CN112681105A - Steel frame concrete combined arch bridge suitable for heavy equipment transportation - Google Patents
Steel frame concrete combined arch bridge suitable for heavy equipment transportation Download PDFInfo
- Publication number
- CN112681105A CN112681105A CN202011565273.2A CN202011565273A CN112681105A CN 112681105 A CN112681105 A CN 112681105A CN 202011565273 A CN202011565273 A CN 202011565273A CN 112681105 A CN112681105 A CN 112681105A
- Authority
- CN
- China
- Prior art keywords
- hollow
- steel frame
- foundation
- layer
- concrete
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 54
- 239000010959 steel Substances 0.000 title claims abstract description 54
- 230000008719 thickening Effects 0.000 claims abstract description 28
- 239000002689 soil Substances 0.000 claims abstract description 18
- 229910045601 alloy Inorganic materials 0.000 claims description 36
- 239000000956 alloy Substances 0.000 claims description 36
- 239000002131 composite material Substances 0.000 claims description 18
- 238000006073 displacement reaction Methods 0.000 claims description 13
- 230000001154 acute effect Effects 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims description 3
- 229910000851 Alloy steel Inorganic materials 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 2
- 238000012544 monitoring process Methods 0.000 description 6
- 239000004576 sand Substances 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 230000008093 supporting effect Effects 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 239000013013 elastic material Substances 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000003139 buffering effect Effects 0.000 description 2
- 238000013016 damping Methods 0.000 description 2
- 238000000354 decomposition reaction Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000003786 synthesis reaction Methods 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000013585 weight reducing agent Substances 0.000 description 1
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a steel frame concrete combined arch bridge suitable for heavy equipment transportation, and belongs to the technical field of arch bridges. The load acting on the bridge floor can be reasonably shared, and the bearing capacity of the arch bridge is improved. The method comprises the following steps: a first base section, a second base section, and a main arch connecting the first base section and the second base section; the first foundation section comprises a plurality of column pile bodies which are arranged in a stratum at equal intervals, a fine sandstone soil layer is compacted between a concrete foundation and the column pile bodies, a steel frame combination is embedded in the concrete foundation, and a first thickening layer and a prefabricated concave layer are sequentially paved on the concrete foundation; the second foundation section comprises a plurality of column pile bodies which are arranged in the stratum at equal intervals, concrete foundations are arranged on the column pile bodies, a plurality of hollow piles are embedded in the concrete foundations according to a set rule, and second thickening layers and prefabricated bent blocks are sequentially laid on the concrete foundations; the main arch comprises a concrete foundation and a curved beam embedded in the concrete foundation, one end of the curved beam is connected to the steel frame combination, and the other end of the curved beam is connected to the hollow pile.
Description
Technical Field
The invention belongs to the technical field of arch bridges, and particularly relates to a steel frame concrete combined arch bridge suitable for heavy equipment transportation.
Background
At present, heavy equipment is particularly large electromechanical equipment, such as: overload devices such as steam turbines and generator sets have great influence on the structure of the bridge when passing through the bridge, and the instantaneous bearing pressure of the bridge is mainly several times or even tens of times higher than that of the common bridge. Over time, the short life of bridges or highways will be unavoidable.
