CN112982201B - Full-energy-consumption connection type flexible shed tunnel system and design method thereof - Google Patents

Full-energy-consumption connection type flexible shed tunnel system and design method thereof Download PDF

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CN112982201B
CN112982201B CN202110182954.9A CN202110182954A CN112982201B CN 112982201 B CN112982201 B CN 112982201B CN 202110182954 A CN202110182954 A CN 202110182954A CN 112982201 B CN112982201 B CN 112982201B
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CN112982201A (en
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余志祥
张丽君
骆丽茹
王棋
吴承宇
许浒
赵雷
齐欣
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Southwest Jiaotong University
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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
    • E01F7/00—Devices affording protection against snow, sand drifts, side-wind effects, snowslides, avalanches or falling rocks; Anti-dazzle arrangements ; Sight-screens for roads, e.g. to mask accident site
    • E01F7/04—Devices affording protection against snowslides, avalanches or falling rocks, e.g. avalanche preventing structures, galleries
    • E01F7/045—Devices specially adapted for protecting against falling rocks, e.g. galleries, nets, rock traps
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads

Abstract

The invention discloses a full-energy-consumption connection type flexible shed tunnel system and a design method thereof, wherein the full-energy-consumption connection type flexible shed tunnel system comprises the following steps: the arch centering, the hoop energy dissipation type multi-beam parallel supporting cables and the longitudinal energy dissipation type multi-beam parallel supporting cables are respectively arranged along the hoop direction and the longitudinal direction of the arch centering, and the arch centering and the hoop energy dissipation type multi-beam parallel supporting cables divide the shed tunnel into independent cells; the force direction adjusting devices are arranged on the arch centering, the energy-consuming type non-contact stiffening cables alternately penetrate through the force direction adjusting devices arranged on the adjacent arch centering, and the two energy-consuming type non-contact stiffening cables form intersection in the independent cells; the net piece is L-shaped, the limb edges are erected along two adjacent edges of the independent cells, and the coverage area of the net piece covers the protection neutral gear formed after the edge ropes of the independent cells deform. The flexible protection shed tunnel adopts an energy-consuming connection type broken line arch form, adopts straight instead of curved forms, reduces the manufacturing and installation difficulty, enhances the standardization of the shed tunnel, and improves the local stability of the steel arch and the overall stability of the system.

Description

Full-energy-consumption connection type flexible shed tunnel system and design method thereof
Technical Field
The invention relates to the technical field of side slope rockfall protection, in particular to a full-energy-consumption connection type flexible shed tunnel system and a design method thereof.
Background
The rockfall disaster is one of common natural disasters in mountainous areas, has the characteristics of burstiness, randomness and the like, and has great threat to infrastructure such as roads, bridges and the like. The flexible shed tunnel protection structure is a common and effective rockfall protection measure and mainly comprises a steel structure support frame, a flexible metal mesh and a steel wire rope. Compared with the traditional reinforced concrete shed tunnel, the flexible shed tunnel protection structure does not need large-scale excavation, is convenient to construct and easy to maintain. When the flexible shed tunnel system works, a large amount of falling rock impact energy is mainly dissipated by metal mesh sliding friction and plastic deformation, and the steel structure support transmits the residual energy to the support foundation.
A plurality of oblique crossing support rods are arranged between steel arch frames of a common flexible shed tunnel system, so that when a disaster happens, the falling rocks impact the steel frames with higher risk. In some projects, oblique supporting rods between arches of the flexible shed tunnel are changed into tie rods, so that the risk of impact of falling rocks on steel frames is reduced, the continuous collapse resistance of a shed tunnel system is also reduced, and the deformed net sheets contact the tie rods in the impact process, so that the tie rods are easily bent and damaged. In addition, the existing flexible shed tunnel system has weak overall impact resistance, and the impact resistance of the existing flexible shed tunnel system is not more than 250 kJ.
In view of the above, the patent technology provides an energy-consuming type non-contact stiffening cable full-energy-consuming type connection flexible shed tunnel which comprehensively considers the shock resistance, the structural continuous collapse resistance and the construction convenience.
Disclosure of Invention
The invention aims to provide a full-energy-consumption connection type flexible shed tunnel system and a design method thereof, wherein the structural design of the protective shed tunnel comprehensively considers the shock resistance, the structural continuous collapse resistance and the construction convenience of the flexible shed tunnel; the energy-consuming non-contact stiffening cable is adopted, so that the risk that falling rocks directly impact the steel frame is reduced, and the continuous collapse resistance of the system is maintained; the impact resistance of the protective shed tunnel is improved by the connection design of full energy consumption; the detail design promotes the whole construction convenience of protection shed tunnel, and the overall design reduces the installation, makes the degree of difficulty, has increased the standardization of protection shed tunnel construction.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a fully energy consuming connected flexible shed tunnel system comprising:
the energy-consuming type non-contact stiffening cable, the arch frame, the annular energy-consuming type multi-beam parallel supporting cable, the longitudinal energy-consuming type multi-beam parallel supporting cable and the partition independent lap joint type net piece are arranged on the arch frame;
the annular energy-consuming multi-beam parallel supporting cables and the longitudinal energy-consuming multi-beam parallel supporting cables are respectively arranged along the annular direction and the longitudinal direction of the arch frame and divide the shed tunnel into independent cells together with the arch frame;
the force direction adjusting device is arranged on the arch centering, one energy-consuming type non-contact stiffening cable alternately penetrates through the force direction adjusting device arranged on the adjacent arch centering, and the two energy-consuming type non-contact stiffening cables form intersection in the independent cells;
the net piece is L-shaped, four edges of the net piece in the independent area grid are fixedly connected with the annular energy dissipation type multi-beam parallel supporting cables and the longitudinal energy dissipation type multi-beam parallel supporting cables, the limb edges of the net piece are erected on two adjacent edges of the independent area grid and are freely covered, the end parts of the limb edges are connected to sliding guide ropes arranged in the independent area grid, the covering area of the net piece covers the annular energy dissipation type multi-beam parallel supporting cables and the longitudinal energy dissipation type multi-beam parallel supporting cables, a protection neutral gear is formed after the annular energy dissipation type multi-beam parallel supporting cables and the longitudinal energy dissipation type multi-beam parallel supporting cables are deformed, and the adjacent net piece is connected to the different annular energy dissipation type multi-beam parallel supporting cables and the longitudinal energy dissipation type multi-beam parallel supporting cables.
Furthermore, the arch frame adopts an energy-consumption connection type broken line arch, the broken line arch is formed by splicing a plurality of sections of H-shaped steel, each section of H-shaped steel is connected by adopting friction energy-consumption type nodes, and the web plate of the H-shaped steel adopts a corrugated web plate.
The energy-consuming type tie rod is arranged in all independent cells except the edge independent cells, adjacent cells share the same energy-consuming type tie rod, connecting plates are arranged at two ends of the energy-consuming type tie rod, oblong holes are formed in the connecting plates and connected to adjacent energy-consuming connection type broken line arches through high-strength bolts, energy consumption can be buffered through friction sliding of the energy-consuming type tie rod, and the length and the number of the oblong holes are set according to energy consumption requirements.
Further, still include power consumption type support, power consumption type support is located power consumption connection type broken line hunch end, including corrugated steel drum and toughness bent plate, the inside gravel of packing of steel drum.
Furthermore, under a natural static state, the energy-consuming type non-contact stiffening cable is not in contact with the net sheets arranged in the space above the energy-consuming type non-contact stiffening cable, and plays a stiffening and supporting role on the arch frame; under the working state of impact protection, the energy-consuming type non-contact stiffening cable can bypass a force direction adjusting device connected to the broken line arch to generate friction slippage, and an energy dissipater is arranged at the end part of the energy-consuming type non-contact stiffening cable and can be stretched and deformed to generate yield energy dissipation; in addition, the mesh subjected to impact deformation and the energy-consuming type non-contact stiffening cable are in contact stiffening, and a buffering energy-consuming secondary defense line is formed.
Furthermore, the friction energy consumption type node is located at the splicing position of the energy consumption type broken line arch, a sliding device is arranged at the top end of the node, the annular energy consumption type multi-beam parallel supporting cables and the longitudinal energy consumption type multi-beam parallel supporting cables penetrate through the sliding device in a non-contact and crossed mode, stiffening plates are arranged on two sides of the friction energy consumption type node, long round holes are formed in the stiffening plates, and the sliding device is connected with the energy consumption connection type broken line arch through high-strength bolts.
In another aspect, the present application also claims a design method of a fully energy consuming connected flexible shed tunnel system according to one of the above, including:
the friction energy consumption type node bolt pretightening force FcIs designed by
The design energy consumption capability of the friction energy consumption type node is EcThe length of the long round hole at the node is lcDesign starting force f of friction energy consumption type nodecThe calculation method comprises the following steps:
Figure BDA0002942610480000021
node high-strength bolt pretightening force FcThe calculation method comprises the following steps:
Figure BDA0002942610480000031
in the formula, mucThe contact friction coefficient of the node is 0.1-0.15 if the stiffening plate is directly contacted, and 0.8 if a rubber cushion layer is laid in a contact area;
designing an energy-consuming connecting rod connecting plate;
determining the stability coefficient of the axial center compression of the tie bar according to the design
Figure BDA0002942610480000032
Starting force f for friction energy consumption of connecting plateLComprises the following steps:
Figure BDA0002942610480000033
wherein A is the area of the cross section of the bristles of the rod piece, and f is the designed strength value of the steel;
high-strength bolt pretightening force F of single connecting plateLComprises the following steps:
Figure BDA0002942610480000034
in the formula, muLThe contact friction coefficient at the node is 0.1 if the welding steel plate is directly contacted, and 0.8 if a rubber cushion layer is laid in the contact area;
the number n of the high-strength bolts required by a single connecting plate is as follows:
Figure BDA0002942610480000035
in the formula, NdPre-tightening force for a single bolt;
energy dissipation capacity E of a single connection plateLComprises the following steps:
EL＝fLsL
in the formula, sLThe length of the oblong hole of the connecting plate.
Further, still include:
energy consumer design
For a single impact, the energy consumption of the system can be represented by the following formula:
EI＝Edis+Enet+Edamp
in the formula, EIFor impact energy, EdisConsuming energy for the energy consumer; enetEnergy is consumed for the net sheets; edampFriction and damping energy consumption are achieved;
when the energy dissipator is set, the starting force F of the energy dissipatordisThe conditions should be satisfied:
Fdis≤3[Fcable]
in the formula, FcableThe breaking force of the steel wire rope;
design energy consumption capability E of single energy dissipater of multi-beam parallel supporting cables in longitudinal energy consumption type in independent region gridsdis,aComprises the following steps:
Edis,a＝Fdis,a·Sdis,a
in the formula, Fdis,aDesigning starting force for a single energy dissipater of a longitudinal energy dissipation type multi-beam parallel supporting cable; sdis,aDesigning the elongation for a single energy dissipater of a longitudinal energy dissipation type multi-beam parallel supporting cable;
design energy consumption capability E of single energy dissipater with multiple parallel supporting cables and in annular energy consumption type in independent celldis,aComprises the following steps:
Edis,b＝Fdis,b·Sdis,b
in the formula, Fdis,bDesigning starting force for a single energy dissipater of an annular energy dissipation type multi-beam parallel supporting cable; sdis,bDesigning the elongation for a single energy dissipater of the annular energy dissipation type multi-beam parallel supporting cable;
design energy consumption capability E of single energy dissipater of energy consumption type non-contact stiffening cable in independent region griddis,cComprises the following steps:
Edis,c＝Fdis,c·Sdis,c
in the formula, Fdis,cDesigning starting force for a single energy dissipater of the energy-consuming type non-contact stiffening cable; sdis,cIs provided with a single energy dissipater of the annular energy dissipation type non-contact stiffening cableMeasuring the elongation;
design energy consumption capability E of all energy dissipators in independent celldis,dComprises the following steps:
Edis,d＝4(Edis,a+Edis,b+Edis,c)
the conditions should be satisfied:
Ed≤Edis,d≤1.2Ed
in the formula, EdAnd designing the impact resistance for protecting the shed tunnel.
Further, still include:
independent cell sizing
The size of the inner partition independent lap joint type mesh of the independent partition grid is a multiplied by b, unit: m, wherein the length a of the net piece connected with the longitudinal energy consumption type multi-beam parallel supporting cables is b, the length of the net piece connected with the annular energy consumption type multi-beam parallel supporting cables is b, and the number of rows of the net rings on each side is as follows:
Figure BDA0002942610480000041
Figure BDA0002942610480000042
in the formula, gamma is the coefficient of the degree of tightness of the mesh, and the value is 1.1-1.3 statistically calculated according to experience; d is the diameter of the net ring;
the falling rock impact acts on the center of the cell, and the deformation deflection w of the supporting ropeaAnd wbThe calculation method comprises the following steps:
Figure BDA0002942610480000043
Figure BDA0002942610480000044
different calculation of limit deformation delta L of sub-edge partition independent lap joint type meshaAnd Δ LbAre respectively as：
Figure BDA0002942610480000051
Figure BDA0002942610480000052
In the formula (I), the compound is shown in the specification,
Figure BDA0002942610480000057
the deflection coefficient is calculated as 0.55-0.9 according to experience statistics;
different calculation of limit vertical deformation h of under-edge partition independent lap joint type mesha、haComprises the following steps:
Figure BDA0002942610480000053
Figure BDA0002942610480000054
neglecting the plastic deformation of the steel wire rope, the ultimate vertical deformation h of the energy-consuming contactless stiffening cablecrComprises the following steps:
Figure BDA0002942610480000055
in the formula IcrThe length of the energy-consuming non-contact stiffening cable in the cell;
the limited vertical deformation h of the inner partitioned independent lap joint type mesh of the independent partition is as follows:
h＝min{ha,hb,hcr}
in order to ensure that the deformation of the protection system does not invade the boundary under impact, the limit vertical deformation h of the net sheet should meet the condition:
h≤ψ(H-Hr)
where Ψ is an empirical coefficient, and may be 0.9 for considerationInfluence of actual installation conditions or influence of system impact deformation change caused by errors of theoretical calculation; h is the height of the flexible protective shed tunnel, HrThe road clear height is obtained;
design of partitioned independent lap joint type mesh energy consumption capability Enet,dThe following conditions need to be satisfied:
Enet,d＞0.05ηEd
wherein eta is a safety coefficient and can be 1.2-1.3;
under the impact action of falling rocks, the impact force F is born by the subarea independent lap joint type net sheetsIThe estimation method comprises the following steps:
Figure BDA0002942610480000056
in the formula, xi is an empirical coefficient according to experimental statistics, and is 0.28-0.33;
design of the bearing capacity F of the mesh with independent lap joints in the inner partitions of the independent partitionsnet,dThe following conditions should be satisfied:
Fnet,d＞FI
zone independent lap joint type mesh limb lap joint length la、lbDesigning;
when the system is impacted, the limb-side net sheets slide along with the deformation of the impact net sheets, and the lap joint length l of the limb-side net sheetsaAnd lbThe following conditions should be satisfied:
la≥1.2wa
lb≥1.2wb。
further, still include:
energy-consuming type support design
Through calculation of internal force of a steel structure, the wall thickness of the corrugated steel barrel is preferably 4-8mm, and the height h of the energy-consuming support is preferably equal tojPreferably in the range of 300mm to 450 mm; the width of the flexible bent plate is preferably 80mm-110mm, the thickness is preferably 4-8mm, and the radian of the flexible bent plate is preferably within the range of 1-pi/2;
the tough bent plate is provided with long round holes, 1 to 3 long round holes can be arranged along the width direction of the tough bent plate according to the toughness requirement,
length l of long round hole of tough bent platejHeight h from the supportjThe ratio α should satisfy the condition:
Figure BDA0002942610480000061
0.4≤α≤0.7
total width sigma k of oblong hole of flexible bent platec,iWidth k of flexible bent platejThe ratio β should satisfy the condition:
Figure BDA0002942610480000062
0.3≤β≤0.6
the grading of the filled gravel meets the base grain grading requirement;
the force displacement curve of the energy-consuming support has 3 stages, namely an elastic compression section OA, a starting section AB and a working section BC, wherein a point A is a peak point of the elastic compression section, a point B is a starting point of the working section, and a point C is a terminal point of the working section; the force P corresponding to the peak point A of the elastic compression sectionAAnd the ratio κ of the structural dead weight G should satisfy the condition:
Figure BDA0002942610480000063
1.2≤κ≤1.5。
compared with the prior art, the invention has the following beneficial effects:
(1) the energy-consuming type non-contact stiffening cable is connected with the flexible shed tunnel in a full energy-consuming type, and the energy-consuming type non-contact stiffening cable is adopted in the middle section to replace an oblique supporting rod, so that the risk that falling rocks directly impact a steel frame is reduced, and the continuous collapse resistance of a system is enhanced;
(2) the impact resistance of the protective shed tunnel is improved by the connection design of the full energy consumption. The H-shaped steel of the energy-consuming connection type broken line arch adopts a corrugated web, so that the local stability of the steel arch and the overall stability of a system are improved; the novel energy-consumption swing column node enhances the viscoelasticity and the constraint rigidity of the node, and energy consumption is reduced by means of friction of the high-strength bolt and the long round hole, so that recovery is facilitated.
(3) The details of the protective shed tunnel are skillfully designed, the manufacturing and installation difficulty is reduced, and the standardization of the shed tunnel is enhanced. Adopting an energy-consuming connection type broken line arch form to directly replace a curve; the design of filling sand in the middle of the energy-consuming support is convenient for local materials and construction.
(4) The double-strand parallel bracing rope divides the protection area into different independent cells, adopts L type net piece, and mutual noninterference between independent cells has the unit modularization characteristic, can realize independent power consumption, by can evading independent cell limit rope formation protection neutral gear after warping.
In general, the invention has the advantages of ingenious conception, convenient construction and installation, wide market prospect and suitability for popularization and use.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and those skilled in the art can also obtain other drawings according to the drawings without creative efforts.
FIG. 1 is a schematic axial view of a fully energy-consuming connected flexible shed tunnel system according to an embodiment of the present invention;
FIG. 2 is a schematic axial view (without a mesh) of a fully energy-consuming connected flexible shed tunnel system according to an embodiment of the present invention;
FIG. 3 is a schematic top view of a fully energy consuming connected flexible hangar tunnel system according to an embodiment of the present invention;
FIG. 4 is a schematic front view of a fully energy-consuming connected flexible shed tunnel system according to an embodiment of the present invention;
FIG. 5 is a schematic diagram of an energy-consuming contactless stiffener of a fully-energy-consuming connected flexible shed tunnel system according to an embodiment of the present invention;
FIG. 6 is a schematic diagram of a frictional energy consumption type node of a full energy consumption connection type flexible shed tunnel system according to an embodiment of the present invention;
FIG. 7 is a schematic view of an energy-consuming connected type zigzag arch corrugated web H-shaped steel of a full-energy-consuming connected type flexible shed tunnel system according to an embodiment of the present invention;
FIG. 8 is a schematic diagram illustrating a zone independent lapping type mesh lapping of a full energy consumption connection type flexible shed tunnel system according to an embodiment of the present invention;
FIG. 9 is a schematic diagram of an energy-consuming support of a fully-energy-consuming connected flexible shed tunnel system according to an embodiment of the present invention;
FIG. 10 is a schematic diagram illustrating the design and calculation of energy-consuming type tie rods in the method for designing a fully energy-consuming connected flexible hangar tunnel system according to an embodiment of the present invention;
FIG. 11 is a schematic diagram of the friction energy-consuming type node design calculation of the design method of the full energy-consuming connection type flexible shed tunnel system according to the embodiment of the invention;
FIG. 12 is a schematic top view illustrating a mesh deformation of a method for designing a fully energy-consuming connected flexible shed tunnel system according to an embodiment of the present invention;
fig. 13 is a schematic axial view of deformation of a partitioned independent lap joint type mesh sheet according to a design method of a full energy consumption connection type flexible shed tunnel system according to an embodiment of the present invention.
Fig. 14 is a schematic diagram of a flexible bent plate design of a method for designing a fully energy-consuming connected flexible shed tunnel system according to an embodiment of the present invention.
Fig. 15 is a schematic diagram of an energy-consuming type seating force-displacement curve of a design method of a full-energy-consuming connected flexible shed tunnel system according to an embodiment of the present invention.
In the drawings, the names of the parts corresponding to the reference numerals are as follows:
1-energy-consuming contactless stiffening cable; 2-energy-consumption connection type broken line arch; 3-oblique supporting rods; 4-energy-consuming tie rods; 5-annular energy-consumption multi-beam parallel supporting cables; 6-longitudinal energy-consuming multi-beam parallel supporting cables; 7-friction energy consumption type node; 8-energy-consuming type support; 9-energy consumption device; 10-base; 11-zoned independent lap joint type mesh sheets; 12-a gliding device; 13-a stiffening plate; 14-high strength bolts; 15-corrugated webs; 16-a connector; 17-a sliding guide rope; 18-mesh lap zone; 19-a connecting plate; 20-a corrugated steel drum; 21-a ductile bending plate; 22-pulley arrangement
Detailed description of the invention
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1-9, a fully energy-consuming connected flexible shed tunnel system comprises: the arch center adopts power consumption connection type broken line arch 2, and broken line arch 2 is formed by splicing a plurality of sections of H-shaped steel, and each section of H-shaped steel adopts friction power consumption type node 7 to connect, and the web of H-shaped steel adopts corrugated web 15. The annular energy-consumption type multi-beam parallel supporting cables 5 and the longitudinal energy-consumption type multi-beam parallel supporting cables 6 are respectively arranged along the annular direction and the longitudinal direction of the arch frame and divide the shed tunnel into independent cells together with the arch frame. Preferably, the individual cells are rectangular, with the vertices of the rectangle located at the friction dissipative node 7.
The force direction adjustment means 22 are arranged on said arch, preferably the force direction adjustment means 22 may be a pulley arrangement; the energy-consuming type non-contact stiffening cables 1 are arranged between the adjacent broken line arches 2, the single stiffening cable 1 alternately reciprocates between the pulley devices 22 arranged on the adjacent broken line arches 2 and is in a wave shape, and the two energy-consuming type non-contact stiffening cables 1 form intersection in the independent cells; preferably, two energy-consuming contactless stiffening cables 1 approximately form a diagonal of the independent cell.
The net piece 11 is L-shaped, four sides of the net piece 11 in the independent cell are fixedly connected with the annular energy dissipation type multi-beam parallel supporting cables 5 and the longitudinal energy dissipation type multi-beam parallel supporting cables 6 through connecting pieces 16, adjacent net pieces 11 are connected to the different annular energy dissipation type multi-beam parallel supporting cables 5 and the longitudinal energy dissipation type multi-beam parallel supporting cables 6, limb edges of the net piece 11 are erected along two adjacent edges of the independent cell and are freely covered, a net piece overlapping area 18 exists between the adjacent net pieces 11, limb edge ends are connected to sliding guide ropes 17 arranged on the cell, the covering width is determined by design, and a protection neutral gear is formed after the edge ropes of the independent cell are deformed. In addition, the mesh 11 deformed by impact and the energy-consuming type non-contact stiffening cable 1 are in contact stiffening, and a buffering energy-consuming secondary defense line is formed.
In the embodiment of the application, the fully-energy-consuming connection type flexible shed tunnel system further comprises energy-consuming type connecting rods 4, the energy-consuming type connecting rods 4 are arranged in all independent cells except the edge independent cells, and two ends of each energy-consuming type connecting rod 4 are connected to the adjacent energy-consuming connection type broken line arches 2. Preferably, the end part of the energy-consuming type connecting rod 4 is provided with a connecting plate, the connecting plate is provided with a long round hole, and the energy-consuming type connecting rod 4 is connected to the energy-consuming connection type broken line arch through a high-strength bolt 14. Adjacent independent district check share same energy consumption type contact rod 4, and energy consumption type contact rod 4 both ends are provided with connecting plate 19, are provided with the slotted hole on the connecting plate 19, connect on adjacent energy consumption connection type broken line arch 2 through high-strength bolt 14, and energy consumption type contact rod 4 accessible friction slippage buffering energy consumption, and the length and the quantity of slotted hole set up according to the energy consumption demand.
In the embodiment of this application, still include power consumption type support 8, support 8 sets up on basis 10, power consumption type support 8 is located power consumption connection type broken line arch 2 bottom, including corrugated steel drum 20 and toughness bent plate 21, and steel drum 20 is inside to be filled gravel.
In a natural static state of the full-energy-consumption connection type flexible shed tunnel system, the energy-consumption type non-contact stiffening cables 1 are in non-contact with the net pieces 11 arranged in the space above the energy-consumption type non-contact stiffening cables, and play a stiffening and supporting role on the arch frame; under the working state of impact protection, the energy-consuming type non-contact stiffening cable 1 can bypass the force direction adjusting device 22 connected to the broken line arch to generate friction slippage, and the end part of the energy-consuming type non-contact stiffening cable 1 is provided with an energy dissipater 9 which can be stretched and deformed to generate yielding energy consumption and is in contact stiffening with the mesh sheet 11 which is subjected to impact deformation to form a buffering energy-consuming secondary defense line.
Furthermore, the friction energy consumption type node 7 is located at the splicing position of the energy consumption type broken line arches 2, a sliding device 12 is arranged at the top end of the node, the annular energy consumption type multi-beam parallel supporting cables 5 and the longitudinal energy consumption type multi-beam parallel supporting cables 6 penetrate through the sliding device 12 in a non-contact and crossed mode, stiffening plates 13 are arranged on two sides of the friction energy consumption type node 7, long round holes are formed in the stiffening plates 13, and the sliding device 12 is connected with the energy consumption connection type broken line arches 2 through high-strength bolts 14.
The invention relates to a full-energy-consumption connection type flexible shed tunnel system and a design method thereof, which are specifically described below by combining a certain side slope rockfall frequent point, and comprise the following steps:
referring to FIGS. 10-13, the protective shed tunnel design impact resistance Ed500kJ, the height H of the designed protective shed tunnel is 8.5m, and the width is 12.75 m; 6 sections with the length of 30m, each section is 5m, and the clear height H of the road in the protective arear＝5.5m
Design energy consumption capability E of energy consumption swing columnc5kJ, the length of the long round hole at the node is lcWhen the distance is equal to 0.15m, the design starting force f of the energy consumption swing column node is consumedcComprises the following steps:
Figure BDA0002942610480000091
the stiffening plates are in direct contact, so the friction coefficient muc0.1, high bolt pretightening force F at the nodecIs composed of
Figure BDA0002942610480000092
A high strength bolt of class M10.9 gauge M27 may be selected.
The specification of the tie rod is a phi 140 multiplied by 5mm round tube, the material is Q355D, and the length is 4.5 m.
The tie bar has a bristle cross-sectional area A of 2.12 × 10-3m2Stability factor of axial compression
Figure BDA0002942610480000101
So that the starting force f of the connecting plateLComprises the following steps:
Figure BDA0002942610480000102
high-strength bolt pretightening force F of single connecting plateLComprises the following steps:
Figure BDA0002942610480000103
selecting 10.9-grade M22 high-strength bolt with maximum pretightening force Nd177.3kN, so the required high strength bolt number n of single connecting plate is:
Figure BDA0002942610480000104
the length s of the long round hole in the connecting plate is designedL0.15m, energy dissipation capacity E of a single connection plateLComprises the following steps:
EL＝fLsL＝341.2×0.15＝51.18kJ
steel wire rope specification adopted by designing longitudinal supporting rope, circumferential supporting rope and energy-consuming type non-contact stiffening cable is 6 multiplied by 19S + IWR
Figure BDA0002942610480000105
The breaking force of the steel wire rope with the specification is 304kN according to the specification. Starting force F of single energy dissipater for designing longitudinal supporting rope, circumferential supporting rope and energy-consuming type non-contact stiffening cabledis,a＝Fdis,b＝Fdis,c50kN, elongation S of the energy consumerdis,a＝Sdis,b＝Sdis,c＝1m。
Design energy consumption capability E of single energy dissipater of longitudinal supporting rope in independent celldis,aComprises the following steps:
Edis,a＝Fdis,a·Sdis,a＝50×1＝50kJ
design energy consumption capability E of single energy dissipater of annular supporting rope in independent celldis,aComprises the following steps:
Edis,b＝Fdis,b·Sdis,b＝50×1＝50kJ
design energy consumption capability E of single energy dissipater 9 of energy consumption type contactless stiffening cable 5 in independent region griddis,cComprises the following steps:
Edis,c＝Fdis,c·Sdis,c＝50×1＝50kJ
design energy consumption capability E of all energy dissipators in independent celldis,dComprises the following steps:
Edis,d＝4(Edis,a+Edis,b+Edis,c)＝4×(50+50+50)＝600kJ
satisfies Ed≤Edis,d≤1.2EdTherefore, the energy consumption device is reasonable in design.
The size of the independent overlap joint formula net piece of subregion in the independent district check of design is 5 mx 3m, and wherein the net piece length 5m that vertical support rope connects, the net piece length of being connected with the hoop support rope is 3m, gets elasticity degree coefficient gamma 1.1, and the diameter D of looped netowrk is 0.3m, and the line number of each side's looped netowrk is:
Figure BDA0002942610480000106
Figure BDA0002942610480000111
the falling rock impact acts on the center of the cell, and the deformation deflection w of the supporting ropeaAnd wbThe calculation method comprises the following steps:
Figure BDA00029426104800001111
Figure BDA0002942610480000112
coefficient of deflection
Figure BDA0002942610480000113
Different calculation of limit deformation delta L of sub-edge partition independent lap joint type meshaAnd Δ LbRespectively as follows:
Figure BDA0002942610480000114
Figure BDA0002942610480000115
different calculation of limit vertical deformation h of under-edge partition independent lap joint type mesha、haComprises the following steps:
Figure BDA0002942610480000116
Figure BDA0002942610480000117
energy-consuming type non-contact stiffening cable length lcrNeglecting the plastic deformation of the steel wire rope, and limiting the vertical deformation h of the annular crossed rope when the steel wire rope is 5.83mcrComprises the following steps:
Figure BDA0002942610480000118
the limited vertical deformation h of the inner partitioned independent lap joint type mesh of the independent partition is as follows:
h＝min{ha,hb,hcr}＝2.6m
the partition independent lap joint type net piece limit vertical deformation h meets the requirement:
h≤ψ(H-Hr)＝0.9×(8.5-5.5)＝2.7m
the energy consumption capability E of the mesh with the specification of R12 and the mesh with the size of 5m multiplied by 3m is selectednet,dWhen 48.5kJ, the R12 gauge mesh satisfies the condition:
Enet,d＞0.05ηEd＝0.05×1.3×500＝32.5kJ
under the impact action of falling rocks, the impact force F is born by the subarea independent lap joint type net sheetsIComprises the following steps:
Figure BDA0002942610480000119
mesh load-carrying capacity F at 2.6m deflectionnet,dComprises the following steps:
Figure BDA00029426104800001110
therefore, the selected subarea independent lap joint type mesh meets the conditions that:
Fnet,d＞FI
design the lap length l of limb meshaAnd lbComprises the following steps:
la＝1.2wa＝1.2×2.45＝2.94m
lb＝1.2wb＝1.2×2＝2.4m
through the calculation of the internal force of the steel structure, the wall thickness of the corrugated steel barrel is 6mm, and the height h of the energy-consuming support is selectedj350mm, the width of the flexible bent plate is 90mm, the thickness is 6mm, the radian of the flexible bent plate is 1.2rad, and the length l of the arranged long circular holej200mm, arranged in a strip, width kcIs 40 mm.
Length l of long round hole of tough bent platejHeight h from the supportjThe ratio α is:
Figure BDA0002942610480000121
total width sigma k of oblong hole of flexible bent platec,iWidth k of flexible bent platejThe ratio beta is:
Figure BDA0002942610480000122
the design of the flexible bent plate meets the conditions.
The grading of the filling gravel meets the grading requirement of 1-25mm base grains.
The design of the side slope rockfall common site protection shed tunnel material is shown in the following table:
Figure BDA0002942610480000123
finally, it should be noted that: the above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.

Claims (8)

1. A design method of a full-energy-consumption connection type flexible shed tunnel system is characterized in that the shed tunnel system comprises the following steps:
the energy-consuming type non-contact stiffening cable comprises energy-consuming type non-contact stiffening cables (1), an arch frame, a plurality of annular energy-consuming type parallel supporting cables (5), a plurality of longitudinal energy-consuming type parallel supporting cables (6) and a partition independent lap joint type mesh (11);
the annular energy-consuming multi-beam parallel supporting cables (5) and the longitudinal energy-consuming multi-beam parallel supporting cables (6) are respectively arranged along the annular direction and the longitudinal direction of the arch frame and divide the shed tunnel into independent cells together with the arch frame;
the force direction adjusting devices (22) are arranged on the arch centering, one energy-consuming type non-contact stiffening cable (1) alternately penetrates through the force direction adjusting devices (22) arranged on the adjacent arch centering, and the two energy-consuming type non-contact stiffening cables (1) form intersection in the independent cells;
the net piece (11) is L-shaped, four edges of the net piece (11) in the independent cell are fixedly connected with the annular energy-consuming multi-beam parallel supporting cables (5) and the longitudinal energy-consuming multi-beam parallel supporting cables (6), limb edges of the net piece (11) are erected along two adjacent edges of the independent cell and freely cover the limb edges, the end parts of the limb edges are connected to sliding guide ropes (17) arranged in the independent cell, the covering area of the net piece (11) covers the annular energy-consuming multi-beam parallel supporting cables (5) and the longitudinal energy-consuming multi-beam parallel supporting cables (6) and forms a protective neutral gear after deformation, and the adjacent net piece (11) is connected to different annular energy-consuming multi-beam parallel supporting cables (5) and longitudinal energy-consuming multi-beam parallel supporting cables (6);
the arch center adopts an energy-consumption connection type broken line arch (2), the broken line arch (2) is formed by splicing a plurality of sections of H-shaped steel, each section of H-shaped steel is connected by adopting a friction energy-consumption node (7), and a web plate of the H-shaped steel adopts a corrugated web plate (15);
the design method comprises the following steps:
(a) the friction energy consumption type node (7) bolt pretightening force FcIs designed by
The design energy consumption capacity of the friction energy consumption type node (7) is EcThe length of the long round hole at the node is lcThe design starting force f of the friction energy consumption type node (7)cThe calculation method comprises the following steps:
Figure FDA0003330756630000011
the node high-strength bolt (14) pretightening force FcThe calculation method comprises the following steps:
Figure FDA0003330756630000012
in the formula, mucThe contact friction coefficient of the node is 0.1-0.15 if the stiffening plate is directly contacted, and 0.8 if a rubber cushion layer is laid in a contact area;
(b) the energy-consuming type tie rod (4) is designed as a connecting plate;
determining the stability coefficient of the axial center compression of the tie bar according to the design
Figure FDA0003330756630000014
Frictional energy consumption starting force f of connecting plate (19)LComprises the following steps:
Figure FDA0003330756630000013
wherein A is the area of the cross section of the bristles of the rod piece, and f is the designed strength value of the steel;
high-strength bolt (14) pretension force F of single connecting plate (19)LComprises the following steps:
Figure FDA0003330756630000021
in the formula, muLThe contact friction coefficient at the node is 0.1 if the welding steel plate is directly contacted, and 0.8 if a rubber cushion layer is laid in the contact area;
the number n of the high-strength bolts (14) required by a single connecting plate (19) is as follows:
Figure FDA0003330756630000022
in the formula, NdPre-tightening force for a single bolt;
energy-dissipating capacity E of a single connection plate (19)LComprises the following steps:
EL＝fLsL
in the formula, sLIs the length of the long round hole of the connecting plate (19).
2. The design method of the full-energy-consumption connected flexible shed tunnel system according to claim 1, characterized by further comprising an energy-consumption type tie rod (4), wherein the energy-consumption type tie rod (4) is arranged in all independent cells except the edge independent cell, adjacent cells share the same energy-consumption type tie rod (4), two ends of the energy-consumption type tie rod (4) are provided with connecting plates (19), each connecting plate (19) is provided with a long circular hole, the connecting plates are connected to the adjacent energy-consumption connected broken line arches (2) through high-strength bolts (14), the energy-consumption type tie rod (4) can buffer energy consumption through friction sliding, and the length and the number of the long circular holes are set according to energy consumption requirements.
3. A design method of a full energy consumption connected flexible shed tunnel system according to claim 1, characterized in that, the design method further comprises energy consumption type support (8), the energy consumption type support (8) is positioned at the bottom end of the energy consumption connected broken line arch (2) and comprises a corrugated steel barrel (20) and a flexible bent plate (21), and the inside of the steel barrel (20) is filled with gravel.
4. A method for designing a fully energy-consuming connected flexible shed tunnel system according to any one of claims 1 to 3, wherein in a natural resting state, the energy-consuming contactless stiffening cables (1) are in contactless contact with the mesh (11) spatially arranged above the cables, and act as stiffening supports for the arch; under the working state of impact protection, the energy-consuming type non-contact stiffening cable (1) can bypass a force direction adjusting device (22) connected to the broken line arch to generate friction slippage, and an energy dissipater (9) is arranged at the end part of the energy-consuming type non-contact stiffening cable (1) and can be stretched and deformed to generate yielding energy dissipation; in addition, the mesh (11) subjected to impact deformation and the energy-consuming type non-contact stiffening cable (1) are subjected to contact stiffening, and a buffering energy-consuming secondary defense line is formed.
5. The design method of the full energy consumption connection type flexible shed tunnel system according to one of claims 1 to 3, characterized in that the friction energy consumption type node (7) is positioned at the splicing position of the energy consumption type broken line arches (2), the top end of the node is provided with a sliding device (12), a plurality of annular energy consumption type parallel supporting cables (5) and a plurality of longitudinal energy consumption type parallel supporting cables (6) cross through the sliding device (12) in a non-contact way, stiffening plates (13) are arranged on two sides of the friction energy consumption type node (7), slotted holes are formed in the stiffening plates (13), and the sliding device (12) is connected with the energy consumption connection type broken line arches (2) through high-strength bolts (14).
6. The method for designing a fully energy-consuming connected flexible shed tunnel system according to claim 1, further comprising:
(c) design of energy dissipater (9)
At a single impact, the energy consumption mode of the system is represented by the following formula:
EI＝Edis+Enet+Edamp
in the formula, EIFor impact energy, EdisConsuming energy for the energy consumer; enetEnergy is consumed for the net sheets; edampFriction and damping energy consumption are achieved;
when the energy dissipater (9) is arranged, the starting force F of the energy dissipater (9)disThe conditions should be satisfied:
Fdis≤3[Fcable]
in the formula, FcableThe breaking force of the steel wire rope;
when in design, the energy consumption capability E of a single energy dissipater (9) of a longitudinal energy consumption type multi-beam parallel supporting cable (6) in an independent cell is designeddis,aComprises the following steps:
Edis,a＝Fdis,a·Sdis,a
in the formula, Fdis,aDesigning starting force for a single energy dissipater (9) of a longitudinal energy dissipation type multi-beam parallel supporting cable (6); sdis,aDesigning the elongation for a single energy dissipater (9) of a longitudinal energy dissipation type multi-beam parallel supporting cable (6);
energy consumption capability E of single energy dissipater (9) of multi-beam parallel supporting cable (5) in independent region grid inner ring direction energy consumption typedis,aComprises the following steps:
Edis,b＝Fdis,b·Sdis,b
in the formula, Fdis,bThe starting force is designed for a single energy dissipater (9) of the annular energy dissipation type multi-beam parallel supporting cable (5); sdis,bDesigning the elongation for a single energy dissipater (9) of the annular energy dissipation type multi-beam parallel supporting cable (5);
energy consumption type non-contact stiffening cable (1) single energy dissipater (9) design energy consumption capability E in independent region gridsdis,cComprises the following steps:
Edis,c＝Fdis,c·Sdis,c
in the formula, Fdis,cDesigning starting force for a single energy dissipater (9) of the energy-consuming type non-contact stiffening cable (1); sdis,cDesigning the elongation for a single energy dissipater (9) of the annular energy-consuming type non-contact stiffening cable (5);
design energy consumption capability E of all energy dissipators (9) in independent cellsdis,dComprises the following steps:
Edis,d＝4(Edis,a+Edis,b+Edis,c)
the conditions should be satisfied:
Ed≤Edis,d≤1.2Ed
in the formula, EdAnd designing the impact resistance for protecting the shed tunnel.
7. The design method of the total energy consumption connection type flexible shed tunnel system according to claim 1 or 6, characterized by further comprising the following steps:
(d) independent cell sizing
The size of the inner partition independent lap joint type mesh (11) of the independent partition grid is a multiplied by b, unit: m, wherein the length a of the net piece connected with the longitudinal energy dissipation type multi-beam parallel supporting cables (6) is b, the length of the net piece connected with the annular energy dissipation type multi-beam parallel supporting cables (5) is b, and the number of the net rings on each side is:
Figure FDA0003330756630000041
Figure FDA0003330756630000042
in the formula, gamma is the coefficient of the degree of tightness of the mesh, and the value is 1.1-1.3 statistically calculated according to experience; d is the diameter of the net ring;
the falling rock impact acts on the center of the cell, and the deformation deflection w of the supporting ropeaAnd wbThe calculation method comprises the following steps:
Figure FDA0003330756630000043
Figure FDA0003330756630000044
different calculation of limit deformation delta L of under-edge partition independent lap joint type mesh (11)aAnd Δ LbRespectively as follows:
Figure FDA0003330756630000045
Figure FDA0003330756630000046
in the formula (I), the compound is shown in the specification,
Figure FDA00033307566300000410
the deflection coefficient is calculated as 0.55-0.9 according to experience statistics;
different calculation of limit vertical deformation h of under-edge partition independent lap joint type mesh (11)a、haComprises the following steps:
Figure FDA0003330756630000047
Figure FDA0003330756630000049
neglecting the plastic deformation of the steel wire rope, the ultimate vertical deformation h of the energy-consuming contactless stiffening cable (1)crComprises the following steps:
Figure FDA0003330756630000048
in the formula IcrThe length of the energy-consuming non-contact stiffening cable (1) in the cell;
the limited vertical deformation h of the inner partition independent lap joint type mesh (11) of the independent partition grids is as follows:
h＝min{ha,hb,hcr}
in order to ensure that the deformation of the protection system does not invade the boundary under impact, the limit vertical deformation h of the net sheet should meet the condition:
h≤ψ(H-Hr)
in the formula, psi is an empirical coefficient, 0.9 is taken for considering the influence of actual installation conditions or the influence of system impact deformation change caused by errors of theoretical calculation; h is the height of the flexible protective shed tunnel, HrThe road clear height is obtained;
design of energy consumption capability E of partitioned independent lap joint type mesh (11)net,dThe following conditions need to be satisfied:
Enet,d＞0.05ηEd
in the formula, eta is a safety coefficient and is 1.2-1.3;
under the impact action of falling rocks, the subarea independent lap joint type net sheets (11) bear impact force FIThe estimation method comprises the following steps:
Figure FDA0003330756630000051
in the formula, xi is an empirical coefficient according to experimental statistics, and is 0.28-0.33;
design of the bearing capacity F of the mesh (11) of the independent lap joint type in the inner partition of the independent partitionnet,dThe following conditions should be satisfied:
Fnet,d＞FI
(e) limb lapping length l of partition independent lapping type net sheet (11)a、lbDesigning;
when the system is impacted, the limb-side net sheets slide along with the deformation of the impact net sheets, and the lap joint length l of the limb-side net sheetsaAnd lbThe following conditions should be satisfied:
la≥1.2wa
lb≥1.2wb。
8. the design method of the total energy consumption connection type flexible shed tunnel system according to claim 1 or 6, characterized by further comprising the following steps:
(f) design of energy-consuming type support (8)
Through the calculation of the internal force of the steel structure, the wall thickness of the corrugated steel barrel (20) is 4-8mm, and the energy-consuming type supportHeight h of the seat (8)jIn the range of 300mm-450 mm; the width of the flexible bent plate (21) is 80-110 mm, the thickness is 4-8mm, and the radian of the flexible bent plate (21) is within the range of 1-pi/2 (rad);
the tough bent plate (21) is provided with long round holes, 1 to 3 long round holes are arranged along the width direction of the tough bent plate according to the toughness requirement,
the length l of the long round hole of the flexible bent plate (21)jHeight h from the supportjThe ratio α should satisfy the condition:
Figure FDA0003330756630000052
0.4≤α≤0.7
the total width sigma k of the oblong hole of the flexible bent plate (21)c,iWidth k of flexible bent platejThe ratio β should satisfy the condition:
Figure FDA0003330756630000061
0.3≤β≤0.6
the grading of the filled gravel meets the base grain grading requirement;
the force displacement curve of the energy-consuming support (8) has 3 stages, namely an elastic compression section OA, a starting section AB and a working section BC, wherein a point A is a peak point of the elastic compression section, a point B is a starting point of the working section, and a point C is a terminal point of the working section; the force P corresponding to the peak point A of the elastic compression sectionAAnd the ratio κ of the structural dead weight G should satisfy the condition:
Figure FDA0003330756630000062
1.2≤κ≤1.5。
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