Construction method of high-section concrete corbel steel bar

Abstract

The present application relates to the field of long strip structure member for bearing, in particular to a high and large section concrete corbel steel bar construction method. The high and large section concrete corbel steel bar construction method is characterized by: sequentially implementing the following steps: step 1, scribing; step 2, processing positioning card; step 3, installing corbel main reinforcement; step 4, binding and closing hoop. The present application is safe and reliable, and can reduce cost and increase efficiency.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of long strip-shaped structural members for bearing, in particular to a construction method of high and large section concrete corbel reinforcement. BACKGROUND

[0002] The corbel is shown in the accompanying drawings Figure 1 The conventional factory roof or truss beam corbel section is small, the reinforcement is not dense, the corbel surface embedded member size is small, and the construction difficulty is small. However, the planting roof load of Baoshan Renewable Energy Utilization Center project is large, the design size of 58 corbels is about 5975mm*2920mm*2500mm, the main reinforcement of the corbel is selected from C40 and C32 reinforcement, the weight of a single main reinforcement is about 0.16t, and the weight of a single corbel reinforcement is about 25t. The overall installation of the reinforcement on site is very difficult. Moreover, the size of the embedded member above the corbel is large, the embedded member is welded from a steel plate with a size of 2475mm*1975mm*50mm and 25 long 1.15m L125*14mm equal angle steels, and a 150mm*150mm*25mm steel plate needs to be welded at the bottom of the anchor claw, which seriously collides with the main reinforcement of the corbel. Moreover, there is a transverse beam corbel on the other side of the column, and the conventional method cannot be used for construction on site, so the construction difficulty is very large. SUMMARY

[0003] In order to overcome the defects of the prior art, provide a safe and reliable construction method with cost reduction and efficiency increase, the present application discloses a construction method of high and large section concrete corbel reinforcement.

[0004] The present application achieves the purpose of the application through the following technical solutions:

[0005] A construction method of high and large section concrete corbel reinforcement, characterized by: sequentially implementing the following steps:

[0006] Step 1, marking: before cutting the reinforcement, according to the requirements of the corbel reinforcement positioning layout drawing, the upper bent section of the bent reinforcement is disconnected at a distance of 300mm from the bending point for marking, a first positive and reverse thread sleeve is used for connection, the vertical diagonal position of the longitudinal and transverse stress reinforcement is disconnected at a distance of 300mm from the bending point for marking, and a first positive and reverse thread sleeve is used for connection. In the same lap section, the same section joint in the same lap section should not exceed 50% of the total number of reinforcements;

[0007] Step 2, processing positioning card: according to the positioning of the corbel embedded member, an embedded member positioning card is made, after the positioning card is processed, it is fixed firmly with the corbel bottom die, and then the embedded member installation position is avoided for installing the reinforcement;

[0008] Step 3, installing the main reinforcement of the corbel: the installation sequence of the main reinforcement of the corbel is: outer layer lower transverse stress reinforcement→ inner layer lower longitudinal stress reinforcement→ longitudinal bent reinforcement→ inner layer upper double row longitudinal reinforcement→ outer layer upper transverse stress reinforcement;

[0009] After the lower stress reinforcement of the bracket is installed, the bracket bent reinforcement is connected by using the straight thread sleeve with positive and negative threads, and then the upper longitudinal and transverse stress reinforcements on the inner and outer sides are installed, because the upper transverse stress reinforcements on the inner and outer sides are closed reinforcements, the two positive and negative thread joints are arranged, the one end of the two reinforcement joints is engraved with positive threads and the other end is engraved with negative threads, and the two reinforcements are tightened by rotating the sleeve;

[0010] Step 4, binding the closure hoop: after the main reinforcement of the bracket is completely installed, the closure hoop below 1.3 m of the bracket is bound, then the bracket embedded part is hoisted, after the embedded part is positioned and fixed, the remaining closure hoop is bound, and the high and large section bracket reinforcement construction is completed.

[0011] The high and large section concrete bracket reinforcement construction method has the characteristics that:

[0012] In step 1, the length of the same lap section is not greater than 35d;

[0013] In step 2, the positioning card is made of C12 reinforcement, and the positioning card comprises two horizontal reinforcements and at least three longitudinal reinforcements, the two horizontal reinforcements are arranged in parallel with each other, each longitudinal reinforcement is parallel to each other and perpendicular to the horizontal reinforcement, and the two ends of each longitudinal reinforcement are welded and fixed on one horizontal reinforcement, and the spacing between the adjacent two longitudinal reinforcements is equal.

[0014] The longitudinal and transverse stress reinforcements of the bracket are changed to be arranged in double layers, the reinforcement is installed by using the positive and negative thread sleeve and the reinforcement positioning card at the position with the minimum stress, the problems of heavy self weight of the bracket reinforcement, dense reinforcement and anchor claw collision are effectively solved, the installation operation efficiency is higher, and the construction process is safer and more efficient.

[0015] The present application has the following beneficial effects:

[0016] Compared with the traditional bracket reinforcement construction method, the bracket reinforcement of the present application is disconnected at the position with smaller stress, the positive and negative thread sleeve connection and the positioning card installation method are adopted, the size of the personnel operation platform can be reduced in the construction process, the spacing, positioning and installation of the reinforcement are simple, fast and convenient, the problems of heavy self weight of the reinforcement and the difficulty in installing the reinforcement by personnel are solved, the installation and positioning of the large embedded iron part in the later period are facilitated, the labor, material and mechanical station construction costs are greatly saved from the aspects of project cost and progress, the project progress is accelerated, and the cost reduction and efficiency increase are remarkable. BRIEF DESCRIPTION OF DRAWINGS

[0017] Figure 1 is a bracket reinforcement modeling diagram,

[0018] Figure 2 and Figure 3 are bracket reinforcement sleeve setting position diagrams,

[0019] Figure 4 is a positioning card drawing of the bracket main reinforcement and the embedded part. DETAILED DESCRIPTION

[0020] The application is further illustrated by specific examples below. EXAMPLE

[0021] A construction method of high and large section concrete bracket reinforcement is implemented in the following steps:

[0022] Step 1, marking: before the steel bar is cut, according to the requirements of the bracket reinforcement positioning layout drawing, the upper bent section of the bent steel bar is cut off at a distance of 300 mm from the bending point for marking, a first positive-negative reverse thread sleeve is used for connection, the vertical diagonal positions of the longitudinal and transverse stress steel bars are cut off at a distance of 300 mm from the bending point for marking, a first positive-negative reverse thread sleeve is used for connection, and the number of the same section joints in the same lap section (35d) should not exceed 50% of the total number of steel bars, such as shown in Figure 2 and Figure 3 .

[0023] Step 2, processing the positioning card: the embedded part positioning card 1 is made according to the bracket embedded part positioning, as shown in Figure 4 : the positioning card 1 is made of C12 steel, the positioning card 1 includes two horizontal bars 11 and at least three longitudinal bars 12, the two horizontal bars 11 are arranged parallel to each other, each longitudinal bar 12 is parallel to each other and perpendicular to the horizontal bar 11, the two ends of each longitudinal bar 12 are respectively welded and fixed on one horizontal bar 11, the distance between the adjacent two longitudinal bars 12 is equal, and the area formed by the adjacent two longitudinal bars 12 and the two horizontal bars 11 is in turn steel bar position, anchor claw position, steel bar position, anchor claw position, that is, the steel bar position and the anchor claw position appear alternately, after the positioning card 1 is processed, it is fixed firmly with the bracket bottom mold, and the reserved embedded part installation position is used for installing the steel bar;

[0024] Step 3, installing the bracket main reinforcement: the installation sequence of the bracket main reinforcement is: outer layer lower transverse stress steel bar→ inner layer lower longitudinal stress steel bar→ longitudinal bent steel bar→ inner layer upper double-row longitudinal steel bar→ outer layer upper transverse stress steel bar;

[0025] After the lower stress steel bar of the bracket is installed, the bracket bent steel bar is connected by a positive thread-reverse thread straight thread sleeve first, and then the upper longitudinal and transverse stress steel bars on the inner and outer sides are installed, because the upper transverse stress steel bars on the inner and outer sides are closed bars and cannot rotate by themselves, two positive-negative thread joints are arranged, the two steel bar joints are marked with positive thread on one end and reverse thread on the other end, and the two steel bars are tightened by rotating the sleeve.