On one hand, the cost of bridge maintenance is greatly increased, and a large amount of manpower and financial resources are consumed no matter flaw detection or manual seam repair; on the other hand, the bridge girder of the prior heavy equipment still adopts a method of temporarily reinforcing and optimizing a reasonable route to reduce the damage of the bridge girder. However, the influence of the instantaneous load cannot be fundamentally solved, and a real-time early warning and monitoring system cannot be formed.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides the steel frame concrete combined arch bridge suitable for heavy equipment transportation, which can reasonably share the load acting on the bridge floor and improve the bearing capacity of the arch bridge.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows: a steel frame concrete composite arch bridge, comprising: a first base section, a second base section, and a main arch connecting the first base section and the second base section; the first foundation section comprises a plurality of column pile bodies which are arranged in a stratum at equal intervals, a fine sandstone soil layer is compacted between a concrete foundation and the column pile bodies, a steel frame combination is embedded in the concrete foundation, and a first thickening layer and a prefabricated concave layer are sequentially paved on the concrete foundation; the second foundation section comprises a plurality of column pile bodies which are arranged in the stratum at equal intervals, concrete foundations are arranged on the column pile bodies, a plurality of hollow piles are embedded in the concrete foundations according to a set rule, and a second thickening layer and prefabricated bent blocks are sequentially paved on the concrete foundations; the main arch comprises a concrete foundation and a curved beam embedded in the concrete foundation, one end of the curved beam is connected to the steel frame assembly, and the other end of the curved beam is connected to the hollow pile.
Furthermore, the depth of the column pile body embedded into the stratum is not less than 6m, an alloy steel plate is arranged between the fine sand rock-soil layer and the column body, and the compressive strength of the fine sand rock-soil layer (2) is not less than 60 MPa.
Furthermore, the steel frame assembly comprises a plurality of hollow alloy rods, soft plugs and springs, the springs are installed in the hollow alloy rods which are vertically arranged, two ends of each spring are respectively fixed on the soft plugs which can slide in the inner cavities of the hollow alloy rods, each soft plug is fixedly connected with one end of one hollow alloy rod which is obliquely arranged, and the other end of each hollow alloy rod which is obliquely arranged is fixedly connected with the hollow alloy rod which is vertically arranged; the hollow alloy rods, the soft plugs and the springs form a plurality of triangular rod shaft structures.
Furthermore, the hollow piles comprise a plurality of hollow large-diameter piles and a plurality of hollow small-diameter piles, the hollow large-diameter piles and the column pile bodies are arranged in a staggered mode, and the centers of the cross sections of the hollow large-diameter piles coincide with the middle points of the intervals between any two column pile bodies; the hollow small-diameter piles and the hollow large-diameter piles are arranged in a staggered mode, one hollow large-diameter pile is extended on the left and right of each hollow small-diameter pile in the length direction of the bridge, the center of the cross section of each hollow small-diameter pile coincides with the middle point of the distance between any two hollow large-diameter piles; the stress peak value of the hollow small-diameter pile is 1.15-1.41 times of the stress peak value of the hollow large-diameter pile.
Further, the steel frame assembly extends and is embedded with a first thickening layer; the prefabricated concave layer and the first thickening layer are in caulking pouring combination; and an anti-seismic support frame is arranged between the prefabricated concave layer and the first thickening layer.
Furthermore, a plurality of resistance strain sensors are buried in the prefabricated concave layer and the second thickening layer, each resistance strain sensor is electrically connected with a single chip microcomputer, and the single chip microcomputer is electrically connected with an infrared emitter; the single chip microcomputer and the infrared transmitter are arranged inside the second thickening layer, the infrared transmitter is in communication connection with the infrared receiver integrated on the LCD stop board, and the LCD stop board is installed on one side of the prefabricated bent block.
Further, each of the resistance strain sensors is numbered according to the direction from the pre-manufactured concave layer to the second thickening layer, and the displacement value measured by the ith resistance strain sensor is biValue of displacement biAnd stopping the heavy equipment transportation when the value is larger than the set threshold value.
Furthermore, the prefabricated bent block comprises narrow channels on two sides and a wide channel in the middle, and the height difference H between the wide channel and the narrow channels on two sides and the highest plane is 1.2-1.5 m.
Furthermore, limiting combinations are arranged on two sides of the narrow channel and the wide channel, each limiting combination comprises handrails and a chain for connecting two adjacent handrails, speed limiting modules are arranged on the narrow channel and the wide channel, four speed limiting modules are arranged on the narrow channel, six speed limiting modules are arranged on the wide channel, the bearing range of the narrow channel is 5-35 t, and the bearing capacity of the wide channel is 70 t.
Further, the speed limit module includes elastic plate, ball recess, spheroid and gear combination, two the elastic plate forms acute angle and two three springs are arranged to the equidistance between the elastic plate, the gear combination has been arranged on elastic plate upper right portion, the spheroid is connected through a hollow alloy pole in the gear combination lower part, the spheroid slides with the ball recess that sets up in elastic plate one end and links to each other, speed limit module speed reduction range be 3 ~ 6 Km/h.
Compared with the prior art, the invention has the following beneficial effects:
(1) the arch bridge is designed in sections, different structural forms are adopted according to the stress characteristics of different areas, and the hollow alloy rods, the hollow large-diameter piles and the hollow small-diameter piles are combined, so that the supporting effect is realized, the pressure relief effect is realized, the stress concentration is avoided, the load acting on the bridge floor can be reasonably shared, and the bearing capacity of the arch bridge is improved;
(2) the invention forms four stable triangular rod shaft structures by the hollow alloy rod, the soft plug and the spring. The triangular structure is stable, and the soft plug and the spring play a role in buffering and damping, and the spring can freely stretch and retract because the soft plug is made of elastic materials; on the other hand, the section of the hollow alloy rod is a hollow ring, and the section area is small, so that the force capable of being borne is large, and when the steel frame combination faces the load from the bridge deck, the load borne by the bridge deck can be transmitted to the steel frame combination; then, the force borne by the steel frame combination is continuously decomposed into the fine sandstone soil layer, so that the stress of the bridge deck and the steel frame combination is reduced, and the steel frame combination has the effect of avoiding stress concentration by utilizing the combination of the elastic materials and the characteristics of triangular force synthesis and decomposition;
(3) according to the invention, the resistance strain sensors are embedded in the prefabricated concave layer and the second thickening layer, and the bridge deck load is monitored in real time by matching with the single chip microcomputer, so that the monitoring is accurate and timely, the overload is avoided, and the safety of the bridge is protected;
(4) according to the invention, different channels are arranged, the bearing range of the arranged narrow channel is 5-35 t, the ultimate bearing capacity of the wide channel is 70t, the bridge deck load is shunted, the damage of the bridge deck load to a bridge is reduced, and the manufacturing cost of the bridge is reduced; on the other hand, the speed reduction range is 3-6 Km/h by matching with the reasonable structure of the speed limiting module, so that the safe passing of the vehicle bodies with different carrying capacities in different regions is ensured.
Drawings
Fig. 1 is a schematic structural diagram of a main body of a steel-frame concrete composite arch bridge suitable for heavy equipment transportation according to an embodiment of the invention;
FIG. 2 is a schematic structural diagram of a prefabricated curved block of a steel-frame concrete composite arch bridge suitable for heavy equipment transportation according to an embodiment of the invention;
FIG. 3 is a partial structural view of a steel frame assembly of a steel frame concrete composite arch bridge suitable for heavy equipment transportation according to an embodiment of the present invention;
fig. 4 is a schematic structural diagram of a speed limiting module of a steel-frame concrete composite arch bridge suitable for heavy equipment transportation according to an embodiment of the invention.
FIG. 5 is a schematic view of a force analysis of a steel frame assembly of a steel frame concrete composite arch bridge suitable for heavy equipment transportation according to an embodiment of the present invention;
FIG. 6 is a schematic diagram of a peak force value of a combination of a large-diameter hollow pile and a small-diameter hollow pile of a steel-frame concrete combined arch bridge suitable for heavy equipment transportation according to an embodiment of the present invention;
wherein, in the figure: 1-column pile body, 2-fine sand rock-soil layer, 3-concrete foundation, 4-steel frame combination, 401-hollow alloy rod, 402-soft plug, 403-spring, 5-curved beam, 6-hollow large-diameter pile, 7-hollow small-diameter pile, 8-first thickening layer, 9-prefabricated concave layer, 10-earthquake-resistant support frame, 11-resistance strain sensor, 12-signal line, 13-single chip microcomputer, 14-infrared transmitter, 15-infrared receiver, 16-LCD station board, 17-second thickening layer, 18-prefabricated curved block, 1801-narrow channel, 1802-wide channel, 19-limit combination, 1901-railing, 1902-lock chain, 20-speed-limiting module, 21-elastic plate, 22-ball groove, 1902-ball groove, 23-sphere, 24-gear combination, A-heavy equipment transportation entry point, B-bridge curve highest point, C-heavy equipment transportation exit point, D-hollow large-diameter pile effective support initial point, E-hollow large-diameter pile effective support terminal point, H-wide channel and narrow channel highest plane height difference, and i-ID number of any resistance strain sensor between the prefabricated concave layer and the second thickening layer.
Detailed Description
The invention is further described below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and the protection scope of the present invention is not limited thereby.
As shown in fig. 1 to 4, a steel frame concrete composite arch bridge includes: a first base section, a second base section, and a main arch connecting the first base section and the second base section; the first foundation section comprises a plurality of column pile bodies 1 which are arranged in a stratum at equal intervals, a fine sandstone soil layer 2 is compacted between a concrete foundation 3 and the column pile bodies 1, a steel frame combination 4 is embedded in the concrete foundation 3, and a first thickening layer 8 and a prefabricated concave layer 9 are sequentially paved on the concrete foundation 3; the second foundation section comprises a plurality of column pile bodies 1 which are arranged in the stratum at equal intervals, a concrete foundation 3 is arranged on each column pile body 1, a plurality of hollow piles are embedded in each concrete foundation 3 according to a set rule, and a second thickening layer 17 and a prefabricated bent block 18 are sequentially paved on each concrete foundation 3; the main arch comprises a concrete foundation 3 and a curved beam 5 embedded in the concrete foundation 3, one end of the curved beam 5 is connected to the steel frame assembly 4, and the other end of the curved beam is connected to the hollow pile.
The depth of the embedded stratum of the pile body 1 is not less than 6m, the fine sandstone soil layer 2 is separated from the columnar body 1 by means of a high-strength alloy plate, and the compressive strength of the fine sandstone soil layer 2 is not less than 60 Mpa; in this embodiment, the depth of the embedded stratum of the column pile body 1 is 6m, the compressive strength of the fine sandstone soil layer 2 is 60Mpa, the depth of the embedded stratum of the column pile body 1 is 6m, the deep foundation bearing capacity is stronger, the compressive strength of the fine sandstone soil layer 2 is 60Mpa, and the open caisson foundation is formed, so that the heavy object can be prevented from being settled by displacement.
The steel frame assembly 4 comprises a plurality of hollow alloy rods 401, soft plugs 402 and springs 403, the springs 403 are installed in the plurality of hollow alloy rods 401 which are vertically arranged, two ends of each spring 403 are respectively fixed on one soft plug 402 which can slide in the inner cavity of the hollow alloy rod 401, each soft plug 402 is fixedly connected with one end of one hollow alloy rod 401 which is obliquely arranged, and the other end of the hollow alloy rod 401 which is obliquely arranged is fixedly connected with the hollow alloy rod 401 which is vertically arranged; the hollow alloy rod 401, the soft plug 402 and the spring 403 constitute a stable four-triangular rod shaft structure. The triangular structure is stable, and the soft plug 402 and the spring 403 play a role in buffering and shock absorption, because the soft plug 402 is made of elastic material, the spring 403 can freely stretch and contract; on the other hand, the section of the hollow alloy rod 401 is a hollow ring, and the section area is small, so that the force which can be borne by the hollow alloy rod is large, and when the steel frame combination 4 faces the load from the bridge deck, the load borne by the bridge deck is transmitted to the steel frame combination 4. Then, the force borne by the steel frame combination 4 is continuously decomposed into the fine sandstone soil layer 2, and the stress of the bridge deck and the steel frame combination is reduced, so that the steel frame combination has the function of avoiding stress concentration by utilizing the combination of the elastic materials and the characteristics of triangular force synthesis and decomposition. As shown in fig. 5, it is a schematic diagram of the stress analysis of the steel frame assembly in this embodiment, because the hollow alloy rods 401, the soft plugs 402 and the springs 403 form a stable four-triangular rod-shaft structure, the stress analysis is as shown in the figure, because the stress of the structurally symmetrical inclined hollow alloy rods 401 is equal to F1, the stress of the hollow alloy rod 401 in the middle vertically downward direction is F2,the action point is on the upper surface of the soft plug 402, F1 and F2 are reduced in value through the damping action of the soft plug 402 and the spring 403, and F1 and F2 are respectively changed in sizeF1、F2, two of themF1 resultant force formsF3, therebyF2、FThe resultant force of 3 is transmitted to the fine sand rock-soil layer 2.
The hollow piles comprise a plurality of hollow large-diameter piles 6 and a plurality of hollow small-diameter piles 7, the hollow large-diameter piles 6 and the column pile bodies 1 are arranged in a staggered mode, and the center of the cross section of each hollow large-diameter pile 6 coincides with the middle point of the distance between any two column pile bodies 1; the hollow small-diameter piles 7 and the hollow large-diameter piles 6 are arranged in a staggered mode, and in the length direction of the bridge, one hollow large-diameter pile (6) extends from the left side to the right side of the hollow small-diameter pile 7 (as shown in figure 1, one hollow large-diameter pile 6 extends from the left side to the right side of the hollow small-diameter pile 7), the center of the cross section of the hollow small-diameter pile 7 coincides with the middle point of the distance between any two hollow large-diameter piles 6; the stress peak value of the hollow small-diameter pile 7 is 1.15-1.41 times of the stress peak value of the hollow large-diameter pile 6; according to the force balance characteristic, the stress peak value of the hollow small-diameter pile 7 is staggered with the stress peak value of the hollow large-diameter pile 6, so that the stress superposition of the hollow small-diameter pile and the hollow large-diameter pile is avoided. The hollow pile bearing load capacity is more strengthened, and the advantage of adopting major diameter stake cooperation minor diameter stake avoids stress peak value stack, because the regional power of bearing of prefabricated bent block is too big to be higher than anterior steelframe combination section far away, consequently adopts major diameter stake cooperation minor diameter stake, as shown in figure 6, is the major diameter hollow pile of this embodiment and minor diameter hollow pile combination stress peak value sketch map. In this embodiment, the steel structures in the first foundation section and the second foundation section are different because the slope change of the left side is small and the buffer length is large; the right side has an up-and-down slope and short length; when the vehicle runs from the right side, the right side is stressed greatly, the left side is long, and the stress conditions tend to be uniform.
The curved beam 5 is an I-shaped steel curved beam, one end of the I-shaped steel curved beam is connected with the boundary of the steel frame combination 4, and the other end of the I-shaped steel curved beam is fixed on the left side of the hollow large-diameter pile 6.
The steel frame combination 4 extends and is embedded with a first thickening layer 8; the prefabricated concave layer 9 and the first thickening layer 8 are in caulking pouring combination; an anti-seismic support frame 10 is arranged between the prefabricated concave layer 9 and the first thickening layer 8, so that the overall structural strength and the anti-seismic capacity of the bridge can be improved.
A plurality of resistance strain sensors 11 are embedded in the prefabricated concave layer 9 and the second thickening layer 17 close to the upper surface, each resistance strain sensor 11 is electrically connected with a single chip microcomputer 13 through a signal wire 12, the single chip microcomputer 13 is electrically connected with an infrared emitter 14, and the resistance strain sensors 11 form a peripheral circuit of the single chip microcomputer 13; the single chip microcomputer 13 and the infrared transmitter 14 are arranged inside the upper surface of the second thickening layer 17, the infrared transmitter 14 is in communication connection with the infrared receiver 15 integrated on the LCD stop board 16, and the LCD stop board 16 is installed on one side of the inner edge of the prefabricated bent block 18 on the right side.
Each of the resistance strain sensors 11 is numbered in the direction from the pre-manufactured concave layer 9 to the second thickening layer 17, and the displacement value measured by the i-th resistance strain sensor 11 is biValue of displacement biStop the transportation of heavy equipment when being greater than the settlement threshold value, specifically do: setting heavy equipment to start counting from a point A through a prefabricated concave layer 9 to contact a first resistance strain sensor 11, sequentially passing through a point B until the last resistance strain sensor 11 at the tail part of a second thickening layer 17 at a point C, setting the ID number of any one resistance strain sensor 11 between the prefabricated concave layer 9 and the second thickening layer 17 to be i and the measured displacement value at the ID number to be BiSetting the displacement value to biIs 12mm and beyond this value the transport of the heavy equipment is stopped, the deformation of the upper surface of the final pre-manufactured concave 9, right thickening 17 layer being the array a0：
A0＝[b1 b2....bi]
The precast curved block 18 comprises narrow channels 1801 which are stacked left and right and are arranged in a stacked mode and a wide channel 1802 which is located in the middle, the height difference H between the wide channel 1802 and the highest plane of the narrow channels 1801 on the two sides is 1.2-1.5 m, stress peak values are staggered, and traveling influence is avoided.
Limiting combinations 19 are arranged on two sides of the narrow channel 1801 and the wide channel 1802, each limiting combination 19 comprises a railing 1901 and a chain 1902 connected with two adjacent railings 1901, speed-limiting modules 20 are arranged on the narrow channel 1801 and the wide channel 1802, four speed-limiting modules 20 are arranged on the narrow channel 1801, six speed-limiting modules 20 are arranged on the wide channel 1802, the bearing range of the narrow channel 1801 is 5-35 t, and the bearing capacity of the wide channel 1802 is 70 t.
The speed limiting module 20 comprises elastic plates 21, ball grooves 22, a ball body 23 and a gear combination 24, the two elastic plates 21 form an acute angle, three springs 403 are arranged between the two elastic plates 21 in a non-equidistant mode, the gear combination 24 is arranged on the upper right portion of the elastic plates 21, the lower portion of the gear combination 24 is connected with the ball body 23 through a hollow alloy rod, the ball body 23 is connected with the ball grooves 22 arranged at one ends of the elastic plates 21 in a sliding mode, the speed reducing range of the speed limiting module 20 is 3-6 Km/h, the phenomenon that a large heavy-duty vehicle is too fast in downhill speed and deviates is avoided, overturning and the like. When the heavy-duty vehicle passes through the triangular tip part at the tip end of the speed-limiting module 20, the two front springs 403 start to be compressed and continue to move forward, the third spring 403 is slowly compressed, and the gear combination 24 gradually accelerates and rotates. The larger friction force of the frame is that on one hand, the supporting resistance of the vehicle is increased due to the upward supporting force of the three springs 403, and the friction force borne by the vehicle is increased due to the direct proportion relationship between the friction force and the supporting resistance; after the vehicle passes through, the gear is reversed, and the spring 403 is gradually extended and restored to the original state.
This embodiment structural design is reasonable, and the principle is simple, real-time supervision, safety and stability.
The working principle of the embodiment is as follows:
taking a steam turbine truck with the total weight of 50t as an example, assuming that the speed of passing through the point B is 75Km/h, the bridge passing steps are as follows:
preparation work. The total weight of the lorry continuous steam turbine is accurately verified, and the stability of data transmission of the single chip microcomputer, the resistance strain sensor, the signal line, the infrared transmitter, the infrared receiver and the LCD station board is further checked;
and monitoring in real time. The truck passes through the AB section, the maximum deformation data and the related ID number in the LCD station board are observed in real time, if the deformation exceeds 12mm, corresponding measures are taken at the moment, and the truck is transported in batches or a prefabricated concave layer at the ID number position is reinforced;
and thirdly, selecting channels in a subarea and safely driving. And if the point B is successfully passed through, performing real-time monitoring operation in the step II. At the same time, a passage suitable for the weight is selected. Because the total weight is 50t, the wide channel situation is selected, and the speed of the final load wagon passing through the C point is 39-57 Km/h by virtue of the deceleration effect of the 6 speed limit modules. If the displacement exceeds 12mm, the truck is driven to the position near the limit combination, and further processing schemes such as hoisting and weight reduction are carried out;
fourthly, data recording and timely maintenance are carried out. And recording the ID number close to 12mm when the load-carrying truck passes through the bridge, timely recording deformation data, and timely reinforcing or repairing the corresponding position.
The main beneficial effects brought by the embodiment are as follows:
the whole structure is reasonable in stress design; the depth of the column pile body embedded into the stratum is 6m, the deep foundation bearing capacity is stronger, the compressive strength of the fine sand rock-soil layer is 60MPa, and the fine sand rock-soil layer forms a sunk well foundation, so that the heavy object can be prevented from displacement settlement; the steel frame combination consists of 12 hollow alloy rods, soft plugs and springs, and four stable triangular rod shaft structures are formed inside the steel frame combination; the hollow large-diameter piles and the column pile bodies are arranged in a staggered mode, the centers of the cross sections of the hollow large-diameter piles coincide with the middle points of the intervals between any two column pile bodies, the hollow small-diameter piles and the hollow large-diameter piles are arranged in a staggered mode, D, E points of the hollow large-diameter piles are arranged on the left side and the right side of each hollow small-diameter pile in the extending mode, the centers of the cross sections of the hollow small-diameter piles coincide with the middle points of the intervals between any two hollow large-diameter piles, and the stress peak value of each hollow small-diameter pile is 1.15-1.41 times that of the stress peak value of each. The design is strictly calculated, so that the reasonability of the integral stress of the bridge is ensured;
the monitoring is accurate and timely; the prefabricated concave layer is close to the inner part of the upper surface, a resistance strain sensor is embedded in the prefabricated concave layer and extends to the rightmost part of the right thickening layer, the single chip microcomputer is connected with an infrared transmitter, the infrared transmitter is connected with an infrared receiver integrated on the LCD station board, and real-time monitoring of bridge displacement is carried out by means of data real-time indication of the LCD station board;
safety; by means of the array calculation method, if the displacement value of the bridge body exceeds 12mm, the heavy equipment is stopped from being transported, so that overload is avoided;
the limitation of the subareas is reasonable; the load bearing range of the narrow channel is 5-35 t, and the limit load bearing capacity of the wide channel is 70 t; on the other hand, the speed limiting module is reasonable in structure, so that the speed reducing range is 3-6 Km/h, and the safe passing of the vehicle bodies with different carrying capacities in different regions is guaranteed.
The unloading capacity is strong; in the embodiment, the hollow alloy rod, the hollow large-diameter pile and the hollow small-diameter pile are combined, so that the supporting effect is realized, and the pressure relief effect is realized to avoid stress concentration.
The above description is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, several modifications and variations can be made without departing from the technical principle of the present invention, and these modifications and variations should also be regarded as the protection scope of the present invention.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011565273.2A CN112681105B (en) | 2020-12-25 | 2020-12-25 | Steel frame concrete combined arch bridge suitable for heavy equipment transportation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011565273.2A CN112681105B (en) | 2020-12-25 | 2020-12-25 | Steel frame concrete combined arch bridge suitable for heavy equipment transportation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112681105A true CN112681105A (en) | 2021-04-20 |
| CN112681105B CN112681105B (en) | 2021-12-14 |
Family
ID=75453353
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011565273.2A Active CN112681105B (en) | 2020-12-25 | 2020-12-25 | Steel frame concrete combined arch bridge suitable for heavy equipment transportation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112681105B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000328519A (en) * | 1999-05-20 | 2000-11-28 | Taisei Corp | Arch bridge foundation structure |
| JP2003213619A (en) * | 2002-01-23 | 2003-07-30 | Mitsubishi Heavy Ind Ltd | Foundation superstructure integral bridge |
| CN201933395U (en) * | 2011-02-25 | 2011-08-17 | 大连市市政设计院有限责任公司 | Beam-arch combined bridge of bridge deck system without middle beams |
| CN110205914A (en) * | 2019-06-10 | 2019-09-06 | 上海勘测设计研究院有限公司 | A kind of anti-selection structure for arch bridge base |
-
2020
- 2020-12-25 CN CN202011565273.2A patent/CN112681105B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000328519A (en) * | 1999-05-20 | 2000-11-28 | Taisei Corp | Arch bridge foundation structure |
| JP2003213619A (en) * | 2002-01-23 | 2003-07-30 | Mitsubishi Heavy Ind Ltd | Foundation superstructure integral bridge |
| CN201933395U (en) * | 2011-02-25 | 2011-08-17 | 大连市市政设计院有限责任公司 | Beam-arch combined bridge of bridge deck system without middle beams |
| CN110205914A (en) * | 2019-06-10 | 2019-09-06 | 上海勘测设计研究院有限公司 | A kind of anti-selection structure for arch bridge base |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112681105B (en) | 2021-12-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105951537B (en) | A kind of medium-and low-speed maglev is low to put circuit rib post distributing track switch foundation structure | |
| CN102808382A (en) | Method for constructing arch bridge in V-shaped valley without tower | |
| CN103821071B (en) | Paraplain area weak foundation soil height embankment assembling process for constructing and device | |
| CN110243703B (en) | High-energy-level multi-attack-angle pendulum impact test bed of shed tunnel structure and experimental method thereof | |
| CN100528731C (en) | Wharf crane and construction method | |
| CN103774543B (en) | A kind of deck type rope arch combination bridge | |
| CN106012872A (en) | Non-back cable cable-stayed reinforcement system and construction method of continuous rigid frame bridge | |
| CN101368370B (en) | Wind-proof temporary rest pier and wind-proof method for large span stayed-cable bridge cantilever construction | |
| CN110656570A (en) | A telescopic pedestrian bridge, construction device and construction method | |
| CN206635599U (en) | A kind of road surface for caving in road, which is speedily carried out rescue work, fixes device | |
| CN112681105B (en) | Steel frame concrete combined arch bridge suitable for heavy equipment transportation | |
| CN111560837A (en) | Lifting type river-crossing bridge structure and using method thereof | |
| CN111622261A (en) | Box retaining wall of pile foundation | |
| CN203716044U (en) | Low bearing or middle bearing cable arch combined structural bridge | |
| CN210151698U (en) | Vibroflotation gravel pile composite foundation detection device | |
| CN106498976A (en) | A kind of inter-city passenger rail underpass of freeways open-cut group pushes up support and change method | |
| CN112144401B (en) | Bridge girder erection machine over-span method based on curve track and large longitudinal slope environment | |
| CN112921835B (en) | A device for improving the anti-overturning capacity of single-column pier bridges under extreme loads | |
| CN205711575U (en) | A kind of half span type for CRTS III plate-type non-fragment orbit repairs structure | |
| CN212641182U (en) | Overturn-preventing reinforcing device for single-column pier viaduct | |
| CN109653234B (en) | Super tough concrete bridge shock absorber system | |
| CN115573403A (en) | Rapid bearing capacity detection equipment for tubular pile with pile plate type structure and test method thereof | |
| CN109592569B (en) | River lifting machine for hoisting and loading large-span steel pipe arch sections | |
| CN203716045U (en) | Deck type cable-arch combined structure bridge | |
| Ji et al. | Runyang suspension bridge over the Yangtze River |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |