CN114858436B - Slidable steel anchor box combined cable tower model test device - Google Patents
Slidable steel anchor box combined cable tower model test device Download PDFInfo
- Publication number
- CN114858436B CN114858436B CN202210531084.6A CN202210531084A CN114858436B CN 114858436 B CN114858436 B CN 114858436B CN 202210531084 A CN202210531084 A CN 202210531084A CN 114858436 B CN114858436 B CN 114858436B
- Authority
- CN
- China
- Prior art keywords
- plate
- steel
- anchor box
- web
- steel anchor
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M13/00—Testing of machine parts
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/0003—Steady
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0676—Force, weight, load, energy, speed or acceleration
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0682—Spatial dimension, e.g. length, area, angle
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a slidable steel anchor box combined cable tower model test device, and belongs to the technical field of bridges. The self-balancing tower column comprises a self-balancing anchor seat and a concrete tower column section arranged on the self-balancing anchor seat, wherein a steel structure bottom section, two steel anchor box sections and a steel structure top section are sequentially arranged in the concrete tower column section from bottom to top, a sliding pair is arranged between every two adjacent sections, and a horizontal loading device, a vertical loading device and a testing device are arranged on each steel anchor box section. According to the invention, the vertical cable force and the horizontal cable force borne by each section of steel anchor box are adjusted, so that the simulation of the stress state of different sections of steel anchor boxes is realized, and thus the working state and performance of the sliding pair and the stress performance of the combined cable tower can be obtained.
Description
Technical Field
The invention belongs to the technical field of bridges, and particularly relates to a test device for testing the stress performance of a slidable steel anchor box combined cable tower with sliding pairs arranged between adjacent steel anchor box sections.
Background
The stay cable anchoring section of the cable-stayed bridge pylon is an important stressed member for safely and uniformly transmitting the concentrated force of the stay cable to the pylon. The combined cable tower with adjacent steel anchor boxes and sliding pairs between the sections is one new kind of combined cable tower, and the available test apparatus and method are not suitable for the combined cable tower. When the working performance and the stress performance of the combined cable tower are subjected to experimental research, in order to obtain the working state and the performance of the sliding pair and the stress performance of the combined cable tower, a test model and a loading and testing device are required to be capable of simulating different sections of steel anchor boxes.
The existing similar combined cable tower model tests do not research the working and stress performance of the combined cable tower of the slidable steel anchor box, and basically only research 1 section of steel anchor box, and because the anchor plate of the steel anchor box in the model is designed according to the selected anchor plate angle of 1 section, the ratio of the vertical cable force to the horizontal cable force is a fixed value during loading, so that the stress state of only 1 section of the combined cable tower can be simulated, and the simulation of the stress state of different sections of the combined cable tower cannot be realized. The stress state of the slidable steel anchor box combined cable tower needs to pay attention to the following two types of steel anchor box sections (1) the steel anchor box section with the minimum horizontal cable force/vertical cable force ratio and (2) the 2 sections of steel anchor box sections with the maximum cable force, so that the traditional test model can not achieve the test purpose.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a slidable steel anchor box combined cable tower model test device, which aims to: the simulation of the stress state of different sections of steel anchor boxes is realized by adjusting the vertical cable force and the horizontal cable force applied to each section of steel anchor box, so that the working state and performance of the sliding pair and the stress performance of the combined cable tower are obtained.
The technical scheme adopted by the invention is as follows:
the utility model provides a slidable steel anchor case combination cable tower model test device, its characterized in that, including self-balancing anchorage and the concrete tower column festival section of setting on the self-balancing anchorage, inside from the bottom up of concrete tower column festival has set gradually steel construction bottom bay, two steel anchor case festival sections and steel construction top bay, is provided with the sliding pair between the adjacent festival section, be provided with horizontal loading device, vertical loading device and testing arrangement on the steel anchor case festival section.
After the technical scheme is adopted, the vertical cable force and the horizontal cable force borne by each section of the anchor box can be adjusted through the horizontal loading device and the vertical loading device, so that the simulation of the stress states of the steel anchor boxes of different sections is realized, and the simulation of the stress states of the steel anchor box section with the minimum horizontal cable force/vertical cable force ratio and the steel anchor box section with the maximum cable force is realized. Therefore, the working state and performance of the sliding pair and the stress performance of the combined cable tower are obtained, and the experimental study on the working performance and the stress performance of the combined cable tower is facilitated.
Preferably, a prestressed steel strand for applying a vertical force component of a stay cable force borne by the steel anchor box section is embedded in the self-balancing anchor seat, and the prestressed steel strand is connected with the vertical loading device.