[0026] Step 4, binding closed hoop: after the completion of the corbel main reinforcement, the closed hoop below 1.3m of the corbel is bound, then the corbel embedded part is hoisted, after the positioning and fixing of the embedded part, the remaining closed hoop is bound, that is, the construction of the high section corbel reinforcement is completed.

[0027] This embodiment is used for the construction of a certain renewable energy center project. The top surface elevation of 58 corbel embedded parts in the project is between +28.462m and +43.462m, the height of the corbel is 2.5m, and the overhanging length of the corbel is about 2m. According to the actual installation effect on site, compared with the whole construction of the reinforcement according to the conventional method, a full-operation platform with a width of about 5m is needed, while the method of this embodiment only needs to set up a double-row scaffold to meet the personnel traffic, which greatly saves the material rental and erection and dismantling costs. In addition, compared with the original corbel construction period, this project is 15 days ahead of schedule, and large hoisting machinery is not used during the installation process, which is convenient for personnel to transport. In summary, this method has a significant effect of reducing cost and increasing efficiency, and has a strong guiding role for other similar projects.

Claims

1. A method for constructing high-section concrete corbel reinforcement, characterized by: The following steps are implemented in sequence: Step 1, marking: before cutting the steel bar, according to the positioning layout requirements of the bracket steel bar, the upper bent section of the bent steel bar is cut off at the distance of 300mm from the bending point, and a first positive and negative thread sleeve is used for connection, the vertical and diagonal positions of the longitudinal and transverse stress steel bars are cut off at the distance of 300mm from the bending point, and a first positive and negative thread sleeve is used for connection, and the same section joint in the same lap section shall not exceed 50% of the total number of steel bars; Step 2, processing positioning card: according to the positioning of the bracket embedded part, the embedded part positioning card is made, the positioning card is made of C12 steel bar, the positioning card includes two horizontal bars and at least three longitudinal bars, the two horizontal bars are arranged parallel to each other, each longitudinal bar is parallel to each other and perpendicular to the horizontal bar, and the two ends of each longitudinal bar are welded and fixed on a horizontal bar, and the distance between adjacent two longitudinal bars is equal; After the positioning card is processed, it is fixed firmly with the bracket bottom die, and the reserved embedded part installation position is used for installing the steel bar; Step 3, installing the main steel bar of the bracket: the installation sequence of the main steel bar of the bracket is: outer lower transverse stress steel bar→ inner lower longitudinal stress steel bar→ longitudinal bent steel bar→ inner upper double-row longitudinal steel bar→ outer upper transverse stress steel bar; After the lower stress steel bar of the bracket is installed, the bracket bent steel bar is connected by a positive and negative thread straight thread sleeve, and then the upper longitudinal and transverse stress steel bars on the inner and outer sides are installed, because the upper transverse stress steel bars on the inner and outer sides are closed bars, the steel bars cannot rotate by themselves, therefore, two positive and negative thread joints are arranged, the two steel bar joints are marked with positive thread on one end and negative thread on the other end, the sleeve is rotated, and the two steel bars are tightened; Step 4, binding the closing hoop: after the main steel bar of the bracket is completely installed, the closing hoop below 1.3m of the bracket is bound, then the bracket embedded part is hoisted, after the embedded part is positioned and fixed, the remaining closing hoop is bound, and the construction of the large-section bracket steel bar is completed.

2. The large-section concrete bracket steel bar construction method according to claim 1, characterized in that: In step 1, the length of the same lap section is not greater than 35d.

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