CN112376455A - Shock absorption limiting method and device for rail transit assembled enclosure structure - Google Patents

Shock absorption limiting method and device for rail transit assembled enclosure structure Download PDF

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CN112376455A
CN112376455A CN202011286778.5A CN202011286778A CN112376455A CN 112376455 A CN112376455 A CN 112376455A CN 202011286778 A CN202011286778 A CN 202011286778A CN 112376455 A CN112376455 A CN 112376455A
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reinforced concrete
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enclosure structure
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CN112376455B (en
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张晓辉
刘鑫
韩俊国
龚天昊
邰光
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No3 Engineering Co Ltd Of Cccc Third Harbor Engineering Co ltd
CCCC Third Harbor Engineering Co Ltd
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Nanjing Branch Of Cccc Third Harbor Engineering Co ltd
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01F—ADDITIONAL WORK, SUCH AS EQUIPPING ROADS OR THE CONSTRUCTION OF PLATFORMS, HELICOPTER LANDING STAGES, SIGNS, SNOW FENCES, OR THE LIKE
    • E01F8/00—Arrangements for absorbing or reflecting air-transmitted noise from road or railway traffic
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01F—ADDITIONAL WORK, SUCH AS EQUIPPING ROADS OR THE CONSTRUCTION OF PLATFORMS, HELICOPTER LANDING STAGES, SIGNS, SNOW FENCES, OR THE LIKE
    • E01F8/00—Arrangements for absorbing or reflecting air-transmitted noise from road or railway traffic
    • E01F8/0005—Arrangements for absorbing or reflecting air-transmitted noise from road or railway traffic used in a wall type arrangement
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Abstract

The invention discloses a shock absorption limiting method and device for an assembled enclosure structure of rail transit. The device adopts an assembly type reinforced concrete member, the longitudinal adjacent plates are buckled and lapped, and the height of each layer is lapped in a certain range from large to small in an equal ratio array mode from bottom to top. The transverse two sides are embedded into the reinforced concrete columns by wedge blocks, so that the displacement of the building envelope plate is limited. The transverse plate span gradually changes from beginning to middle and from middle to end in an arithmetic progression mode in a symmetrical trend of increasing firstly and then decreasing. The assembled concrete columns and the elevated ground are fixed by adopting the spring and rubber combined support so as to reduce the vibration of the enclosure structure. The vibration waves generated by the speed of the rail running vehicle reversely push the height of the concrete plate, the distance between the pillars and other parameters, so that the probability of disasters such as damage of long-term resonance of the enclosure structure, high noise of rail transit and the like is reduced.

Description

Shock absorption limiting method and device for rail transit assembled enclosure structure
Technical Field
The invention belongs to the technical field of civil engineering construction, and particularly relates to a shock absorption limiting method and device for a rail transit assembled enclosure structure.
Background
In the current era, rail transit is rapidly developed, and China reaches the world advanced level at present in both high-speed railways and urban rail transit. The rail transit has the characteristics of punctuality, quick arrival, comfort and the like. The rail transit brings countless convenience to people, and also still brings many considerable thinking and improvement on safety problems and economic problems to people. The high-speed railways are not all built on flat roadbeds, and viaducts need to be erected to span cutting in gullies of many mountainous areas; urban rail transit, namely subways, is not all underground, and overhead bridges are also required to be erected in some difficult-to-excavate sections. This fully embodies the full use of space of track traffic.
And the viaduct beam building envelope is indispensable. The enclosure structure has the functions of sound insulation and noise reduction, protection of adverse disasters and the like. The current viaduct enclosure structure is mostly a reinforced concrete structure, and has the characteristics of heavy structure, difficulty in installation, higher manufacturing cost and the like. When a train runs, a certain vibration effect can be generated due to high speed, a common enclosure structure can generate a resonance effect with the train, the durability of the enclosure structure is reduced under the long-term vibration effect, the enclosure structure can be damaged, and a concrete block falls from the high altitude, so that safety accidents can be caused. More serious is that the support is damaged under the long-term resonance effect of the whole enclosure structure, which causes the collapse of the whole enclosure structure.