Preferably, the steel structure bottom section comprises a bottom section embedding area and a bottom section supporting area, the bottom section embedding area is provided with a bottom section embedding area end plate and a bottom section embedding area web plate, the bottom section embedding area end plate is provided with a shear nail connecting piece, the bottom section embedding area web plate is provided with an opening steel plate shear connecting piece, the bottom section supporting area is provided with a bottom section supporting plate, a bottom section supporting area web plate and a bottom section horizontal partition plate, the bottom section supporting plate is a U-shaped steel plate, the upper surface of the bottom section supporting plate is a lower pair of a sliding pair, and the bottom section supporting area web plate is fixedly connected with the bottom section supporting plate and the bottom section embedding area end plate; the bottom section horizontal partition plate is fixedly connected with the bottom section bearing area web, and a round hole is formed in the position, corresponding to the prestressed steel strand in the self-balancing anchor seat, of the bottom section horizontal partition plate.
Preferably, the slidable steel anchor box segment comprises a fixed end, a sliding end, a splicing plate, a sliding end embedded area and a diaphragm plate; the consolidation end consists of a first side pulling plate, a side pulling plate reinforcing plate, a first intersegment connecting plate, an end plate, an embedded area web plate, a first steel anchor box web plate stiffening rib and a first anchor plate; the sliding end consists of a second side pulling plate, a second intersegment connecting plate, an end partition plate, a second steel anchor box web plate stiffening rib and a second anchor plate.
As preferred, the first side arm-tie and the second side arm-tie outside of the steel anchor case segment that is located the below are equipped with the loading bracket that is used for applying the vertical cable tension of lower floor's suspension cable, the loading bracket includes bracket web, bracket end plate, bracket apron and bracket bottom plate, bracket web and steel anchor case side arm-tie fixed connection, bracket end plate and bracket web fixed connection, first side arm-tie, second side arm-tie, bracket web and bracket end plate fixed connection of bracket apron, bracket bottom plate and steel anchor case segment, bracket apron and bracket bottom plate open there is the round hole that supplies the prestress wire to pass.
Preferably, the first side pulling plate and the second side pulling plate are rectangular steel plates with grooves in the upper and lower parts, and high-strength bolt holes are formed in the end part of one side of the sliding end; the first intersegment connecting plate and the second intersegment connecting plate are rectangular steel plates with bolt holes, the first intersegment connecting plate and the second intersegment connecting plate are fixedly connected with the first side pulling plate and the second side pulling plate respectively, the lower surfaces of the first intersegment connecting plate and the second intersegment connecting plate at the bottom of the steel anchor box are provided with upper pairs of sliding pairs, and the upper surfaces of the first intersegment connecting plate and the second intersegment connecting plate at the top of the steel anchor box are provided with lower pairs of sliding pairs; the end plate is fixedly connected with the first side pulling plate and the first inter-segment connecting plate, and a shear nail is arranged on one side of the end plate, which is embedded in concrete; the embedded area web is provided with a perforated steel plate connecting piece and is fixedly connected with the end plate; the first steel anchor box web plate and the second steel anchor box web plate are respectively and fixedly connected with the first side pulling plate and the second side pulling plate, and round holes are formed in the first steel anchor box web plate and the second steel anchor box web plate; the first steel anchor box web plate and the second steel anchor box web plate are provided with a first steel anchor box web plate stiffening rib and a second anchor box web plate stiffening rib along the bridge direction; the first anchor plate and the second anchor plate are fixedly connected with the first steel anchor box web plate and the second steel anchor box web plate respectively; the end partition plate is fixedly connected with the second side pulling plate and the second intersegment connecting plate; the pre-buried district of slip end includes: the embedded area comprises an embedded area web plate, an embedded area end plate and an embedded area connecting side pulling plate; the embedded area web is provided with a perforated plate shear connector, the embedded area end plate is fixedly connected with the embedded area web, and a shear nail shear connector is arranged on one side close to concrete; the embedded area connecting side pull plate is a rectangular steel plate which is welded with the embedded area end plate into a whole and corresponds to the second side pull plate of the sliding end in position, and the end part of the rectangular steel plate is provided with a high-strength bolt hole; the splicing plates are provided with high-strength bolt holes, and the high-strength bolt holes on the splicing plates respectively correspond to the high-strength bolt holes on the second side pulling plate and the pre-buried area connecting side pulling plate; the diaphragm plate is fixedly installed between the first side pull plate and the second side pull plate, and a diaphragm plate stiffening rib is fixedly arranged on the bottom surface of the diaphragm plate.
Preferably, the steel structure top section consists of a top section embedded area end plate, a top section embedded area web plate and a top section inter-section connecting plate; the shear nail connecting piece is welded on the top section embedded area end plate, the perforated steel plate shear connecting piece is arranged on the top section embedded area web plate, the bolt hole is formed in the top section inter-section connecting plate, and the upper pair of the sliding pair is arranged on the bottom surface of the top section inter-section connecting plate.
Preferably, the vertical loading device is a vertical loading jack, and the horizontal loading device is a horizontal loading jack; two groups of vertical loading jacks are arranged and are used for respectively applying the vertical cable force of the stay cable on the upper layer steel anchor box and the lower layer steel anchor box; the prestressed steel strand is connected with the vertical loading jack; and two horizontal loading jacks are arranged and respectively apply horizontal cable force to the upper-layer steel anchor box section and the lower-layer steel anchor box section.
Preferably, the upper pair of the sliding pair is mirror-surface-grade stainless steel, and the lower pair of the sliding pair is a two-component graphene modified fluorocarbon paint coating.
Further preferably, the concrete tower column section is a single-box single-chamber cross section, a straight chamfer is arranged at the junction of the inner walls of the boxes, and a round chamfer is arranged at the junction of the outer walls of the boxes.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
the invention can test the working state of a sliding pair between a front steel anchor box and a rear steel anchor box of a slidable steel anchor box combined cable tower locked at the sliding end of the steel anchor box and the stress state of a combined cable tower structure by adjusting the vertical cable force and the horizontal cable force borne by each section of anchor box, and comprises the following steps: (1) before the sliding end of the steel anchor box is locked, the steel anchor box segment with the minimum horizontal cable force/vertical cable force ratio is in the working state of a sliding pair in the stay cable tensioning stage; (2) before the sliding end of the steel anchor box is locked, the stress state of a main stressed plate of the steel anchor box, the slippage of the sliding end of the steel anchor box and the stress state of a concrete tower column are adopted in the 2 sections of steel anchor boxes with the largest cable force in the tensioning stage of the stay cable; (3) after the sliding end of the steel anchor box is locked, the steel anchor box is mainly stressed in the stress state of the plate and the stress state of the concrete tower column under the action of live load cable force increment of the 2 sections of steel anchor boxes with the largest cable force. Therefore, the working state and performance of the sliding pair and the stress performance of the combined cable tower are obtained, and the working performance and the stress performance of the combined cable tower are conveniently and accurately evaluated.
Drawings
The invention will now be described, by way of example, with reference to the accompanying drawings, in which:
FIG. 1 is a vertical layout view of a test model of a slidable steel anchor box combined cable tower of the invention;
FIG. 2 is a side layout view of a test model of the combined cable tower of the slidable steel anchor box;
FIG. 3 is a plan layout view of a test model of the sliding steel anchor box combined cable tower of the invention;
FIG. 4 is a schematic structural view of a steel structure bottom section of the present invention;
FIG. 5 isbase:Sub>A cross-sectional view taken along line A-A of FIG. 4;
FIG. 6 is a cross-sectional view taken along line B-B of FIG. 4;
FIG. 7 is a cross-sectional view taken along line C-C of FIG. 4;
FIG. 8 is a schematic structural view of a steel anchor box segment;
FIG. 9 is a view of the arrangement of the measuring points of the side pulling plate of the upper anchor box;
FIG. 10 is a view of the arrangement of the measuring points of the upper anchor box end plate;
FIG. 11 is a view of the station arrangement of the lower anchor box end plate;
FIG. 12 is a measuring point layout diagram of a lower-layer anchor box embedded area web plate;
FIG. 13 is a map of the site placement for a concrete tower wall;
figure 14 is a displacement gauge layout of a steel anchor box section.
Wherein, 1-self-balancing anchor block, 2-steel structure bottom section, 201-bottom section embedded area end plate, 202-bottom section embedded area web plate, 203-bottom section bearing plate, 204-bottom section bearing area web plate, 205-bottom section horizontal clapboard, 3-steel anchor box section, 301-first side pulling plate, 3011-second side pulling plate, 302-first section connecting plate, 3021-second section connecting plate, 303-end plate, 304-embedded area web plate, 305-first steel anchor box web plate, 3051-second steel anchor box web plate, 306-first steel anchor box web plate stiffening rib, 307-first anchor plate, 3071-a second anchor plate, 308-an end clapboard, 309-a side pulling plate reinforcing plate, 310-a splicing plate, 311-a transverse clapboard, 312-a pre-embedded area web plate, 313-a pre-embedded area end plate, 314-a pre-embedded area connecting side pulling plate, 4-a steel structure top section, 401-a top section embedded area end plate, 402-a top section embedded area web plate, 403-a top section inter-section connecting plate, 5-a sliding pair, 6-a pre-stressed steel strand, 7-a vertical loading jack, 8-a horizontal loading jack, 9-a loading bracket, 10-concrete, 11-a strain flower, 12-a strain gage and 13-a displacement meter.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only a part of the embodiments of the present application, and not all the embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments of the present application without making any creative effort, shall fall within the protection scope of the present application.
The present invention is described in detail below with reference to fig. 1 to 14.
The utility model provides a slidable steel anchor case combination cable tower model test device, as shown in fig. 1 and 2, including self-balancing anchorage 1 and the concrete column festival section of setting on the self-balancing anchorage, inside from the bottom up of concrete column festival section has set gradually steel construction bottom bay 2, two steel anchor case festival sections 3 and steel construction top bay 4, is provided with the vice 5 that slides between the adjacent festival section, be provided with horizontal loading device, vertical loading device and testing arrangement on the steel anchor case festival section.
In this embodiment, 8 bundles of prestressed steel strands are embedded in the self-balancing anchor bed and used for applying a vertical force component of a stay cable force borne by the steel anchor box.
In this embodiment, the concrete tower column section is single case individual chamber cross-section, and straight chamfer is established to case indoor wall juncture, and round chamfer is established to case outdoor wall juncture.
In this embodiment, the steel structure bottom section 2 includes a bottom section embedding region and a bottom section supporting region, the bottom section embedding region is provided with a bottom section embedding region end plate 201 and a bottom section embedding region web 202, the bottom section embedding region end plate 201 is welded with a shear nail connecting piece, the bottom section embedding region web 202 is provided with a perforated steel plate shear connecting piece, the bottom section supporting region is provided with a bottom section supporting plate 203, a bottom section supporting region web 204 and a bottom section horizontal partition plate 205, the bottom section supporting plate 203 is a U-shaped steel plate, the upper surface of the bottom section supporting plate 203 is a lower pair of a sliding pair 5, and the bottom section supporting region web 204 is welded and fixed with the bottom section supporting plate 203 and the bottom section embedding region end plate 201; the bottom section horizontal partition plate 205 and the bottom section bearing area web 204 are welded and fixed, and a round hole is formed in the bottom section horizontal partition plate 205 at a position corresponding to the prestressed steel strand 6 in the self-balancing anchor block 1.
In this embodiment, each of the two slidable steel anchor box segments includes a fixed end, a sliding end, a splice plate 310, a sliding end embedded area, and a diaphragm plate 311; the consolidation end consists of a first side pull plate 301, a side pull plate reinforcing plate 309, a first intersegment connecting plate 302, an end plate 303, an embedded area web (304), a first steel anchor box web 305, a first steel anchor box web stiffening rib 306 and a first anchor plate 307; the sliding end is composed of a second side pull plate 3011, a second section connecting plate 3021, an end partition plate 308, a second steel anchor box web 3051, a second steel anchor box web stiffening rib and a second anchor plate 3071.
The first side arm-tie 301 and the second side arm-tie 3011 outside of the steel anchor case segment 3 that is located the below are equipped with the loading bracket 9 that is used for applying the vertical cable tension of lower floor's suspension cable, loading bracket 9 includes bracket web 902, bracket end plate 903, bracket apron 901 and bracket bottom plate 904, bracket web 902 and steel anchor case side arm-tie welded connection, bracket end plate 903 and bracket web 902 welded connection, first side arm-tie 301, second side arm-tie 3011, bracket web 902 and bracket end plate 903 welded connection of bracket apron 901, bracket bottom plate and steel anchor case segment 3, bracket apron 901 and bracket bottom plate 904 are opened has the round hole that supplies prestressing steel strand 6 to pass. The bracket web plate is a rectangular steel plate which is welded with the side pull plate 301 into a whole in three ways. The corbel end plate 903 is a rectangular steel plate welded with the three corbel webs 902 into a whole. The bracket cover plate 901 and the bracket bottom plate 904 are rectangular steel plates welded with the side pull plate 301, the bracket web 902 and the bracket end plate 903 into a whole.
The first side pulling plate 301 and the second side pulling plate 3011 are rectangular steel plates with grooves in the upper and lower portions, the grooves are provided with round chamfers, and high-strength bolt holes are formed in the end portion of one side of the sliding end. The first and second intersegment connecting plates 302 and 3021 are rectangular steel plates with bolt holes, the first and second intersegment connecting plates 302 and 3021 are respectively welded with the first and second side pull plates 301 and 3011 as a whole, the upper pairs of sliding pairs 5 are arranged on the lower surfaces of the first and second intersegment connecting plates 302 and 3021 at the bottom of the steel anchor box, and the lower pairs of sliding pairs 5 are arranged on the upper surfaces of the first and second intersegment connecting plates 302 and 3021 at the top of the steel anchor box. The upper pair of the sliding pair 5 is mirror-surface-grade stainless steel, and the lower pair of the sliding pair 5 is a two-component graphene modified fluorocarbon paint coating. The end plate 303 is a rectangular steel plate, and is welded with the first side pulling plate 301 and the first inter-segment connecting plate 302 as a whole, and a shear nail is welded on one side of the embedded concrete. The embedded area web 304 is a rectangular steel plate provided with a perforated steel plate connecting piece and is welded with the end plate 303 into a whole. As shown in fig. 3, the first side arm-tie 301, the second side arm-tie all are provided with twice, first steel anchor box web 305, second steel anchor box web 3051 be with twice first side arm-tie 301, second side arm-tie 3011 welding are holistic steel sheet, open on first steel anchor box web 305, the second steel anchor box web 3051 and have the round hole. First steel anchor case web stiffening rib 306, second steel anchor case web stiffening rib are welded respectively and are followed the bridge to the stiffening plate on first steel anchor case web 305 and second steel anchor case web 3051. The first anchor plate 307 and the second anchor plate 3071 are respectively a steel plate welded with the first steel anchor box web 305 and the second steel anchor box web 3051 as a whole. The end baffle 308 is a rectangular steel plate with a sliding end welded with two second side pull plates 3011 and two second inter-segment connecting plates 3021 as a whole.
The pre-buried district of slip end includes: the pre-buried area comprises a pre-buried area web 312, a pre-buried area end plate 313 and a pre-buried area connecting side pulling plate 314; the embedded area web 312 is a rectangular steel plate provided with an opening plate shear connector, the embedded area end plate 313 is a rectangular steel plate and is welded with the embedded area web 312 into a whole, and a shear nail shear connector is arranged on one side close to the concrete 10; the embedded area connecting side pull plate 314 is a rectangular steel plate which is welded with the embedded area end plate 313 into a whole and corresponds to the side pull plate 301 at the fixed end, and the end part of the rectangular steel plate is provided with a high-strength bolt hole; the splicing plate 310 is a rectangular steel plate provided with two rows of high-strength bolt holes, and the bolt holes respectively correspond to the high-strength bolt holes in the side pulling plate 301 and the pre-buried area connecting side pulling plate 314; the diaphragm 311 is a rectangular steel plate welded and fixed between the two side pull plates 301, a diaphragm stiffening rib is welded on the bottom surface of the diaphragm 311, and the diaphragm stiffening rib is a rectangular steel plate welded with the diaphragm 311.
The steel structure top section 4 consists of a top section embedded region end plate 401, a top section embedded region web plate 402 and a top section inter-section connecting plate 403; shear nail connecting pieces are welded on the top section embedded area end plates 401, perforated steel plate shear connecting pieces are arranged on the top section embedded area web plates 402, bolt holes are formed in the top section inter-section connecting plates 403, and the bottom surfaces of the top section inter-section connecting plates 403 are provided with upper pairs of sliding pairs.
The vertical loading device is a vertical loading jack 7, and the horizontal loading device is a horizontal loading jack 8; two groups of vertical loading jacks are arranged and are used for respectively applying the vertical cable force of the stay cable on the upper layer steel anchor box and the lower layer steel anchor box; the prestressed steel strand 6 is connected with a vertical loading jack 7; and two horizontal loading jacks 8 are arranged and respectively apply horizontal cable force to the upper-layer steel anchor box section and the lower-layer steel anchor box section. The prestressed steel strand consists of 8 or 10 steel strands with nominal diameter of 15.24 mm.
In this embodiment, the testing device includes a strain gauge 11, a strain gauge 12, and a displacement gauge 13.
The measurement point arrangement in this example is as follows:
(1) And the upper layer of anchor box side pull plates (hereinafter referred to as N1 for short; note: because the plates for arranging the strain measuring points on each layer of anchor box are paired, when the measuring points are arranged, one plate is arranged on one plate, and the other two plates are arranged on the two plates). As shown in fig. 9, in the N1 plate, the left buried region is provided with strain flowers, and the strain flowers of the buried region are provided in only one N1,3 rows for 18. And 10 vertical strain gauges are distributed at the bottoms of the two side pull plates of the upper anchor box, and the total number is 20.
(2) And 3 vertical strain gages (6 in total) are distributed at the bottoms of the plates respectively.
(3) As shown in fig. 10, strain patterns are arranged at the left and right chamfers of the N1a plate, and the total of the two strain patterns is 2 × (3 × 8+8) +6+5=75. Horizontal strain gages are distributed in the middle of the plate, one strain gage is 3 multiplied by 6 in total and 18, vertical strain gages are distributed at the bottom of the plate, and two strain gages are 2 multiplied by (2 multiplied by 5) =20 in total.
(4) The lower anchor box end plate (including two plates N2 and one plate N10) is, as shown in fig. 11, vertical strain gages are arranged on the N2 plates, and the total number of the two plates is 2 × 3 × 15= 90. And 3 vertical strain gauges are distributed at the bottom of the N10 plate.
(5) And a web plate of a lower-layer anchor box embedded area. As shown in fig. 12, in the web of the embedded area of the lower anchor box, the plates are provided with strain patterns, and the total number of the two plates is 2 × 3= 18.
(6) A concrete tower wall. As shown in fig. 13, 3 × 4=12 horizontal strain gages are arranged on the concrete tower wall.
In this embodiment, the displacement meter is arranged as follows:
as shown in fig. 14, 7 slippage displacement meters are arranged at the fixed end of the upper anchor box, 4 slippage displacement meters are arranged at the sliding end, and 4 side pull plate oblique displacement meters are arranged. 1 × 2 horizontal displacement meters and 1 × 2 vertical displacement meters are arranged between the layers. 7 multiplied by 2 slippage displacement meters are arranged at the fixed end of the lower anchor box, 4 multiplied by 2 slippage displacement meters are arranged at the sliding end, and 4 multiplied by 2 side pulling plates are arranged. The displacement of the model amounted to 49.
In the test process, the magnitude and the direction of the main strain of the slidable steel anchor box combined cable tower in various stress states can be measured through the strain gauge. The deformation of the combined cable tower structure of the slidable steel anchor box can be measured by the displacement meter.
The above-mentioned embodiments only express the specific embodiments of the present application, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present application. It should be noted that, for those skilled in the art, without departing from the technical idea of the present application, several changes and modifications can be made, which all belong to the protection scope of the present application.
Claims (6)
1. A slidable steel anchor box combined cable tower model test device is characterized by comprising a self-balancing anchor seat (1) and a concrete tower column section arranged on the self-balancing anchor seat, wherein a steel structure bottom section (2), two steel anchor box sections (3) and a steel structure top section (4) are sequentially arranged in the concrete tower column section from bottom to top, a sliding pair (5) is arranged between every two adjacent sections, and a horizontal loading device, a vertical loading device and a testing device are arranged on the steel anchor box sections;
a prestressed steel strand (6) for applying the vertical force component of the stay cable force borne by the steel anchor box section (3) is embedded in the self-balancing anchor seat (1), and the prestressed steel strand (6) is connected with a vertical loading device;
the steel structure bottom section (2) comprises a bottom section embedding area and a bottom section bearing area, the bottom section embedding area is provided with a bottom section embedding area end plate (201) and a bottom section embedding area web plate (202), a shear nail connecting piece is arranged on the bottom section embedding area end plate (201), an open hole steel plate shear connecting piece is arranged on the bottom section embedding area web plate (202), the bottom section bearing area is provided with a bottom section bearing plate (203), a bottom section bearing area web plate (204) and a bottom section horizontal partition plate (205), the bottom section bearing plate (203) is a U-shaped steel plate, the upper surface of the bottom section bearing plate (203) is a lower pair of a sliding pair (5), and the bottom section bearing area web plate (204) is fixedly connected with the bottom section bearing plate (203) and the bottom section embedding area end plate (201); the bottom section horizontal partition plate (205) is fixedly connected with a bottom section bearing area web plate (204), and a round hole is formed in the bottom section horizontal partition plate (205) at a position corresponding to the prestressed steel strand (6) in the self-balancing anchor seat (1);
the slidable steel anchor box section (3) comprises a fixed end, a sliding end, a splicing plate (310), a sliding end embedded area and a transverse clapboard (311); the consolidation end consists of a first side pulling plate (301), a side pulling plate reinforcing plate (309), a first inter-segment connecting plate (302), an end plate (303), an embedded area web (304), a first steel anchor box web (305), a first steel anchor box web stiffening rib (306) and a first anchor plate (307); the sliding end consists of a second side pulling plate (3011), a second intersegment connecting plate (3021), an end partition plate (308), a second steel anchor box web plate (3051), a second steel anchor box web plate stiffening rib and a second anchor plate (3071);
the steel structure top section (4) consists of a top section embedded area end plate (401), a top section embedded area web plate (402) and a top section inter-section connecting plate (403); shear nail connecting pieces are welded on the top section embedded area end plates (401), perforated steel plate shear connecting pieces are arranged on the top section embedded area web plates (402), bolt holes are formed in the top section inter-segment connecting plates (403), and the bottom surfaces of the top section inter-segment connecting plates (403) are provided with upper pairs of sliding pairs.
2. The slidable steel anchor box combined cable tower model test device as claimed in claim 1, wherein a loading bracket (9) for applying a vertical cable force of a lower-layer stay cable is arranged on the outer sides of a first side pulling plate (301) and a second side pulling plate (3011) of a lower-layer steel anchor box segment (3), the loading bracket (9) comprises a bracket web (902), a bracket end plate (903), a bracket cover plate (901) and a bracket bottom plate (904), the bracket web (902) is fixedly connected with the steel anchor box side pulling plate, the bracket end plate is fixedly connected with the bracket web, the bracket cover plate, the bracket bottom plate and the first side pulling plate (301), the second side pulling plate (3011), the bracket web (902) and the bracket end plate (903) of the steel anchor box segment (3) are fixedly connected, and the bracket cover plate (901) and the bracket bottom plate (904) are provided with circular holes for a prestressed steel strand (6) to pass through.
3. The test device of the slidable steel anchor box combined cable tower model as claimed in claim 1, wherein the first side pulling plate (301) and the second side pulling plate (3011) are rectangular steel plates with slots on the upper and lower sides, and the end part of one side of the sliding end is provided with a high-strength bolt hole; the first intersegment connecting plate (302) and the second intersegment connecting plate (3021) are rectangular steel plates with bolt holes, the first intersegment connecting plate (302) and the second intersegment connecting plate (3021) are fixedly connected with a first side pull plate (301) and a second side pull plate (3011) respectively, the lower surfaces of the first intersegment connecting plate (302) and the second intersegment connecting plate (3021) at the bottom of the steel anchor box are provided with upper pairs of sliding pairs, and the upper surfaces of the first intersegment connecting plate (302) and the second intersegment connecting plate (3021) at the top of the steel anchor box are provided with lower pairs of the sliding pairs; the end plate (303) is fixedly connected with the first side pulling plate (301) and the first inter-segment connecting plate (302), and a shear nail is arranged on one side, embedded in concrete, of the end plate (303); the embedded area web (304) is provided with a perforated steel plate connecting piece, and the embedded area web (304) is fixedly connected with the end plate (303); the first side pull plate (301) and the second side pull plate (3011) are respectively provided with two channels, the first side pull plate (301) and the second side pull plate (3011) are respectively and fixedly connected by the first steel anchor box web plate (305) and the second steel anchor box web plate (3051), and round holes are formed in the first steel anchor box web plate (305) and the second steel anchor box web plate (3051); the first steel anchor box web plate (305) and the second steel anchor box web plate (3051) are provided with a first steel anchor box web plate stiffening rib (306) and a second steel anchor box web plate stiffening rib along the bridge direction; the first anchor plate (307) and the second anchor plate (3071) are fixedly connected with the first steel anchor box web plate (305) and the second steel anchor box web plate (3051) respectively; the end clapboard (308) is fixedly connected with the two second side pulling plates (3011) and the second intersegment connecting plate (3021); the pre-buried district of slip end includes: the embedded area comprises an embedded area web plate (312), an embedded area end plate (313) and an embedded area connecting side pulling plate (314); the embedded area web (312) is provided with a perforated plate shear connector, the embedded area end plate (313) is fixedly connected with the embedded area web (312), and a shear nail shear connector is arranged on one side close to concrete; the embedded area connecting side pull plate (314) is a rectangular steel plate which is welded with the embedded area end plate (313) into a whole and corresponds to the second side pull plate (3011) of the sliding end in position, and the end part of the rectangular steel plate is provided with a high-strength bolt hole; the splicing plates (310) are provided with high-strength bolt holes, and the high-strength bolt holes of the splicing plates (310) respectively correspond to the high-strength bolt holes of the second side pulling plate (3011) and the pre-buried area connecting side pulling plate (314); the diaphragm plate (311) is fixedly arranged between the two first side pull plates (301) and the second side pull plate (3011), and a diaphragm plate stiffening rib is fixedly arranged on the bottom surface of the diaphragm plate (311).
4. The test device of the slidable steel anchor box combined cable tower model according to claim 1, wherein the vertical loading device is a vertical loading jack (7), and the horizontal loading device is a horizontal loading jack (8); two groups of vertical loading jacks are arranged and are used for respectively applying the vertical cable force of the stay cable on the upper layer steel anchor box and the lower layer steel anchor box; the prestressed steel strand (6) is connected with the vertical loading jack (7); and the two horizontal loading jacks (8) are used for applying horizontal cable force to the upper-layer steel anchor box section and the lower-layer steel anchor box section respectively.
5. The test device of the slidable steel anchor box combined cable tower model as claimed in claim 1, wherein the upper pair of the sliding pair (5) is mirror-grade stainless steel, and the lower pair of the sliding pair (5) is a two-component graphene modified fluorocarbon paint coating.
6. The testing device of claim 1, wherein the concrete tower section is a single-box single-chamber cross section, a straight chamfer is provided at a junction of an inner wall of the box chamber, and a round chamfer is provided at a junction of an outer wall of the box chamber.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210531084.6A CN114858436B (en) | 2022-05-16 | 2022-05-16 | Slidable steel anchor box combined cable tower model test device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210531084.6A CN114858436B (en) | 2022-05-16 | 2022-05-16 | Slidable steel anchor box combined cable tower model test device |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114858436A CN114858436A (en) | 2022-08-05 |
| CN114858436B true CN114858436B (en) | 2023-01-13 |
Family
ID=82636466
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210531084.6A Active CN114858436B (en) | 2022-05-16 | 2022-05-16 | Slidable steel anchor box combined cable tower model test device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114858436B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864742A (en) * | 2012-09-05 | 2013-01-09 | 广东省公路勘察规划设计院股份有限公司 | Anchor device of first sliding and then fixing type combined steel anchor boxes of cable stayed bridge and construction method thereof |
| CN109596329A (en) * | 2018-12-11 | 2019-04-09 | 佛山科学技术学院 | A kind of Anchorage Zone of Cable-stayed Bridge Pylon stress distribution test self-balanced loading device |
| CN113218687A (en) * | 2021-04-29 | 2021-08-06 | 西南交通大学 | Cable-stayed bridge cable-beam anchoring structure reduced scale test model loading device and test method thereof |
| CN114112692A (en) * | 2021-12-15 | 2022-03-01 | 安徽省路桥工程集团有限责任公司 | Tower column oblique self-balancing test device and test method thereof |
-
2022
- 2022-05-16 CN CN202210531084.6A patent/CN114858436B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864742A (en) * | 2012-09-05 | 2013-01-09 | 广东省公路勘察规划设计院股份有限公司 | Anchor device of first sliding and then fixing type combined steel anchor boxes of cable stayed bridge and construction method thereof |
| CN109596329A (en) * | 2018-12-11 | 2019-04-09 | 佛山科学技术学院 | A kind of Anchorage Zone of Cable-stayed Bridge Pylon stress distribution test self-balanced loading device |
| CN113218687A (en) * | 2021-04-29 | 2021-08-06 | 西南交通大学 | Cable-stayed bridge cable-beam anchoring structure reduced scale test model loading device and test method thereof |
| CN114112692A (en) * | 2021-12-15 | 2022-03-01 | 安徽省路桥工程集团有限责任公司 | Tower column oblique self-balancing test device and test method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114858436A (en) | 2022-08-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US8627530B2 (en) | Constructing method of cable-stayed bridge and temporary cable therefor | |
| Vasdravellis et al. | Behaviour and design of composite beams subjected to negative bending and compression | |
| CN100453999C (en) | 32m/900t prestressed concrete pretension box beam static loading test method | |
| CN101200916A (en) | Construction method of prestressed suspension type building structure | |
| CN109208488B (en) | High pier pre-pressing device with high combined weight at high altitude and construction method thereof | |
| CN111914458B (en) | Method for controlling line shape of arch ring of reinforced concrete arch bridge | |
| CN109680619A (en) | A kind of steel truss beam sling Arch Bridge Construction method big suitable for environmental restrictions | |
| CN110106793B (en) | Unbalanced continuous beam side span counterweight auxiliary device | |
| Fu et al. | Experimental study on semi-rigid composite joints with steel beams and precast hollowcore slabs | |
| Lee et al. | Experimental study of two-way beam string structures | |
| WO2022134931A1 (en) | Apparatus and method for testing salt spray corrosion resistance of steel wire in bent and tensioned state | |
| CN114858436B (en) | Slidable steel anchor box combined cable tower model test device | |
| CN217424775U (en) | Slidable steel anchor box combined cable tower model test device | |
| CN111175068A (en) | Device and method for typical damage simulation of cable-stayed bridge | |
| CN214201122U (en) | Device for testing salt spray corrosion resistance of steel wire in bending and stretching state | |
| CN114112692A (en) | Tower column oblique self-balancing test device and test method thereof | |
| CN106149541B (en) | Prestressed tensioning prefabricated box type bridge and construction method | |
| CN114837341A (en) | Steel roof supporting system of truss with open chord and inverted triangular pipe | |
| Franklin et al. | THE PUNCHING BEHAVIOUR OF UNBONDED POST-TENSIONED FLAT PLATES. | |
| CN209584872U (en) | The double interim rope self-balancings of pin ear formula pull formula suspension bridge sling replacing underpinning device | |
| Morcous et al. | Implementation of Precast Concrete Deck System NUDECK (2nd Generation) | |
| Hararwala et al. | Comparison Between The Behaviour Of The Different Shapes Of Pylon In The Linear Static Analysis Of Cable-Stayed Bridge Using Sap2000 | |
| Spyrakos et al. | Validated analysis of wheeling suspension bridge | |
| CN216449333U (en) | Tower column slant self-balancing test device | |
| JP3908816B2 (en) | Construction method of suspended floor slab bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |