production method, wherein, the control group 2 comprises the following components in weight parts: 900 parts of composite cement (the mass ratio of portland cement to aluminate cement is 7:3), 4 parts of high efficiency water reducing agent (water reducing rate 25%, solid content 25%), 35 parts of early strength agent (the mass ratio of sodium sulfate, calcium nitrite and triethanolamine is 5:3:2), 7.5 parts of steel fiber (diameter 0.75 mm, length 20 mm, tensile strength 600 MPa), 4 parts of basalt fiber (diameter 12.5 μm, length 9 mm, tensile strength 2000 MPa), and the water is added in an amount of 28% of the total mass of the material, wherein the composite expansion agent is 80 parts (the mass ratio of calcium sulphoaluminate expansion agent to calcium oxide expansion is 8:2).

[0037] Specifically, a preparation method of the control group 2 of the cement pole new anchoring production method: first, the raw materials are weighed according to the above ratio, the composite cement is ground by a ball mill to a specific surface area of ≥350 m² / kg, the weighed early strength agent, composite expansion agent, high efficiency water reducing agent, steel fiber, basalt fiber and composite cement are placed in a forced mixer, 28% of water is added to the mixer, and the anchoring slurry of the control group 2 is prepared after fully mixing.

[0038] Example 3

[0039] A cement pole new anchoring production method, wherein, the control group 3 comprises the following components in weight parts: 900 parts of composite cement (the mass ratio of portland cement to aluminate cement is 7:3), 4 parts of high efficiency water reducing agent (water reducing rate 25%, solid content 25%), 70 parts of composite expansion agent (the mass ratio of calcium sulphoaluminate expansion agent to calcium oxide expansion is 6:4), 35 parts of early strength agent (the mass ratio of sodium sulfate, calcium nitrite and triethanolamine is 5:3:2), and the water is added in an amount of 28% of the total mass of the material, wherein the steel fiber is increased to 10 parts (diameter 0.75 mm, length 20 mm, tensile strength 600 MPa), and the basalt fiber is increased to 6 parts (diameter 12.5 μm, length 9 mm, tensile strength 2000 MPa).

[0040] Specifically, a preparation method of the control group 3 of the cement pole new anchoring production method: first, the raw materials are weighed according to the above ratio, the composite cement is ground by a ball mill to a specific surface area of ≥350 m² / kg, the weighed early strength agent, composite expansion agent, high efficiency water reducing agent, steel fiber, basalt fiber and composite cement are placed in a forced mixer, 28% of water is added to the mixer, and the anchoring slurry of the control group 3 is prepared after fully mixing.

[0041] Example 4

[0042] A new anchoring production method for cement rods, wherein a control group 4 includes the following components in parts by weight: 900 parts by weight of composite cement (the mass ratio of silicate cement to aluminate cement is 7:3), 4 parts by weight of a high-efficiency water reducer (water reduction rate 25%, solid content 25%), 70 parts by weight of a composite expansive agent (the mass ratio of calcium sulfoaluminate expansive agent to calcium oxide expansive agent is 6:4), 7.5 parts by weight of steel fiber (diameter 0.75 mm, length 20 mm, tensile strength 600 MPa), 4 parts by weight of basalt fiber (diameter 12.5 μm, length 9 mm, tensile strength 2000 MPa), and 28% of the total mass of water. An early strength agent is provided (the mass ratio of sodium sulfate, calcium nitrite, and triethanolamine is adjusted to 7:2:1).

[0043] Specifically, a preparation method of control group 4 of a new anchoring production method for cement poles: first, weigh the raw materials according to the above-mentioned ratio, grind the composite cement by a ball mill, grind it to a specific surface area ≥350m² / kg, place the weighed early strength agent, composite expansion agent, high-efficiency water reducer, steel fiber, basalt fiber and composite cement in a forced mixer, add 28% water to the mixer, and mix thoroughly to obtain the anchoring slurry of control group 4. The forming test data of the anchor slurry for new anchoring of cement poles prepared in Examples 1 to 4 are as follows: 1. Sample preparation for test: weigh the raw materials according to the ratio, grind the composite cement by ball mill, grind to a specific surface area of ​​≥350m² / kg, put the weighed early strength agent, composite expansion agent, high-efficiency water reducer, steel fiber, basalt fiber and composite cement into a forced mixer, dry mix for 3-5 minutes, add 25-30% of the total mass of the material into the mixer, wet mix for 6-8 minutes, and obtain the anchor slurry after sufficient mixing.

[0044] Instrument calibration: calibrate the graduated cylinder (accuracy 1mL), setting time meter, truncated cone test mold (36mm×60mm×60mm), compression and flexural testing machine and curing box in advance to ensure the accuracy of the test data.

[0045] 2. Determination of slurry water separation rate

[0046] Sampling operation: 100 mL of the composite slurry of Examples 1-4 was measured respectively and slowly poured into three graduated cylinders of the same specifications to avoid generating bubbles.

[0047] Static observation: Place the measuring cylinder on a horizontal test bench. After standing for 60 minutes, read the scale reading corresponding to the interface between the upper clear water and the lower slurry, accurate to 1 mL.

[0048] Parallel test: Repeat the above steps for 2 parallel measurements and calculate the average of the 3 results as the final water extraction rate.

[0049] Data record: The water separation rate of each example was recorded, wherein example 1 was 1.0%, example 2 was 1.2%, example 3 was 1.3%, and example 4 was 1.1%.

[0050] III. Slurry setting time determination

[0051] Test basis: The test was strictly performed according to the method for testing standard consistency water requirement, setting time and soundness of cement (GB / T 1346-2011).

[0052] Test process: The slurry of each example was poured into a test mold, and the initial time when all the superfine cement was added into water was recorded. When the test needle was sunk into the slurry to a distance of 4 mm ± 1 mm from the bottom plate, the initial setting time was recorded. When the test needle was sunk into the slurry by not more than 0.5 mm, the final setting time was recorded.

[0053] Environmental control: The test environment temperature was maintained at 20°C ± 2°C, and the relative humidity was ≥ 90%, avoiding direct airflow to the test mold.

[0054] IV. Slurry fluidity determination

[0055] Test mold preparation: A truncated cone circular test mold (upper opening diameter 36 mm, lower opening diameter 60 mm, and height 60 mm) was used, and the inner wall was pre-coated with a thin layer of release agent.

[0056] Grouting operation: The slurry of each example was slowly poured into the test mold and filled, and the surface was scraped vertically with a spatula to ensure that there were no air bubbles remaining.

[0057] Flow measurement: The test mold was vertically and slowly lifted, and after the slurry naturally flowed and no longer expanded, the diameters of two mutually perpendicular circular faces were measured to 1 mm, and the average value was taken as the fluidity result. The fluidity of examples 1-4 was 206 mm, 200 mm, 195 mm, and 202 mm, respectively.

[0058] V. Strength and volume stability determination

[0059] Test block molding: The slurry of each example was poured into a 40x40x160mm test mold, and the air bubbles were removed by gentle vibration, and then the test mold was placed horizontally in a curing box.

[0060] Curing process:

[0061] After 24h of static curing, the test block was demolded to ensure that the surface was complete and had no corners and edges;

[0062] It was transferred to a standard curing environment of 20°C ± 1°C and relative humidity 95%, and was cured to three ages of 3d ± 2h, 14d ± 2h, and 28d ± 2h, respectively.

[0063] Mechanical property detection:

[0064] Compressive strength: A compression tester was used to perform compression testing on the cured test blocks. The loading rate was controlled at 2.4 kN / s±0.2 kN / s. The failure load was recorded and the compressive strength was calculated (unit: MPa).

[0065] Flexural strength: A three-point bending test was performed using a flexural testing machine with a span of 100 mm and a loading rate controlled at 50 N / s ± 10 N / s. The flexural failure load was recorded and the strength value was calculated.

[0066] Volume stability test: Simultaneously measure the length changes of test pieces at different ages and calculate the expansion rate. The above test results are shown in the following table:

[0067] According to the data in the above table, the expansion rate curve, compressive strength curve, flexural strength curve, and water separation rate and fluidity bar graphs are displayed through visual charts;

[0068] Among them, reference Figure 1 As shown, compared with Examples 2 to 4, the specific performance of Example 1 is as follows: the 1-day compressive strength reaches 48.7 MPa, which is 7.5%, 13.8% and 10.4% higher than 45.3 MPa of Example 2, 42.8 MPa of Example 3 and 44.1 MPa of Example 4, respectively; the 3-day compressive strength reaches 69.2 MPa, which is 6.3%, 12.2% and 9.2% higher than 65.1 MPa of Example 2, 61.7 MPa of Example 3 and 63.4 MPa of Example 4, respectively; the 7-day compressive strength reaches 67.9 MPa, which is 5.8%, 12.2% and 9.0% higher than 64.2 MPa of Example 2, 60.5 MPa of Example 3 and 62.3 MPa of Example 4, respectively. The compressive strength of Example 1 maintained a leading position at all ages and showed a reasonable growth trend (the strength increased by 42.1% from 1 day to 3 days), indicating that its hydration reaction was sufficient and the structural density was excellent. In comparison, Example 2 was limited in its later strength development due to the adjustment of the expansion agent ratio, Example 3 was affected by the increase in fiber content, and Example 4 was weak in its later strength growth due to the excessive acceleration of the early strength agent. None of them could reach the compressive strength level of Example 1. The compressive strength performance of Example 1 can ensure that the cement rod anchor structure has better load-bearing capacity during long-term service, significantly improving the safety and durability of the engineering structure.

[0069] Among them, reference Figure 2Compared with Examples 2 to 4, the specific performance of Example 1 is as follows: the 1-day flexural strength reaches 8.5 MPa, which is increased by 4.9%, 9.0% and 6.2% compared with 8.1 MPa of Example 2, 7.8 MPa of Example 3 and 8.0 MPa of Example 4, respectively; the 3-day flexural strength reaches 7.33 MPa, which is increased by 4.7%, 9.4% and 6.2% compared with 7.0 MPa of Example 2, 6.7 MPa of Example 3 and 6.9 MPa of Example 4, respectively; the 7-day flexural strength reaches 10.41 MPa, which is increased by 6.2%, 10.7% and 8.4% compared with 9.8 MPa of Example 2, 9.4 MPa of Example 3 and 9.6 MPa of Example 4, respectively. The flexural strength of Example 1 is in the leading position at each age, and the 7-day flexural strength shows a significant growth advantage (an increase of 42.0% compared with the 3-day flexural strength), indicating that the material toughness and interface bonding performance are better; in contrast, the toughness of Example 2 is insufficient due to the reduced amount of expansion agent, the dispersion uniformity of Example 3 is affected due to the adjustment of the fiber content, and the late toughness of Example 4 is restricted due to the change of the early strength agent ratio, and none of them can reach the flexural strength level of Example 1. The flexural strength performance of Example 1 can effectively improve the crack resistance and deformation resistance of the cement pole anchoring structure, and significantly enhance the impact resistance and fatigue resistance of the engineering structure during service.

[0070] Among them, with reference to Figure 3 Compared with Examples 2 to 4, the specific performance of Example 1 is as follows: the 7-day expansion rate reaches 0.30%, which is increased by 20.0%, 36.4% and 30.4% compared with 0.25% of Example 2, 0.22% of Example 3 and 0.23% of Example 4, respectively, and the expansion process shows a continuous and stable growth trend (0.08% at 1 day→0.18% at 3 days→0.30% at 7 days), which meets the core requirement of the expansion time effectiveness of the cement pole anchoring material. This moderate and continuous expansion characteristic can fully fill the anchoring gap and ensure the close combination of the material and the pole interface. In contrast, the expansion of Example 2 is insufficient (the expansion rate increases by only 0.1% from 3 days to 7 days) due to the reduced amount of expansion agent, the expansion of Example 3 is imbalanced due to the adjustment of the fiber content, and the expansion of Example 4 is inhibited in the later period (the 7-day expansion rate is only 0.23%) due to the excessive early strength agent, none of them can achieve the compactness required by the anchoring structure. The expansion performance of Example 1 can effectively avoid anchoring defects caused by insufficient expansion or stress concentration caused by excessive expansion, and significantly improve the long-term reliability of the cement pole anchoring project.

[0071] Among them, with reference to Figure 4Compared with Examples 2 to 4, the specific performance of Example 1 is as follows: the fluidity of Example 1 reaches 206 mm, which is increased by 3.0%, 5.6% and 2.0% compared with 200 mm of Example 2, 195 mm of Example 3 and 202 mm of Example 4, respectively; the water separation rate is 1.0%, which is decreased by 16.7%, 23.1% and 9.1% compared with 1.2% of Example 2, 1.3% of Example 3 and 1.1% of Example 4, respectively. The fluidity of Example 1 can not only meet the grouting operability requirement in the cement rod anchoring construction process, but also ensure uniform filling of the anchoring gap, and reduce the pore defects in the hardening process through the lower water separation rate, thereby ensuring the interface bonding density; in comparison, the fluidity of Example 2 is decreased and the water separation rate is increased due to the adjustment of the expansion agent ratio, the fluidity of Example 3 is significantly reduced (195 mm) and the water separation rate is increased (1.3%) due to the increase of the fiber content, and the balance performance of the fluidity and the water separation rate of Example 4 is not as good as that of Example 1 due to the change of the early strength agent ratio, and none of them can reach the construction adaptability and volume stability level of Example 1. The fluidity and water separation rate performance of Example 1 can ensure that the anchoring material is easy to pour during the construction stage and is volume stable after hardening, thereby significantly improving the construction quality and structural reliability of the cement rod anchoring engineering.

[0072] It should be noted that, in this document, relational terms such as first and second and the like can be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions.

Claims

1. A new anchoring production method for cement poles, characterized in that The new anchoring material of the cement rod comprises: 850-950 parts by mass of composite cement, 3-5 parts by mass of high-efficiency water reducing agent, 60-80 parts by mass of composite expansion agent, 25-45 parts by mass of early strength agent, 5-10 parts by mass of steel fiber and 2-6 parts by mass of basalt fiber.

2. A new anchoring production method for cement poles according to claim 1, characterized in that: The composite cement is a mixture of ordinary Portland cement with a strength grade of 42.5 and aluminate cement with a strength grade of 42.5 in a mass ratio of 7:3, and has a specific surface area of ​​≥350m² / kg.

3. A new anchoring production method for cement poles according to claim 1, characterized in that: The particle size of the composite cement is 5-20 μm, of which the particle size of 5-10 μm accounts for 40-50% and the particle size of 10-20 μm accounts for 50-60%.

4. A new anchoring production method for cement poles according to claim 1, characterized in that: The high-efficiency water reducer is a polycarboxylic acid-based high-performance water reducer with a water reduction rate of ≥25% and a solid content of 20-30%.

5. A new anchoring production method for cement poles according to claim 1, characterized in that: The composite expansion agent is a mixture of calcium sulfoaluminate expansion agent and calcium oxide expansion agent in a mass ratio of 6:

4.

6. A new anchoring production method for cement poles according to claim 1, characterized in that: The early strength agent is a mixture of sodium sulfate, calcium nitrite and triethanolamine in a mass ratio of 5:3:

2.

7. A new anchoring production method for cement poles according to claim 1, characterized in that: The steel fiber has a diameter of 0.5-1 mm, a length of 15-25 mm, and a tensile strength of ≥600 MPa; the basalt fiber has a diameter of 10-15 μm, a length of 6-12 mm, and a tensile strength of ≥2000 MPa.

8. A production method for new anchoring of cement poles according to any one of claims 1 to 7, characterized in that: The steps include: S1. Weigh the raw materials according to the proportion, grind the composite cement by ball mill, and grind it to a specific surface area of ​​≥350m² / kg; S2. Place the weighed early strength agent, composite expansive agent, high-efficiency water reducer, steel fiber, basalt fiber and composite cement in step S1 in a forced mixer and dry mix for 3-5 minutes; S3. Add 25-30% of the total mass of the material into the mixer, wet mix for 6-8 minutes, and mix thoroughly to obtain the anchoring slurry; S4. Inject the anchor slurry into the gap between the cement rod and the rod pit through a grouting pump. Control the grouting pressure at 0.2-0.4 MPa until the slurry overflows from the top. S5. Moisturizing maintenance should be carried out within 24 hours after grouting is completed, and the maintenance time should be no less than 7 days.

Images