CN110887647A - Method for reinforcing thin-wall centrifugal concrete steel pipe tower - Google Patents

Method for reinforcing thin-wall centrifugal concrete steel pipe tower Download PDF

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Publication number
CN110887647A
CN110887647A CN201911090849.1A CN201911090849A CN110887647A CN 110887647 A CN110887647 A CN 110887647A CN 201911090849 A CN201911090849 A CN 201911090849A CN 110887647 A CN110887647 A CN 110887647A
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tower
reinforcing rib
strain
steel pipe
concrete
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肖寒
耿进锋
潘勇
赵理
王忠强
时洪飞
崔大田
陈伟
马磊
张武能
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State Grid Corp of China SGCC
Electric Power Research Institute of State Grid Henan Electric Power Co Ltd
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Electric Power Research Institute of State Grid Henan Electric Power Co Ltd
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Abstract

The invention provides a method for reinforcing a thin-wall centrifugal concrete steel pipe tower, which comprises the following experimental steps: s1 pole tower 1: according to the design size, the welding seam is completely welded without reinforcing rib plates; s2 pole tower 2: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and no reinforcing rib plate is arranged; s3 pole tower 3: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and the thickness of the rib plate is 9mm with 6 reinforcing rib plates; s4 pole tower 4: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and the thickness of the rib plate is 12mm with 6 reinforcing rib plates; s5 pole tower 5: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, 8 reinforcing rib plates are arranged, and the thickness of each rib plate is 9 mm; s6 pole tower 6: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, 8 reinforcing rib plates are arranged, and the thickness of each rib plate is 20 mm.

Description

Method for reinforcing thin-wall centrifugal concrete steel pipe tower
Technical Field
The invention relates to the technical field of concrete steel pipes, in particular to a thin-wall centrifugal concrete steel pipe tower.
Background
The tower without stay wires is widely applied to the power transmission line with the advantages of simple structure, beautiful appearance, small occupied area, convenient installation and the like. According to the principle of advanced technology, safety, reliability, economy and high efficiency, the application of the rod body material is gradually developed to the aspect of high-strength steel, such as Q345 steel and Q460 steel pipe rods adopted by some lines. The steel pipe poles with different structural forms have great difference in economy and safety, so that the economy of the poles with different forms must be compared in the design stage, the quality is strictly closed in the manufacturing and installation stage, and the safe and economic operation of a power grid is ensured. Especially, if the production quality is neglected, immeasurable safety accidents can be caused by novel steel pipe rod structures such as a centrifugally formed hollow steel pipe concrete structure.
Disclosure of Invention
1. Technical problem
According to the method, the deformation rule of the area near the welding line of the tower is known through tower bending tests, and the reasonability of a finite element simulation method, the precision of a simulation result and the feasibility of a reinforcing method are verified.
2. Technical scheme
A method for reinforcing a thin-wall centrifugal concrete steel pipe tower comprises the following experimental steps:
s1 pole tower 1: according to the design size, the welding seam is completely welded without reinforcing rib plates;
s2 pole tower 2: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and no reinforcing rib plate is arranged;
s3 pole tower 3: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and the thickness of the rib plate is 9mm with 6 reinforcing rib plates;
s4 pole tower 4: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and the thickness of the rib plate is 12mm with 6 reinforcing rib plates;
s5 pole tower 5: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, 8 reinforcing rib plates are arranged, and the thickness of each rib plate is 9 mm;
s6 pole tower 6: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, 8 reinforcing rib plates are provided, and the thickness of each rib plate is 20 mm;
furthermore, the number of the thin-wall centrifugal concrete pole towers is two, the specifications are phi 650 x 6000mm, the plate thickness is 8mm, the defect that a 1/2 wall thickness is not welded completely in a whole circle is simulated, ultrasonic flaw detection is carried out after welding, and reinforcing welding are carried out on one thin-wall centrifugal concrete pole tower at a welding seam after the maintenance period is over.
Further, the concrete strength is as follows: c40, common concrete for companies, construction mixing ratio: 1:1.43:2.62:0.33, the dosage of single concrete cement is 460Kg, the measured slump is 48mm, the demolding strength is 34.5MPa, and the 28-day compressive strength is 48.6 MPa.
Furthermore, there are two experimental towers, called tower 2 and tower 3 respectively, and the overall size of two experimental towers is the same, and the difference lies in that tower 2 does not have deep floor, and tower 3 has deep floor, and experimental tower is the uniform cross section.
Further, the overall height of the column was 6 m; the inner diameter and the outer diameter of the steel pipe are 634mm and 650mm respectively, namely the wall thickness of the steel pipe is 8 mm; the inner diameter and the outer diameter of the concrete are 554mm and 634mm respectively, namely the wall thickness of the concrete is 40 mm; an annular welding line is arranged at a position 420mm away from the bottom of the flange on the tower; the tower 3 has 6 reinforcing rib plates distributed at equal intervals along the circumferential direction at the annular welding line, and the sizes of the reinforcing rib plates along the height, the radial direction and the circumferential direction of the tower are respectively 150mm, 80mm and 10 mm.
Further, the method comprises the following testing steps:
(1) by applying load to the steel wire rope of the loading seat, the position of the steel wire rope on the outer wall of the steel pipe from the loading point of the tower is 10mm, and the height of the steel wire rope is basically the same as that of the top of the tower; the included angle between the steel wire rope and the axis of the tower is 79.094 degrees.
(2) Strain gauge position: in order to test the strain of the outer wall of the steel pipe at the circumferential weld joint in the loading process, the strain gauge is adhered to the circumferential weld joint of the tensile edge and the compression edge of the outer wall of the steel pipe; selecting 5 heights along the axial direction of the tower, respectively sticking 1 strain gauge on two sides of the bending symmetry plane at each height, wherein the axial distance of the strain gauges is 50mm, and thus, sticking 10 strain gauges on each side;
the position of a strain gauge on the tensile side of a tower 2 without reinforcing rib plates is shown in figure 1, the position of a strain gauge on the compressive side is shown in figure 2, and the position of the strain gauge on a tower 3 with reinforcing rib plates is the same as that of the tower 2;
(3) loading and strain testing: pre-loading once before formal test, then carrying out graded loading, and recording the strain of a measuring point for each grade of load;
3. technical effects
1. The strain on the steel pipe increases substantially linearly with increasing load, while the strain on the weld does not have such regularity as a function of the load, which indicates that the stress conditions at the weld are more complex than the stress on the steel pipe.
2. The numerical simulation results are well matched with the test results and the related theoretical solutions, which shows that the adopted numerical simulation method is feasible.
3. After reinforcing by the reinforcing rib plates, the stress level at the welding seam can be reduced, and the reinforcing effect of arranging 8 reinforcing rib plates along the circumferential direction of the welding seam is better than that of 6 reinforcing rib plates.
Drawings
FIG. 1 is a diagram of the position of a strain gage on the tension side of a tower 2 according to the invention;
FIG. 2 is a diagram of the position of a strain gauge on the compressive side of a tower 2 according to the present invention;
FIG. 3 is a strain comparison curve diagram of the measuring points 5 of the tower 2 and the tower 3;
FIG. 4 is a test strain diagram of 5 points in the right row on the tension side of the tower 2 according to the invention;
FIG. 5 is a test strain diagram of 5 points in the left row on the tension side of the tower 2;
FIG. 6 is a test strain diagram of a tower 3-tension side right row of 5 points;
fig. 7 tower 3-left row of 5 points on the tension side test strain.
Detailed Description
In order to facilitate an understanding of the invention, the invention will now be described more fully hereinafter with reference to the accompanying drawings, in which several embodiments of the invention are shown, but which may be embodied in different forms and not limited to the embodiments described herein, but which are provided so as to provide a more thorough and complete disclosure of the invention.
Example 1 testing of the Strain of the Tower 2
The test strain of the tower 2 is shown in a table 4-1-1 and a table 4-1-2, the load of each loading step and the strain corresponding to each load are shown in the table, wherein the table 4-1-1 shows the strain of 10 strain test points on a tensile edge, and the table 4-1-2 shows the strain of 10 strain test points on a compressive edge. TABLE 4-1-1 testing of strain at 2-pole tower stretching side
Figure BDA0002266812460000041
Figure BDA0002266812460000051
Figure BDA0002266812460000061
TABLE 4-1-2 testing of the strain at the compression side of the tower 2
Figure BDA0002266812460000062
Figure BDA0002266812460000071
To analyze the strain at each measurement point, the data in tables 4-1-1 and 4-1-2 were plotted as curves.
1) Tensile edge-point strain analysis
Fig. 4 and 5 show the strain of two rows of stations (5 stations in each row) on the stretched edge. It can be seen that the trend of the strain of the measuring point 3 in fig. 4 and the measuring point 4 in fig. 5 with the load is different from that of the other measuring points, particularly the measuring point 3, the strain starts to deviate from the other measuring points by the 2 nd load step of 26.1kN, the strain becomes a negative value by the 5 th load step of 55.1kN, and the strain becomes a positive value by the 80 th kN, which is not consistent with the situation of the body drawing side at the point. It is also possible to see the strain at point 4, which is at the same height as point 2, before 120kN is significantly less than the other points, and then the point rises rapidly until the load reaches its maximum, the strain reaches 7450 mu epsilon. Under the condition that other test points are normal in strain, the two test points are less likely to be abnormal due to pasting or testing and the like, the reason is that the two test points are on the circumferential weld seam, the flatness of the two test points is not as good as that of other test points although the two test points are polished before pasting, and in addition, the phenomenon that the circumferential weld seam of the pull-up edge is concave inwards is observed in the loading process. In addition, this dishing phenomenon is consistent with numerical simulation results.
TABLE 4-1-3 testing strain of tower 3 at stretching side
Figure BDA0002266812460000081
Figure BDA0002266812460000091
TABLE 4-1-4 testing of the strain at the compression side of the tower 3
Figure BDA0002266812460000092
Figure BDA0002266812460000101
The strains of the 10 strain test points on the tensile side are shown in table 7, the strains of the 10 strain test points on the compressive side are shown in table 7, and the loads of each stage of loading step and the strains corresponding to the loads of each stage are shown in the table. The data in the table were plotted as a curve for the analysis of strain at each measurement point.
1) Tensile edge-point strain analysis
FIGS. 6 and 7 show the strain at two rows of stations (5 stations per row) along the stretched edge.
In conclusion, the following results are obtained:
1. the reinforcing rib plate can improve the stress condition at the welding seam, so that the strain of the drawn edge is obviously reduced.
2. The welding seam is observed to deform greatly in the loading process, which indicates that the stress at the welding seam is large.
3. The strain on the pipe increases substantially linearly with increasing load, while the strain on the weld increases with load
4. The variation does not have such regularity, which indicates that the stress conditions at the weld are more complex than on the steel pipe.
Example 2 the overall dimensions of the tower 1 are as described in section 2. Considering according to the full penetration of the steel pipe, the section size is as follows:
the outer radius of the steel pipe: r isso＝325mm
Inner radius of the steel pipe: r issi＝317.3mm
Concrete outer radius: r isco＝317.3mm
Concrete inner radius: r isci＝277mm
Taking the design values of the compressive strength of the steel pipe and the concrete as follows:
fs＝215MPa，fc＝21.5MPa
according to technical regulations of thin-wall centrifugal steel pipe concrete structures, the axial center compression limit bearing capacity of a test tower is as follows:
Figure BDA0002266812460000121
in the formula, As,AcThe cross-sectional areas of the steel pipe and the concrete are respectively.
The tower contains steel characteristic:
Figure BDA0002266812460000122
design value of flexural limit bearing capacity:
Figure BDA0002266812460000123
the standard test bending moment is: 544700Nm
In order to achieve a standard test bending moment of 544700Nm at the circumferential weld of the tower, the horizontal force applied to the upper end of the tower is:
Figure BDA0002266812460000124
in the formula, hfThe distance from the welding line to the upper end part of the tower.
The elastic modulus of the steel pipe is 2.06 multiplied by 1011MPa, Poisson's ratio mu is 0.3, and the elastic modulus of concrete is 3.6 multiplied by 1010MPa, poisson ratio μ ═ 0.3.
4.2.2 theoretical solutions of stresses on the towers 1
4.2.2.1 Cross-sectional Properties
The steel pipe section inertia moment when the wall thickness of the steel pipe is 8 mm:
Figure BDA0002266812460000125
bending modulus of steel pipe section when steel pipe wall thickness is 8 mm:
Figure BDA0002266812460000131
moment of inertia of concrete section when concrete wall thickness is 40 mm:
Figure BDA0002266812460000132
flexural modulus of concrete section at a concrete wall thickness of 40 mm:
Figure BDA0002266812460000133
4.2.2.2 moment distribution and stress on Steel and concrete sections
Since the cross section of the tower is a circular section, the strain on the section is assumed to change linearly along the y-axis, see fig. 4-2-1, and the strain expression is firstly given as:
Figure BDA0002266812460000134
stress on the section of the steel pipe is 97.6kN sigmagAnd stress sigma on concrete sectionhAre respectively as
Figure BDA0002266812460000135
Figure BDA0002266812460000136
The bending moment of the stress d on the section of the steel pipe to the x axis is
Figure BDA0002266812460000137
In the formula IzMoment of inertia of steel pipe cross section to x axis
Figure BDA0002266812460000138
Similarly, the stress on the concrete section has a bending moment on the x-axis
Figure BDA0002266812460000141
Let the total bending moment on the cross section be M, then there is
Mg+Mh＝M
(4-2-12)
Substituting formula (4-2-10) and formula (4-2-11) to obtain
Figure BDA0002266812460000142
Taking the r as a, and taking the r as a,
Figure BDA0002266812460000143
the maximum bending stress on the section of the steel pipe (the outer wall of the steel pipe) is obtained as follows:
Figure BDA0002266812460000144
taking the r as the c, and taking the r as the c,
Figure BDA0002266812460000145
the minimum bending stress on the concrete section (inner wall of the concrete) is obtained as follows:
Figure BDA0002266812460000146
deflection of the end part of the tower:
Figure BDA0002266812460000147
TABLE 4-2-1 stress on the outer surface of the steel pipes
Figure BDA0002266812460000148
Figure BDA0002266812460000151
And (3) at the position, corresponding to the circumferential weld, on the inner wall of the concrete, the stress calculated by finite elements is 17.051MPa, the stress calculated by theory is 17.347MPa, and the difference between the stress and the stress is 1.73%.
The above analysis shows that the finite element calculation results have a rather good accuracy, and that the finite element calculation scheme is feasible.
Meanwhile, the stress of the concrete exceeds the allowable tensile value according to the assumption that the concrete does not crack in the tower stress process. It is assumed here that the concrete does not crack in order to compare the finite element calculation results with the theoretical calculation results to verify whether the calculation scheme (selected units, grid section, etc.) is feasible. In the finite element calculation of the lower edge it will be assumed that the concrete of the tension side is broken.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents, and thus the embodiments of the present invention are intended to be merely illustrative examples of the invention and are not to be construed as limiting the invention in any way.

Claims (6)

1. A method for reinforcing a thin-wall centrifugal concrete steel pipe tower comprises the following experimental steps:
s1 pole tower 1: according to the design size, the welding seam is completely welded without reinforcing rib plates;
s2 pole tower 2: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and no reinforcing rib plate is arranged;
s3 pole tower 3: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and the thickness of the rib plate is 9mm with 6 reinforcing rib plates;
s4 pole tower 4: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, and the thickness of the rib plate is 12mm with 6 reinforcing rib plates;
s5 pole tower 5: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, 8 reinforcing rib plates are arranged, and the thickness of each rib plate is 9 mm;
s6 pole tower 6: according to the design size, the welding seam has the defect that the wall thickness of the whole circle 1/2 is not welded completely, 8 reinforcing rib plates are arranged, and the thickness of each rib plate is 20 mm.
2. The method of claim 1, wherein the method comprises the steps of: the number of the thin-wall centrifugal concrete pole towers is two, the specifications are phi 650 multiplied by 6000mm, the plate thickness is 8mm, the defect that the wall thickness of 1/2 is not welded completely in a whole circle is simulated, ultrasonic flaw detection is carried out after welding, and reinforcing welding are carried out on one of the thin-wall centrifugal concrete pole towers at a welding seam after the maintenance period is over.
3. The method of claim 1, wherein the method comprises the steps of: the concrete strength is as follows: c40, common concrete for companies, construction mixing ratio: 1:1.43:2.62:0.33, the dosage of single concrete cement is 460Kg, the measured slump is 48mm, the demolding strength is 34.5MPa, and the 28-day compressive strength is 48.6 MPa.
4. The method of claim 1, wherein the method comprises the steps of: the test tower has two, is called shaft tower 2 and shaft tower 3 respectively, and the overall dimension of two test tower is the same, and the difference lies in that shaft tower 2 does not have deep floor, and shaft tower 3 has deep floor, and test tower is the uniform cross-section.
5. The method of claim 4, wherein the method comprises the steps of: the total height of the tower is 6 m; the inner diameter and the outer diameter of the steel pipe are 634mm and 650mm respectively, namely the wall thickness of the steel pipe is 8 mm; the inner diameter and the outer diameter of the concrete are 554mm and 634mm respectively, namely the wall thickness of the concrete is 40 mm; an annular welding line is arranged at a position 420mm away from the bottom of the flange on the tower; the tower 3 has 6 reinforcing rib plates distributed at equal intervals along the circumferential direction at the annular welding line, and the sizes of the reinforcing rib plates along the height, the radial direction and the circumferential direction of the tower are respectively 150mm, 80mm and 10 mm.
6. The method of claim 4, wherein the method comprises the steps of: the method comprises the following testing steps:
(1) by applying load to the steel wire rope of the loading seat, the position of the steel wire rope on the outer wall of the steel pipe from the loading point of the tower is 10mm, and the height of the steel wire rope is basically the same as that of the top of the tower; the included angle between the steel wire rope and the axis of the tower is 79.094 degrees;
(2) strain gauge position: in order to test the strain of the outer wall of the steel pipe at the circumferential weld joint in the loading process, the strain gauge is adhered to the circumferential weld joint of the tensile edge and the compression edge of the outer wall of the steel pipe; selecting 5 heights along the axial direction of the tower, respectively sticking 1 strain gauge on two sides of the bending symmetry plane at each height, wherein the axial distance of the strain gauges is 50mm, and thus, sticking 10 strain gauges on each side;
the position of a strain gauge on the tensile side of a tower 2 without reinforcing rib plates is shown in figure 1, the position of a strain gauge on the compressive side is shown in figure 2, and the position of the strain gauge on a tower 3 with reinforcing rib plates is the same as that of the tower 2;
(3) loading and strain testing: and pre-loading once before formal test, then carrying out graded loading, and recording the strain of a measuring point for each grade of load.
CN201911090849.1A 2019-11-09 2019-11-09 Method for reinforcing thin-wall centrifugal concrete steel pipe tower Pending CN110887647A (en)

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CN115372170A (en) * 2022-10-24 2022-11-22 西南石油大学 Bending and twisting test device and method for steel-concrete suspension tunnel pipe joint with damaged outer pipe wall

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Publication number Priority date Publication date Assignee Title
CN113536615A (en) * 2020-04-17 2021-10-22 中国电力科学研究院有限公司 Method for configuring annular stiffening rib of steel tube tower
CN115372170A (en) * 2022-10-24 2022-11-22 西南石油大学 Bending and twisting test device and method for steel-concrete suspension tunnel pipe joint with damaged outer pipe wall
CN115372170B (en) * 2022-10-24 2023-02-07 西南石油大学 Bending and twisting test device and method for steel-concrete suspension tunnel pipe joint with damaged outer pipe wall

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