CN114606875B - Rapid assembling scaffold gabion for mountain highway and design method - Google Patents
Rapid assembling scaffold gabion for mountain highway and design method Download PDFInfo
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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
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Abstract
The invention relates to the technical field of slope protection engineering, in particular to a rapid assembling scaffold gabion for mountain roads and a design method, wherein the rapid assembling scaffold gabion comprises a scaffold framework, a steel wire rope, shackles and a diamond net; the scaffold frame is assembled by a socket type disc buckle type scaffold; the scaffold framework comprises vertical rods, horizontal rods, inclined rods and disc buckle nodes; the vertical rod is welded with a connecting disc; the horizontal rod and the diagonal rod are provided with rod end fastening joints; the rod end buckle joint is connected with the connecting disc through a bolt to form a disc buckle node; two ends of each steel wire rope are respectively clamped by rope clamps to form a half-8-shaped connecting mechanism, the connecting mechanisms are connected with corresponding connecting discs through shackles, and the steel wire ropes are arranged on the outer side of the scaffold frame in a crossed mode; the rhombic net is connected with the corresponding steel wire rope through a sewing rope. The invention can be assembled and disassembled quickly on site, has small construction difficulty and low construction cost, can be used for rescue and relief work and has good energy consumption and buffering performance.
Description
Technical Field
The invention relates to the technical field of slope protection engineering, in particular to a rapid assembling scaffold gabion for mountainous road and a design method.
Background
In recent years, side slope rockfall poses serious threats to traffic safety and life and property safety. The commonly used prevention and treatment measures mainly comprise measures such as shed tunnels, rigid grids, passive protective nets, guide nets and the like. However, the traditional reinforced concrete shed tunnel has the defects of long construction period, large occupied area, high manufacturing cost and the like; the passive protective net intercepts impact objects such as rockfall through the annular net, the impact displacement is large, if one part of the protective net is damaged, the protective net needs to be integrally replaced, the maintenance difficulty is large, and the cost is high. Particularly, in a traffic jam section, concrete transportation needs a certain time, and a rapidly-built emergency rescue and disaster relief structure is urgently needed.
Disclosure of Invention
The invention provides a rapid assembling scaffold gabion for mountainous road and a design method thereof, which have the advantages of simple structure, short construction time, convenience in local material utilization and good energy consumption and buffering performance.
The invention relates to a rapid assembling scaffold gabion for mountainous road, which comprises a scaffold framework, a steel wire rope, shackles and a diamond net, wherein the scaffold framework is composed of a plurality of steel wire ropes;
the scaffold frame is assembled by a socket type disc buckle type scaffold; the scaffold framework comprises vertical rods, horizontal rods, inclined rods and disc buckle nodes; connecting discs are welded on the vertical rods every 0.5 m; the horizontal rod and the diagonal rod are provided with rod end buckle joints; the rod end buckle joint is connected with the connecting disc through a bolt to form a disc buckle node;
two ends of each steel wire rope are respectively clamped by rope clamps to form a half-8-shaped connecting mechanism, the connecting mechanisms are connected with corresponding connecting discs through shackles, and the steel wire ropes are arranged on the outer side of the scaffold frame in a crossed mode;
the rhombic net is connected with the corresponding steel wire rope through a sewing rope.
Preferably, the length of the vertical rod of the scaffold framework is set according to a modulus of 0.5 m; the vertical rods are connected through a bottom connecting sleeve, the bottom connecting sleeve is a cast steel sleeve or a seamless steel pipe sleeve, the length of the bottom connecting sleeve in a cast steel sleeve mode is not less than 90mm, and the inserting length of the bottom connecting sleeve is not less than 75mm; the length of the bottom connecting sleeve in the form of a seamless steel pipe sleeve is not less than 160mm, and the insertable length is not less than 110mm.
Preferably, the length of the horizontal rod is set according to a modulus of 0.3m, the rod end joint is welded with the horizontal rod, and the length of the horizontal rod is 0.6m-1.5m according to the rigidity and stability of the structure and the particle size of filled crushed stones.
Preferably, the rod end connectors are connected with the inclined rods through bolts, each layer of the first span in the outward vertical surface at the periphery of the scaffold frame is provided with inclined rods along the height direction, the bottom layer and the top layer of the frame body are provided with inclined rods along the height direction, and cross braces which are erected by the inclined rods along the height direction or fastener steel pipes are arranged longitudinally and transversely in the inner area of the scaffold frame from the bottom to the top at intervals of 5 spans.
Preferably, the connecting disc is provided with 8 connecting holes, 4 big holes are used for connecting the inclined rods, and 4 small holes are used for connecting the horizontal rods; the connecting disc is in a regular octagon shape or a circular shape, and the thickness of the connecting disc is not less than 10mm.
Preferably, the bolt is wedge-shaped, the inclination ensures that the wedge-shaped bolt can be self-locked after being wedged into the connecting disc, and the thickness is not less than 8mm.
Preferably, the ratio H/B of the total height of the scaffolding framework to the width of the scaffolding body is no greater than 3.
Preferably, the rhombic net is a double-layer net, the inner side of the rhombic net is a wire grid net, and the outer side of the rhombic net is a rhombic passive protective net.
The invention also provides a design method of the rapid assembling scaffold gabion for the mountain roads, which adopts the rapid assembling scaffold gabion for the mountain roads and comprises the following steps:
the method comprises the following steps: according to geological survey data and the intercepted distribution situation of falling rocks of target dangerous rocks, the impact energy E, the impact speed v, the particle size d of the falling rocks and the protection range are determined;
step two: determining the total length, width and height of the structure;
determining the length L of the structure according to the protection range; determining the width B of the structure according to the width of the road; determining the height H of the structure according to the bounce height of the tail end of the falling rocks;
step three: performing anti-skid and anti-overturning checking calculation according to the external force applied to the structure;
if the interception falls the stone, the impact force that the structure received:
if a retaining side slope is supported, the structure is under the soil pressure of the side slope:
k is the soil pressure coefficient; gamma is the soil gravity; h is the structural height;
according to the application condition of the gabion, the external force is impact force or soil pressure:
F＝F d or F = P
And (3) overturn resistance and skid resistance checking calculation:
in the formula: g is the self weight of the structure; x is the number of 0 The horizontal distance from the gravity center of the structure to the wall toe; x is the number of f The horizontal distance from the external force action point to the wall toe; z is a linear or branched member f The height from the wall toe of the external force action point; f x Component of external force in horizontal direction, F x ＝F·cosθ；F z A component of the external force in the vertical direction, F z = F · sin θ; mu is the static friction coefficient of the structure and the ground; theta is an included angle between the external force and the horizontal direction;
step four: determining the lengths and specifications of the vertical rod and the horizontal rod;
determining the length of the vertical rod according to the height H of the structure; determining the length of the longitudinal horizontal rod according to the length L of the structure; determining the length l of the horizontal rod according to the width B and the span number n of the structure h ：
Step five: checking the section strength and stability according to the extrusion effect of the internal stones on the rod piece;
establish that the structure receives the squeezing action of inside stone horizontal direction outside the horizontal member, the pole setting receives the pressure of horizontal pole transmission and the squeezing action of inside stone horizontal direction, presses curved component design, and member section intensity and stability are according to the following formula calculation:
in the formula: n is the axle center pressure design value in the range of the calculated component; m x The design value of the bending moment at the same section is obtained;
the stability coefficient of an axis compression component in a plane with the action of bending moment; gamma ray x Is the section plasticity development coefficient; beta is a mx Is equivalent bending moment coefficient; a. The n Is the net cross-sectional area of the component; w is a group of n Is the net section modulus of the component; f is the design value of tensile strength, compression strength and bending strength of the steel; n' Ex As the axial compression member stability parameter; a is the cross-sectional area of the bristles of the member; lambda [ alpha ] x Is the slenderness ratio of the member to the principal axis x of the section.
Step six: determining the specification of the diamond-shaped net according to the impact energy E of falling rocks;
when the structure is impacted, the energy consumption is consumed by the deformation of the diamond-shaped net and the friction of the stones in the diamond-shaped net, and the diamond-shaped net resists falling stones with stone grain diameter d smaller than 0.5 m;
energy E dissipated by the mesh e ：
E e ＝0.2E
According to energy consumption of diamond net E e Calculating the impact force F on the diamond net e ：
Bursting force F according to diamond net R Determining the specification of the diamond net:
F R ＝F e
calculating the bearing capacity of a single steel wire in the impact area of the rhombic net:
diamond net bursting force:
F R ＝4(F 1 +F 2 +…+F n )+2F 0
wherein R is the radius of the impacted area of the diamond net, L is the side length of a single mesh of the diamond net, L is the side length of the whole diamond net plate, and L is the length of the whole diamond net plate n A single wire length of diamond-shaped net, b n Is the maximum vertical deformation of a single steel wire of the rhombic net f For failure strain of single steel wire, A is the cross-sectional area of diamond wire mesh max Tensile stress of single steel wire.
The invention has the beneficial effects that:
(1) The rapid assembling scaffold gabion for mountainous road has good energy dissipation and buffering performance, and firstly, the rhombic net plays a role in buffering and dissipating energy under the impact action of falling rocks; secondly, energy is consumed by mutual friction among the filled stones;
(2) The combined structure design is adopted, so that the combined structure is convenient and quick to install, easily obtains local materials, has low cost, has wide market application prospect, and is suitable for popularization and application.
Drawings
FIG. 1 is a flow chart of a design method of a rapid assembling scaffold gabion for mountain roads, provided by the invention;
FIG. 2 is a schematic diagram of the rapid assembling scaffold gabion for mountainous roads in use;
FIG. 3 is an overall schematic view of a rapid assembling scaffold gabion for mountain roads according to the present invention;
FIG. 4 is a partial schematic view of a rapid assembling scaffold gabion for mountain roads according to the present invention;
FIG. 5 is a schematic diagram of arrangement of gabion diagonal braces of the rapid assembling scaffold for mountainous roads;
FIG. 6 is a schematic diagram of a plate buckle node of a scaffold gabion for rapid assembly of mountainous road roads;
FIG. 7 is a top view of a connecting disc of a rapid assembling scaffold gabion for mountainous roads, provided by the invention;
FIG. 8 is a schematic connection diagram of a steel wire rope and a connecting disc of the rapid assembling scaffold gabion for mountainous roads, provided by the invention;
FIG. 9 is a schematic view of connection between a diamond net and a steel wire rope of the rapid assembling scaffold gabion for mountain roads of the present invention;
FIG. 10 is a mark of a design flow formula of a scaffold rod piece of the rapid assembling scaffold gabion for mountainous roads, which relates to a symbol;
FIG. 11 is a mark related to symbols of a rhombic net design flow formula of the scaffold gabion for rapid assembly of highways in mountainous areas;
1-scaffold skeleton; 2-a steel wire rope; 3, shackle breaking; 4-diamond mesh; 5-erecting a rod; 6-connecting disc; 7-horizontal rod; 8-a diagonal rod; 9-rod end snap joint; 10-a bolt; 11-rope clamp; 12-a linking mechanism; 13-iron wire grating net; 14-rhombus passive protective net; 15-sewing the rope.
Detailed Description
For a further understanding of the invention, reference should be made to the following detailed description taken in conjunction with the accompanying drawings and examples. It is to be understood that the examples are illustrative of the invention and not limiting.
Example 1
As shown in fig. 2-9, the rapid assembling scaffold gabion for mountain roads comprises a scaffold framework 1, a steel wire rope 2, a shackle 3 and a diamond-shaped net 4;
the scaffold framework 1 is assembled by a socket type disc buckle type scaffold; the scaffold frame 1 comprises a vertical rod 5, a horizontal rod 7, an inclined rod 8 and a disc buckle node; connecting discs 6 are welded on the vertical rods 5 every 0.5 m; the horizontal rod 7 and the diagonal rod 8 are provided with rod end fastening joints 9; the rod end buckle joint 9 is connected with the connecting disc 6 through a bolt 10 to form a disc buckle node;
two ends of the steel wire ropes 2 are respectively clamped by rope clamps 11 to form a half 8-shaped connecting mechanism 12, the connecting mechanism 12 is connected with corresponding connecting discs 6 through shackles 3, and the steel wire ropes 2 are arranged outside the scaffold framework 1 in a crossed manner;
the diamond-shaped net 4 is connected with the corresponding steel wire rope 2 through a sewing rope 15.
The length of the upright rod 5 of the scaffold frame 1 is set according to a modulus of 0.5 m; the upright posts 5 are connected through a bottom connecting sleeve, the bottom connecting sleeve is a cast steel sleeve or a seamless steel pipe sleeve, the length of the bottom connecting sleeve in the form of the cast steel sleeve is not less than 90mm, and the insertable length of the bottom connecting sleeve is not less than 75mm; the length of the bottom connecting sleeve in the form of a seamless steel pipe sleeve is not less than 160mm, and the insertable length is not less than 110mm.
The length of the horizontal rod 7 is set according to a modulus of 0.3m, the rod end joint 9 is connected with the horizontal rod 7 in a welding mode, and the length of the horizontal rod is 0.6m-1.5m according to the rigidity and the stability of the structure and the particle size of filled broken stones.
Rod end joint 9 passes through bolted connection with down tube 8, and scaffold frame 1 all around the inside first every layer of striding of outer facade all sets up along the direction of height down tube, and support body bottom and top layer all set up along the direction of height down tube to indulge, transversely all set up along the direction of height down tube or adopt the bridging that the fastener steel pipe set up by end to top at 1 inside region every 5 strides of scaffold frame.
The connecting disc 6 is provided with 8 connecting holes, 4 big holes are used for connecting the inclined rods 8, and 4 small holes are used for connecting the horizontal rods 7; the connecting disc 6 is in a regular octagon shape or a circular shape, and the thickness is not less than 10mm.
The bolt 10 is wedge-shaped and the inclination ensures that the wedge-shaped bolt can be self-locked after being wedged into the connecting disc, and the thickness is not less than 8mm.
The ratio H/B of the total height of the scaffold framework 1 to the width of the scaffold body is not more than 3.
The rhombic net 4 adopts a double-layer net, the inner side adopts an iron wire grating net 13, and the outer side is a rhombic passive protective net 14.
As shown in fig. 1, the embodiment provides a method for designing a mountain highway rapid assembling scaffold gabion, which adopts the mountain highway rapid assembling scaffold gabion, and includes the following steps:
the method comprises the following steps: according to geological survey data and the distribution condition of the intercepted target dangerous falling rocks, the impact energy E, the impact speed v, the particle size d of the falling rocks and the protection range are determined;
step two: determining the total length, width and height of the structure;
determining the length L of the structure according to the protection range; determining the width B of the structure according to the width of the road; determining the height H of the structure according to the bounce height of the tail end of the falling rocks;
step three: performing anti-skid and anti-overturning checking calculation according to the external force applied to the structure;
if the interception falls the stone, the impact force that the structure received:
if a retaining side slope, the structure is under the soil pressure of the side slope:
k is the soil pressure coefficient; gamma is the soil gravity; h is the structural height;
according to the application condition of the gabion, the external force is impact force or soil pressure:
F＝F d or F = P
And (3) overturn resistance and skid resistance checking calculation:
in the formula: g is the self weight of the structure; x is the number of 0 The horizontal distance from the gravity center of the structure to the wall toe; x is a radical of a fluorine atom f The horizontal distance from the external force action point to the wall toe; z f The height from the wall toe of the external force action point; f x Component of external force in horizontal direction, F x ＝F·cosθ；F z A component of the external force in the vertical direction, F z ＝F·sinθ；μThe coefficient of static friction between the structure and the ground; theta is an included angle between the external force and the horizontal direction;
step four: determining the lengths and specifications of the vertical rod 5 and the horizontal rod 7; as shown in fig. 10;
determining the length of the upright 5 according to the height H of the structure; determining the length of the longitudinal horizontal rod according to the length L of the structure; determining the length l of the horizontal rod according to the width B and the span number n of the structure h ：
Step five: checking the section strength and stability according to the extrusion effect of the internal stones on the rod piece;
establish that the structure receives the squeezing action of inside stone horizontal direction at the most peripheral horizontal member, pole setting 5 receives the squeezing action of pressure and inside stone horizontal direction of horizontal rod 7 transmission, presses curved component design, and member section intensity and stability are calculated according to the following formula:
in the formula: n is the axle center pressure design value in the calculated component range; m x The design value of the bending moment at the same section is obtained;
the stability coefficient of the axis compression component in the plane for the action of the bending moment; gamma ray x Is the section plasticity development coefficient; beta is a mx Is the equivalent bending moment coefficient; a. The n Is the net cross-sectional area of the component; w n Is a net of structural membersA section modulus; f is the design value of tensile strength, compression strength and bending strength of the steel; n' Ex As the axial compression member stability parameter; a is the cross-sectional area of the bristles of the member; lambda [ alpha ] x Is the slenderness ratio of the member to the principal axis x of the section.
Step six: determining the specification of a diamond-shaped net 4 according to the impact energy E of falling rocks; as shown in FIG. 11;
when the structure is impacted, the energy consumption is consumed by deformation of the diamond-shaped net 4 and friction of the stones in the diamond-shaped net 4, and the diamond-shaped net 4 resists falling stones with stone grain sizes d smaller than 0.5 m;
energy E dissipated by the mesh e ：
E e ＝0.2E
Energy consumption E according to rhombus net 4 e Calculating the impact force F on the diamond net 4 e ：
Top breaking force F according to diamond net 4 R Determining the specification of the diamond-shaped net 4:
F R ＝F e
calculating the bearing capacity of a single steel wire in the impact area of the diamond-shaped net 4:
breaking force of diamond net 4 top:
F R ＝4(F 1 +F 2 +…+F n )+2F 0
wherein R is the radius of the impacted area of the diamond-shaped net 4, and l is the side length of the single mesh of the diamond-shaped net 4L is the length of 4 plates of the whole diamond net n A single wire length of diamond-shaped net 4, b n Is the maximum vertical deformation of single steel wire of the rhombic net 4 f For failure strain of single steel wire, A is the cross-sectional area of 4 steel wires of diamond net, sigma max Is the tensile stress of a single steel wire.
Example 2
The embodiment specifically describes a mountain highway rapid assembling scaffold gabion and a design method by combining a certain collapse rockfall disaster point, and the steps are as follows:
(1) According to geological survey data, obtaining falling rocks of which the interception target of dangerous rock falling rocks is interception impact energy E =100kJ, wherein the particle size d of the rocks is 0.4m-1m;
(2) The width of the structure is B =2.4m, depending on the width of the road. According to the final bounce height of the falling rocks, taking the height of the structure as H =2.5m; according to the protection range, the total length L =40m of the structure is determined.
(3) The structure is configured to intercept an impact force to which the structure is subjected:
the total gravity of the structure:
G＝(m 1 +m 2 )g＝ρgLBH+m 2 g＝3445.3kN
and (3) overturn resistance and skid resistance checking calculation:
and (4) checking and calculating to pass. Wherein m is 1 For filling the mass of stone, m 2 For scaffold mass, m 2 ＝1355kg，ρ＝1456.8kg/m3，B＝2.4m，H＝2.5m，x 0 ＝1.2m，Z f ＝H＝2.5m，F x ＝F d ＝1000kN，F z ＝0，μ＝0.7。
(4) According to the width B =2.4m of the structure, the thickness of the structure is taken to be 4 spans, then the transverse horizontal bar length:
length of longitudinal horizontal rod is taken b =0.6m. The horizontal rod and the diagonal rod adopt steel pipes with the outer diameter D =48mm and the wall thickness of 2.5mm, and the steel material is Q235. According to the height of the structure, the length of the vertical rod is 2.5m, a steel pipe with the outer diameter D =60mm and the wall thickness of 3.2mm is adopted, and the material is Q345.
(5) According to the extrusion effect of the inner stone on the rod piece, the section strength and stability checking calculation is carried out:
because the step pitch of the horizontal rods is small, the vertical rods are restrained by the horizontal rods, and therefore stability checking calculation is not needed.
Carry out cross-sectional strength and stable calculation of checking to the horizon bar, consider the most unfavorable condition, peripheral bottom steel pipe receives inside stone extrusion force the biggest promptly, receives the squeezing action of inside stone and calculates according to passive soil pressure:
σ 0 ＝K p γh 0 ＝2.04×14.3×1.75＝50.05kN/m 2
σ 1 ＝K p γh 1 ＝2.04×14.3×2.25＝64.35kN/m 2
wherein the weight of the stone is gamma =14.3kN/m 3 By taking K as the coefficient of passive earth pressure p ＝2.04。
Tension applied to the horizontal bar:
bending moment M applied to the horizontal rod:
checking the section strength of the horizontal rod:
and (3) stability checking calculation:
wherein
γ＝1.15，β mx ＝1.0，N Ex ＝7.34×10 5 N, f =235Mpa, and the checking calculation is passed.
(6) Determining the specification of the diamond-shaped net according to the impact energy E of falling rocks;
when the structure is impacted, the deformation of the rhombic net and the friction of internal stones are mainly depended to dissipate energy, and the net piece dissipates energy E e ：
E e ＝0.2E＝20kJ
According to energy consumption of diamond net E e Calculating the impact force F on the diamond net e ：
Bursting force F according to diamond net R Determining the specification of the diamond-shaped net;
F R ＝F e ＝200kN
adopting RX075 diamond net, the diameter of the steel wire rope is 8mm, sigma max ＝1770Mpa，A＝50.3mm2，ε f =0.021, mesh size 150mm, total size 2.4m × 2.4m, mesh size of wire grid mesh 50mm. The diamond-shaped net mainly resists falling rocks with the stone grain diameter d smaller than 0.5m, so that the radius of an impact area is R =250mm, and the bursting force of the diamond-shaped net is calculated as follows:
bearing capacity of single steel wire of the rhombic net:
bursting force of diamond net:
F max ＝4(F 1 +F 2 +…+F n )+2F 0 ＝215.84kN＞200kN。
the present invention and its embodiments have been described above schematically, without limitation, and what is shown in the drawings is only one of the embodiments of the present invention, and the actual structure is not limited thereto. Therefore, without departing from the spirit of the present invention, a person of ordinary skill in the art should understand that the present invention shall not be limited to the embodiments and the similar structural modes without creative design.
Claims (1)
1. A design method for quickly assembling scaffold gabions on mountain roads is characterized by comprising the following steps: the rapid assembling scaffold gabion for the mountain roads is adopted, and comprises a scaffold framework (1), a steel wire rope (2), a shackle (3) and a diamond-shaped net (4);
the scaffold frame (1) is assembled by a socket type disc buckle type scaffold; the scaffold framework (1) comprises upright rods (5), horizontal rods (7), inclined rods (8) and coil buckle nodes; connecting discs (6) are welded on the vertical rods (5) every 0.5 m; the horizontal rod (7) and the inclined rod (8) are provided with rod end buckle joints (9); the rod end buckle joint (9) is connected with the connecting disc (6) through a bolt (10) to form a disc buckle node;
two ends of each steel wire rope (2) are respectively clamped by rope clamps (11) to form a half-8-shaped connecting mechanism (12), each connecting mechanism (12) is connected with the corresponding connecting disc (6) through a shackle (3), and the steel wire ropes (2) are arranged on the outer side of the scaffold framework (1) in a crossed mode;
the rhombic net (4) is connected with the corresponding steel wire rope (2) through a sewing rope (15);
and comprises the following steps:
the method comprises the following steps: according to geological survey data and the distribution condition of the intercepted target dangerous falling rocks, the impact energy E, the impact speed v, the particle size d of the falling rocks and the protection range are determined;
step two: determining the total length, width and height of the structure;
determining the length L of the structure according to the protection range; determining the width B of the structure according to the width of the road; determining the height H of the structure according to the bounce height of the tail end of the falling rocks;
step three: performing anti-skid and anti-overturning checking calculation according to the external force applied to the structure;
if the interception falls the stone, the impact force that the structure received:
if a retaining side slope is supported, the structure is under the soil pressure of the side slope:
k is the soil pressure coefficient; gamma is the soil gravity; h is the structural height;
according to the application condition of the gabion, the external force is impact force or soil pressure:
F＝F d or F = P
And (3) overturn resistance and skid resistance checking calculation:
in the formula: g is the self weight of the structure; x is a radical of a fluorine atom 0 The horizontal distance of the structure gravity center from the wall toe; x is the number of f The horizontal distance from the point of action of the external force to the wall toe; z f The height from the wall toe of the external force action point; f x Component of external force in horizontal direction, F x ＝F·cosθ；F z A component of the external force in the vertical direction, F z = F · sin θ; mu is the static friction coefficient of the structure and the ground; theta is an included angle between the external force and the horizontal direction;
step four: determining the lengths and specifications of the vertical rod (5) and the horizontal rod (7);
determining the length of the vertical rod (5) according to the height H of the structure; determining the length of the longitudinal horizontal rod according to the length L of the structure; determining the length l of the horizontal rod according to the width B and the span number n of the structure h ：
Step five: checking the section strength and stability according to the extrusion effect of the internal stones on the rod piece;
establish that structure peripheral horizontal rod piece receives the squeezing action of inside stone horizontal direction outermost, pole setting (5) receive the pressure of horizontal rod (7) transmission and the squeezing action of inside stone horizontal direction, press curved member design, member cross-sectional strength and stability are according to the following formula calculation:
in the formula: n is the axle center pressure design value in the calculated component range; m x The design value of the bending moment at the same section is obtained;
the stability coefficient of an axis compression component in a plane with the action of bending moment; gamma ray x Is the section plasticity development coefficient; beta is a mx Is the equivalent bending moment coefficient; a. The n Is the net cross-sectional area of the component; w n Is the net section modulus of the component; f is the design value of tensile strength, compression strength and bending strength of the steel; n' Ex As the axial compression member stability parameter; a is the cross-sectional area of the bristles of the member; lambda [ alpha ] x The slenderness ratio of the component to the section main axis x;
step six: determining the specification of the diamond-shaped net (4) according to the impact energy E of falling rocks;
when the structure is impacted, the energy consumption is consumed by deformation of the diamond-shaped net (4) and friction of the stones in the diamond-shaped net (4), and the diamond-shaped net (4) resists falling stones with stone grain diameter d smaller than 0.5 m;
energy E dissipated by the mesh e ：
E e ＝0.2E
According to the energy consumption E of the diamond net (4) e Calculating the impact force F on the diamond net (4) e ：
According to the bursting force F of the diamond net (4) R Determining the specification of the diamond-shaped net (4):
F R ＝F e
calculating the bearing capacity of a single steel wire in the impact area of the diamond-shaped net (4):
bursting force of the diamond net (4):
F R ＝4(F 1 +F 2 +…+F n )+2F 0
wherein R is the radius of the impacted area of the diamond-shaped net (4), L is the side length of a single mesh of the diamond-shaped net (4), L is the side length of a plate of the whole diamond-shaped net (4), and L is the length of the plate n Is a diamond-shaped net (4) with a single steel wire length, b n Is the maximum vertical deformation of a single steel wire of the rhombic net (4) ∈ f The failure strain of a single steel wire is represented by A, the cross section area of the steel wire of the diamond-shaped net (4), and sigma max Tensile stress of single steel wire.
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| CN202210238821.3A CN114606875B (en) | 2022-03-11 | 2022-03-11 | Rapid assembling scaffold gabion for mountain highway and design method |
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| DE202015002537U1 (en) * | 2015-04-08 | 2016-07-12 | Gamma Vertriebs GmbH | Gabion with scaffolding |
| JP6775313B2 (en) * | 2016-03-30 | 2020-10-28 | 東亜グラウト工業株式会社 | Flying object protection barrier |
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