Disclosure of Invention
In order to solve the problems, the invention discloses a damping and limiting method and device for a rail transit fabricated enclosure structure. The vibration waves generated by the speed of the rail running vehicle reversely push the height of the concrete plate, the distance between the pillars and other parameters, so that the probability of disasters such as long-term resonance, easy damage, high noise of rail transit and the like of the enclosure structure is reduced.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a damping and limiting device of a rail transit assembly type enclosure structure is characterized in that n reinforced concrete columns are vertically arranged on a concrete roadbed of a viaduct, based on a planar rectangular coordinate system with the left side of a column base 1 as an original point, the span of plates of the assembly type reinforced concrete enclosure structure is arranged along the X direction from beginning to middle, the symmetrical gradual change trend of increasing and then decreasing is presented in an arithmetic series form from middle to end, and the height of each plate along the Y direction is presented in a gradual change trend from large to small in an geometric series form from bottom to top; the reinforced concrete column adopts an assembly type, and the support adopts a spring rubber combined support to slow down the resonance action of the column and a train. The reinforced concrete plate adopts a concave plate on the 1 st layer and dodecagonal plates on the 2 nd to n th layers; the inclination angle of the plate and the horizontal direction is alpha, and the plate with the inclination angle alpha has better anti-seismic effect than a right-angle plate.
A shock absorption limiting method for a rail transit assembly type enclosure structure comprises the following steps:
(1) the enclosure structure is formed by n reinforced concrete columns along the X direction; the column is formed by assembling m layers of reinforced concrete plates along the Y direction, and each column is named as 1, 2, 3,. Each layer of plate block is named as 1, 2, 3, m from bottom to top in sequence, and the span between adjacent columns is L1，L2，L3，...，Ln-1(ii) a The height of each layer of the reinforced concrete plate is H1，H2，H3，...，Hm. Wherein L is1，L2，L3，...，Ln-1And H1，H2，H3，...，HmBy containing XiAnd YjIs expressed by the following formula.
(2) The rectangular plane coordinate system is characterized in that: the XOY Cartesian plane rectangular coordinate system meets the special requirement that the dimension of the enclosure in the thickness direction is far smaller than the dimensions of the enclosure in other two directions.
(3) The transverse X coordinate is in a form of an arithmetic progression from beginning to middle and then shows a trend of increasing and then decreasing from middle to end, the rail traffic is a bidirectional rail, and the train speed v at the bridge head and the bridge tail is higher in the viaduct stage, so that the brought vibration wave W is larger, and the span between each column of the enclosure structure is the symmetrical length of the symmetrical axis in the transverse X direction of the viaduct. The requirements of the following gradual change rule and the length limiting condition of the veneer block are specifically met:
the gradual change rule is as follows: as shown in the figure, the left and right coordinates of each column foot are 0 and X in sequence from beginning to end0，X1，X2，...，X2(n-1)-1，X2(n-1)，L1，L2，L3，...，Ln-1The tolerance is d, and the array of the arithmetic numbers is in a trend of gradually increasing and then gradually decreasing.
If n is odd, then n-1 is even, then
Figure BDA0002782585100000021
Where the span is largest;
if n is even, then n-1 is odd, then
Figure BDA0002782585100000022
Where the span is largest.
Total length X2(n-1)＝L1+L2+L3+…+Ln-1+nX0Therefore, the total length X of the viaduct can be passed2(n-1)And the number of the reinforced concrete columns is required to be set to reversely calculate other parameters.
Secondly, the length limiting conditions of the single plate blocks are as follows: the power influence coefficient generated by the building envelope needs to meet the requirement that omega is 2kv beta Li+ τ. In the formula: k is an error coefficient; beta is the structural vibration frequency; v is the speed of the train travelling on the track; l isiFor the span i epsilon [1, n-1 ] between the columns](ii) a Tau is track unevennessThe coefficient of influence of the compliance. The span L between the 1 st to 2 nd columns can be obtained by the above relational expression1Then, the subsequent span L between columns is obtained through the above arithmetic progression relationi。
(4) The longitudinal Y coordinate is in a decreasing trend from bottom to top in an equal ratio series form, and the specific rule meets the following requirements: the height coordinates of each layer of plate are 0 and Y from bottom to top in sequence0，Y1，Y2，...，Y2(n-1)，Y2(n-1)+1，H1，H2，H3，...，HmThe form of an equal ratio series with a common ratio of q shows a gradually decreasing trend, wherein q is more than 0 and less than 1.
H1＝Y1，H2＝Y3-Y2＝Y1·q，...，Hm＝Y1·qm-1。
So that the total height of the reinforced concrete slab is
Figure BDA0002782585100000023
Wherein i is the [1, m-1 ]]，HGeneral assembly≤[H]，[H]The maximum height allowed for the reinforced concrete slab.
(5) The reinforced concrete column is connected with one side of the reinforced concrete slab in a wedge shape, and the plate block is clamped between grooves reserved on two sides of the column so as to limit the left and right displacement of the plate block under the action of resonance. The spring rubber combined structure support adopts rubber materials in the middle, the outside of the combined support is wrapped by a spring, the spring rubber combined support is arranged below the reinforced concrete column, and the height of the spring rubber combined support is Y0. Compared with a concrete support, the spring rubber combined support has a better damping effect.
(6) The 1 st layer of the reinforced concrete plate adopts a concave plate as shown in the figure, and the 2 nd to the n th layers adopt dodecagon plates as shown in the figure. The dip angle between the plate and the horizontal direction is alpha, the plate containing the dip angle alpha has better anti-seismic effect than a right-angle plate, and the distance between each layer of concrete plate is diWherein d isiThe following relationship is satisfied:
d1＝Y2-Y1，d2＝Y4-Y3，...，dn-1＝Y2(n-1)-Y2(n-1)-1,
if 0 < di≤[d]Connecting devices do not need to be added among the concrete plates;
if di＞[d]Then a hinge connection is needed to be added between the concrete plates to reduce the displacement generated by vibration, wherein i belongs to [1, n-1 ]]。
Further, after the envelope structure meets the structural arrangement requirements, the intensity, rigidity and earthquake resistance requirements of the structure on mechanical properties need to be met, so that the damage rationality of the envelope structure is checked. The material selected by the enclosure structure is not limited to reinforced concrete material, and the reinforced concrete material is taken as an example below for mechanical property analysis.
(1) Strength: the axial force born by each concrete column is FNiEach pillar has a rectangular cross section, a thickness of delta and an area of Ai＝(X2(i-1)-X2(i-1)-1)·δ，
The axial normal stress needs to meet the strength requirement, i.e.
Figure BDA0002782585100000031
Where i ∈ [1, n ]]，[σi]Is the strength limit.
(2) Rigidity: the elastic modulus of the spring rubber combined support is E, and the deformation of the spring rubber combined support is E according to Hooke's law
Figure BDA0002782585100000035
Where i ∈ [1, n ]]，[εi]Is the limit value of the deformation of the spring rubber combined support.
(3) The earthquake-resistant requirement is as follows: the enclosure structure belongs to a shear type cantilever member with the mass uniformly distributed along the height range of the plate, and the basic period of the enclosure structure adopts a vertex displacement method.
Figure BDA0002782585100000032
In the formula: t is1Is the structure basic natural vibration period;
Figure BDA0002782585100000036
is the reduction coefficient of the basic natural vibration period of the structure; mu.sTIs the peak displacement, mu, of the structure by taking the gravity load representative value of each layer as the horizontal force actionTCan be calculated according to the following formula:
Figure BDA0002782585100000033
VGi＝∑Giwhere Σ DijInterlayer lateral movement resistance stiffness for the ith layer. The horizontal vibration of each layer acting on the building envelope acts as
Figure BDA0002782585100000034
Wherein G isiRepresenting the gravity load representative value of each layer; hiIs the height of each layer, δn＝0.08T1+0.07, wherein FEKA structural bottom shear force; shear force of each layer is Vi＝∑Fi(ii) a Displacement angle theta between layerseSatisfies the following conditions:
Figure BDA0002782585100000041
the beneficial effect of this application is:
(1) the assembled reinforced concrete members are adopted, the longitudinal adjacent plates are buckled and lapped, and the height of each layer is lapped from small to large in a certain range in an equal ratio array mode from bottom to top. The transverse two sides are embedded into the reinforced concrete columns by wedge blocks, so that the displacement of the building envelope plate is limited.
(2) The transverse plate span gradually changes from beginning to middle and from middle to end in an arithmetic progression mode in a symmetrical trend of increasing firstly and then decreasing. The assembled concrete columns and the elevated ground are fixed by adopting the spring and rubber combined support so as to reduce the vibration of the enclosure structure.
(3) The vibration waves generated by the speed of the rail running vehicle reversely push the height of the concrete plate, the distance between the pillars and other parameters, so that the probability of disasters such as damage of long-term resonance of the enclosure structure, high noise of rail transit and the like is reduced.
Drawings
FIG. 1 is a schematic structural view of a shock absorption limiting device of a rail transit assembly type enclosure structure according to the invention;
FIG. 2 is a schematic structural view of a rubber spring combined support according to the present invention;
fig. 3 is a top view of the shock absorption and limiting device of the rail transit assembled enclosure structure.
List of reference numerals:
1. a concrete column; 2. the 1 st layer of assembled reinforced concrete is a concave plate with an inclination angle alpha; 3. the 2 nd to n th layers of the fabricated reinforced concrete dodecagon plate with the inclination angle of alpha; 4. a bottom rubber spring combined support; 5. a concrete roadbed of the viaduct at the bottom; 6. connecting chain rods between the assembled reinforced concrete plates; 7. the inclination angle alpha of the assembled reinforced concrete plate; 8. the bottom rubber spring is combined with a spring wound outside the support; 9. the bottom rubber spring is combined with a rubber block in the support.
Detailed Description
The present invention will be further illustrated with reference to the accompanying drawings and specific embodiments, which are to be understood as merely illustrative of the invention and not as limiting the scope of the invention. It should be noted that the terms "front," "back," "left," "right," "upper" and "lower" used in the following description refer to directions in the drawings, and the terms "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
Examples
The embodiment is a viaduct project for a certain subway, which needs to adopt a viaduct at a certain road section, as shown in fig. 1, based on a planar rectangular coordinate system with the left side of the base of the 1 st column as the origin, the slab span from the beginning to the middle and from the middle to the end presents a symmetrical gradual change trend of increasing and decreasing in an arithmetic series form, and the height along the Y direction presents a gradual change trend of increasing and decreasing in an arithmetic series form from bottom to top.
As shown in figures 1-3, the enclosure structure is composed of181 reinforced concrete columns and 5 layers of reinforced concrete plates are assembled, and each column is named as 1, 2, 3, 181 from beginning to end in sequence; each layer of plate block is named as 1, 2, 3, 5 from bottom to top in sequence, and the span between adjacent columns is L1＝1.2m，L2＝1.5m，L3＝1.8，...，L18027.9 m; the height of each layer of the reinforced concrete plate is H1＝2.4m，H2＝1.2m，H3＝0.6m，...，H5＝0.15m。
The rectangular plane coordinate system is characterized in that: an XOY Cartesian plane rectangular coordinate system is adopted to meet the special requirement that the dimension of the enclosure in the thickness direction is far smaller than the dimensions of the other two directions;
the transverse X coordinate is in an arithmetic progression form from beginning to middle, then gradually increases and then decreases from middle to end, and the specific rule meets the following requirements:
the cross section of the concrete column is 0.6m multiplied by 0.6m, and the left and right coordinates of each column foot are 0 and X in sequence from beginning to end0＝0.6m，X1＝1.8m，X2＝2.4m，...，X359＝2727.0m，X360＝2727.6m，L1，L2，L3，...，L180The tolerance d is 0.3m, and the number of the arithmetic progression tends to increase gradually and then decrease gradually. Where n 181 is an odd number, n-1 180 is an even number, and L is an integer90＝L9127.9m, where the span is largest; total length X360＝2727.6m。
The longitudinal Y coordinate is in a decreasing trend from bottom to top in an equal ratio series form, and the specific rule meets the following requirements: as shown in the figure, the high coordinates of each floor plate are from bottom to top
0，Y0＝0.5m，Y1＝2.4m，Y2＝2.5m，...，Y8＝4.9m，Y9＝5.05m。
The heights of the reinforced concrete slabs are sequentially reduced from 1 st to nth in an equal ratio sequence with the common ratio q being 0.5, wherein q is more than 0 and less than 1.
Height of the 1 st plate is H1＝2.4m,
The 2 nd plate has a height H2＝Y3-Y2＝Y1·q＝1.2m，
...
The 5 th plate has a height H5＝Y1·qn-1＝0.15m。
So that the total height of the reinforced concrete slab is
Figure BDA0002782585100000051
Where i ∈ [1, 4 ]]，HGeneral assembly≤[H]，[H]6m is the maximum height allowed by the reinforced concrete slab.
The transverse X direction is characterized in that the rail transit is a bidirectional rail, and the train speed v at the bridge head and the bridge tail in the viaduct stage is 10m/s, so that the vibration wave W is large, and the span between every two columns of the enclosure structure is of symmetrical length.
The power influence coefficient generated by the building envelope needs to meet the requirement that omega is 2kv beta Li+τ
In the formula: k is an error coefficient; beta is the structural vibration frequency; v is the speed of the train travelling on the track; l isiFor the span i e [1, 180 ] between the columns](ii) a τ is the coefficient of influence of track irregularity.
The invention relates to a damping and limiting device suitable for an assembled enclosure structure of rail transit, wherein a reinforced concrete column is assembled, and a spring rubber combined support is adopted to slow down the resonance action of the column and a train. The reinforced concrete column is connected with one side of the reinforced concrete slab in a wedge shape, and the plate block is clamped between grooves reserved on two sides of the column so as to limit the left and right displacement of the plate block under the action of resonance. The spring rubber combined structure support adopts rubber materials in the middle, the outside of the combined support is wrapped by a spring, the spring rubber combined support is arranged below the reinforced concrete column, and the height of the spring rubber combined support is Y00.5 m. Compared with a concrete support, the spring rubber combined support has a better damping effect.
The invention relates to an assembly type enclosure suitable for rail transitA1 st layer of the reinforced concrete plate adopts a concave plate as shown in figure 1, and 2 nd to 5 th layers of the reinforced concrete plate adopt dodecagonal plates as shown in figure 1. The inclination angle between the plate and the horizontal direction is alpha-45 degrees, and the distance between each layer of concrete plate is di0.1m, where i ∈ [1, 4 ]]。
d1＝Y2-Y1＝d2＝Y4-Y3＝，...，＝d4＝Y8-Y7＝0.1m,
Wherein d isi＞[d]And the hinge connection is needed to be added between the concrete plates to reduce the displacement caused by vibration, which is 0.05 m.
According to the shock absorption limiting device for the assembled enclosure structure suitable for rail transit, after the enclosure structure meets the structural arrangement requirements, the strength, rigidity and earthquake resistance requirements of the structure on mechanical properties need to be met, so that the damage rationality of the enclosure structure is checked. The axial force born by each concrete column is FNiEach pillar has a rectangular cross section, a thickness of delta and an area of Ai＝(X2(i-1)-X2(i-1)-1) δ, then the axial positive stress needs to meet the strength requirement, i.e.
Figure BDA0002782585100000061
Where i ∈ [1, n ]]，[σi]Is the strength limit.
The elastic modulus of the spring rubber combined support is E, and the deformation of the spring rubber combined support is E according to Hooke's law
Figure BDA0002782585100000062
Where i ∈ [1, n ]]，[εi]Is the limit value of the deformation of the spring rubber combined support.
Taking the first column as an example, the axial force borne by the engineering first column is FN11000kN, column cross-sectional dimension A1＝X0·δ＝0.6×0.6＝0.36m2Then, then
Figure BDA0002782585100000063
The elastic modulus of the spring rubber combined support is 200MPa, then
Figure BDA0002782585100000064
The enclosure structure belongs to a shear type cantilever member with the mass uniformly distributed along the height range, and the basic period of the enclosure structure adopts a vertex displacement method.
Figure BDA0002782585100000065
In the formula: t is1Is the structure basic natural vibration period;
Figure BDA0002782585100000068
is the reduction coefficient of the basic natural vibration period of the structure; mu.sTIs the peak displacement, mu, of the structure by taking the gravity load representative value of each layer as the horizontal force actionTCan be calculated according to the following formula:
Figure BDA0002782585100000066
VGi＝∑Giwhere Σ DijInterlaminar sidesway stiffness as ith layer
The horizontal vibration of each layer acting on the building envelope acts as
Figure BDA0002782585100000067
Wherein G isiRepresenting the value of the gravity load per layer, HiIs the height of each layer, δn＝0.08T1+0.07，
Wherein FEKThe shear force of each layer is Vi＝∑Fi。
Displacement angle theta between layerseSatisfies the following conditions:
Figure BDA0002782585100000071
TABLE 1 Structure vertex hypothetical Displacement calculation
Figure BDA0002782585100000072
From the table, μT1.822, so the structure natural vibration period is:
Figure BDA0002782585100000073
the shear force at the bottom of the structure is as follows: fEK＝α1Geg＝0.053×88953.95＝4714.56kN
Known as Tg＝0.35s，T1＝0.55s＞1.4TgWhen the structure is a reinforced concrete structure, the additional concentrated force action on the top of the structure needs to be considered, and the table is looked up: deltan＝0.08T1+ 0.07-0.08 × 0.55+ 0.07-0.144 is then: Δ Fn＝δnFEK＝0.144×4714.56＝537.46kN
The horizontal vibrations acting on the floors of the structure act as:
Figure BDA0002782585100000074
the shearing force of each floor is Vi＝∑FiThe specific calculation process is shown in the following table:
TABLE 2 calculation of transverse horizontal vibration and shear for each particle
Figure BDA0002782585100000075
TABLE 3 calculation of transverse horizontal vibration effect of each particle and vibration shearing force of slab
Figure BDA0002782585100000076
Figure BDA0002782585100000081
The maximum interlayer angular displacement occurs at the first layer (1/708) < (1/550).

Claims (3)

1. The utility model provides a rail transit assembled enclosure structure shock attenuation stop device which characterized in that: the method comprises the following steps that n reinforced concrete columns are vertically arranged on a concrete roadbed of the viaduct, on the basis of a plane rectangular coordinate system with the left side of a base of a 1 st reinforced concrete column as an original point, the span of plates of the assembly reinforced concrete enclosure structure is arranged along the X direction from beginning to middle, and is in a symmetrical gradual change trend of increasing first and then decreasing in an arithmetic progression form from middle to end, and the height of each plate along the Y direction from bottom to top is in a gradual change trend of decreasing from large to small in an arithmetic progression form; the reinforced concrete column adopts an assembled type, the support adopts a spring rubber combined support, the 1 st layer of the reinforced concrete plate adopts a concave plate, and the 2 nd to the n th layers adopt dodecagonal plates; the inclination angle of the plate to the horizontal direction is alpha.
2. The rail transit assembled enclosure structure shock absorption limiting method is characterized in that: the method comprises the following steps:
(1) the enclosure structure is formed by n reinforced concrete columns along the X direction; the column is formed by assembling m layers of reinforced concrete plates along the Y direction, and each column is named as 1, 2, 3,. Each layer of plate block is named as 1, 2, 3, m from bottom to top in sequence, and the span between adjacent columns is L1，L2，L3，...，Ln-1(ii) a The height of each layer of the reinforced concrete plate is H1，H2，H3，...，Hm(ii) a Wherein L is1，L2，L3，...，Ln-1And H1，H2，H3，...，HmBy containing XiAnd YjIs expressed by the formula (1);
(2) the rectangular plane coordinate system is characterized in that: an XOY Cartesian plane rectangular coordinate system is used for meeting the requirement that the dimension of the enclosure in the thickness direction is smaller than the dimensions of the enclosure in the other two directions;
(3) the transverse X coordinate is in a form of an arithmetic progression from beginning to middle, then shows a trend of increasing first and then decreasing from middle to end, the rail traffic is a bidirectional rail, and the train speed v at the bridge head and the bridge tail is higher in a viaduct stage, so that the brought vibration wave W is larger, and the span between each column of the enclosure structure is the symmetrical length of a symmetrical axis in the transverse X direction of the viaduct; the requirements of the following gradual change rule and the length limiting condition of the veneer block are specifically met:
the gradual change rule is as follows: as shown in the figure, the left and right coordinates of each column foot are 0 and X in sequence from beginning to end0，X1，X2，...，X2(n-1)-1，X2(n-1)，L1，L2，L3，...，Ln-1The arithmetic progression with tolerance d is in the trend of gradually increasing and then gradually decreasing;
if n is odd, then n-1 is even, then
Figure FDA0002782585090000011
Where the span is largest;
if n is even, then n-1 is odd, then
Figure FDA0002782585090000012
Where the span is largest;
total length X2(n-1)＝L1+L2+L3+…+Ln-1+nX0So as to pass through the total length X of the viaduct2(n-1)And the number of the reinforced concrete columns required to be set is used for reversely calculating other parameters;
secondly, the length limiting conditions of the single plate blocks are as follows: the power influence coefficient generated by the building envelope needs to meet the requirement that omega is 2kv beta Li+ τ; in the formula: k is an error coefficient; beta is the structural vibration frequency; v is the speed of the train travelling on the track; l isiFor the span i epsilon [1, n-1 ] between the columns](ii) a Tau is the influence coefficient of track irregularity; calculating the span L between the 1 st to 2 nd columns by the relational expression1Then, the subsequent span L between columns is obtained through the above arithmetic progression relationi；
(4) The above-mentionedThe longitudinal Y coordinate of the system is in a decreasing trend from bottom to top in an equal ratio series form, and the specific rule meets the following requirements: the height coordinates of each layer of plate are 0 and Y from bottom to top in sequence0，Y1，Y2，...，Y2(n-1)，Y2(n-1)+1，H1，H2，H3，...，HmThe geometric progression form with the common ratio of q shows a gradually decreasing trend, wherein q is more than 0 and less than 1;
H1＝Y1，H2＝Y3-Y2＝Y1·q，...，Hm＝Y1·qm-1；
so that the total height of the reinforced concrete slab is
Figure FDA0002782585090000021
Wherein i is the [1, m-1 ]]，HGeneral assembly≤[H]，[H]The maximum height allowed by the reinforced concrete plate;
(5) the reinforced concrete column is connected with one side of the reinforced concrete slab in a wedge shape, and the plate block is clamped between grooves reserved on two sides of the column so as to limit the left and right displacement of the plate block under the action of resonance; the spring rubber combined structure support adopts rubber materials in the middle, the outside of the combined support is wrapped by a spring, the spring rubber combined support is arranged below the reinforced concrete column, and the height of the spring rubber combined support is Y0(ii) a Compared with a concrete support, the spring rubber combined support has a better damping effect;
(6) the 1 st layer of the reinforced concrete plate adopts a concave plate as shown in the figure, and the 2 nd to the n th layers adopt dodecagon plates as shown in the figure; the dip angle between the plate and the horizontal direction is alpha, the plate containing the dip angle alpha has better anti-seismic effect than a right-angle plate, and the distance between each layer of concrete plate is diWherein d isiThe following relationship is satisfied:
d1＝Y2-Y1，d2＝Y4-Y3，...，dn-1＝Y2(n-1)-Y2(n-1)-1；
if O is less than di≤[d]Then the coagulation is carried outConnecting devices do not need to be added among the soil plate blocks;
if di＞[d]Adding hinge connection between the concrete plates to reduce the displacement generated by vibration, wherein i belongs to [1, n-1 ]]。
3. The rail transit assembled enclosure structure damping and limiting method according to claim 2, characterized in that: the mechanical property analysis of the materials used for the reinforced concrete columns and plates in the step (1) is as follows:
(1) strength: the axial force born by each concrete column is FNiEach pillar has a rectangular cross section, a thickness of delta and an area of Ai＝(X2(i-1)-X2(i-1)-1)·δ，
The axial normal stress needs to meet the strength requirement, i.e.
Figure FDA0002782585090000022
Where i ∈ [1, n ]]，[σi]Is the strength limit;
(2) rigidity: the elastic modulus of the spring rubber combined support is E, and the deformation of the spring rubber combined support is E according to Hooke's law
Figure FDA0002782585090000023
Where i ∈ [1, n ]]，[εi]The limit value of the deformation of the spring rubber combined support is;
(3) the earthquake-resistant requirement is as follows: the enclosure structure belongs to a shear type cantilever member with the quality uniformly distributed along the height range of the plate, and the basic period adopts a vertex displacement method;
Figure FDA0002782585090000024
in the formula: t is1Is the structure basic natural vibration period;
Figure FDA0002782585090000031
is the reduction coefficient of the basic natural vibration period of the structure; mu.sTIs the peak displacement, mu, of the structure by taking the gravity load representative value of each layer as the horizontal force actionTCalculated according to the following formula:
Figure FDA0002782585090000032
VGi＝∑Giwhere Σ DijAn interlayer sideshift stiffness of the ith layer; the horizontal vibration of each layer acting on the building envelope acts as
Figure FDA0002782585090000033
Wherein G isiRepresenting the gravity load representative value of each layer; hiIs the height of each layer, δn＝0.08T1+0.07, wherein FEKA structural bottom shear force; shear force of each layer is Vi＝∑Fi(ii) a Displacement angle theta between layerseSatisfies the following conditions:
Figure FDA0002782585090000034
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Publication number Priority date Publication date Assignee Title
CN104074392A (en) * 2014-07-16 2014-10-01 国家电网公司 Column type assembled wall without soleplate and wall manufacturing method
CN204492333U (en) * 2014-12-26 2015-07-22 黄贺明 A kind of assembling fire wall
US20170101751A1 (en) * 2013-06-03 2017-04-13 Paul Luke Ditta Vehicle and personal barrier for construction site
CN106639024A (en) * 2016-10-20 2017-05-10 兰州理工大学 Construction method of limiting and self-resetting rubber-sliding seismic isolation bearing
CN208899385U (en) * 2018-01-24 2019-05-24 中国水利水电第七工程局有限公司 A kind of precast concrete assembled protection column

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20170101751A1 (en) * 2013-06-03 2017-04-13 Paul Luke Ditta Vehicle and personal barrier for construction site
CN104074392A (en) * 2014-07-16 2014-10-01 国家电网公司 Column type assembled wall without soleplate and wall manufacturing method
CN204492333U (en) * 2014-12-26 2015-07-22 黄贺明 A kind of assembling fire wall
CN106639024A (en) * 2016-10-20 2017-05-10 兰州理工大学 Construction method of limiting and self-resetting rubber-sliding seismic isolation bearing
CN208899385U (en) * 2018-01-24 2019-05-24 中国水利水电第七工程局有限公司 A kind of precast concrete assembled protection column

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