CN213772892U - Semi-penetrating type steel truss bridge - Google Patents
Semi-penetrating type steel truss bridge Download PDFInfo
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- CN213772892U CN213772892U CN202022557434.5U CN202022557434U CN213772892U CN 213772892 U CN213772892 U CN 213772892U CN 202022557434 U CN202022557434 U CN 202022557434U CN 213772892 U CN213772892 U CN 213772892U
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- 229910000851 Alloy steel Inorganic materials 0.000 description 1
- 229910000954 Medium-carbon steel Inorganic materials 0.000 description 1
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- 238000007906 compression Methods 0.000 description 1
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Abstract
The utility model discloses a semi-through steel truss girder bridge, which comprises a first middle chord, a second middle chord and a third middle chord which are arranged in parallel on the same horizontal plane, wherein the first middle chord, the second middle chord and the third middle chord are connected through a plurality of crossbeams, and a bridge deck is laid above the first middle chord, the second middle chord and the third middle chord; a group of upper chords are respectively arranged right above the first middle chord and the third middle chord, and each group of upper chords comprises two linear first upper chord units and a concave-concave arc-shaped second upper chord unit; two ends of the second upper chord unit above the first middle chord are respectively connected with two ends of the first middle chord through a first upper chord unit; two ends of the second upper chord unit above the third middle chord are respectively connected with two ends of the third middle chord through a first upper chord unit; and a lower chord with a concave arc shape is arranged right below the second middle chord, and two ends of the lower chord are respectively connected with two ends of the second middle chord.
Description
Technical Field
The utility model belongs to the technical field of the bridge construction, especially, relate to a half wear formula steel truss bridge.
Background
The steel pipe concrete combined truss girder bridge in the steel-concrete combined truss girder bridge is a novel bridge which converts bending moment into rod axial force, the bearing capacity of the bridge type is often determined by an upper chord member and a lower chord member, the bearing capacity is vital to the spanning capacity of the bridge type, and the popularization and the application of the steel pipe concrete combined truss girder bridge are influenced.
The steel pipe concrete composite girder bridge is generally divided into a deck-type girder bridge and a deck-type girder bridge according to the position of a deck system. The combined truss girder bridge with the bridge deck system positioned at the upper part of the main truss is generally called a deck type truss girder bridge, the deck type steel truss girder bridge has good economy, but the requirement of clearance below the bridge needs to be fully considered in the design, and particularly for a line-crossing bridge of an upper-crossing railway or a highway, the deck type truss girder bridge is limited by the clearance below the bridge, so that the deck type steel truss girder bridge is limited in popularization and application and cannot fully exert the bearing capacity. The combined truss girder bridge with the bridge deck system positioned at the lower part of the main trusses is generally called as a lower-supported truss girder bridge, the bridge deck system of the lower-supported steel truss girder bridge is positioned between the main trusses and is not limited by clearance below the bridge, and the mechanical properties of the steel truss girder bridge can be fully exerted, but the lower-supported steel truss girder bridge is required by the clearance of the bridge deck, and compared with the equal-span upper-supported steel truss girder bridge, the bridge has the advantages of large truss height, larger space between the main trusses and poorer economy.
SUMMERY OF THE UTILITY MODEL
To the problem that exists among the prior art, the utility model provides a half wear formula steel truss bridge, its aim at solves above-mentioned technical problem.
In order to solve the technical problem, the utility model discloses a following technical scheme realizes:
a semi-penetrating type steel truss girder bridge comprises a first middle chord, a second middle chord and a third middle chord which are sequentially opposite to each other along the length direction of the bridge and arranged on the same horizontal plane in parallel, wherein the first middle chord, the second middle chord and the third middle chord are connected through a plurality of cross beams, and bridge decks are laid above the first middle chord, the second middle chord and the third middle chord; a group of upper chords are respectively arranged right above the first middle chord and the third middle chord, and each group of upper chords comprises two linear first upper chord units and a concave-arc-shaped second upper chord unit; two ends of the second upper chord unit above the first middle chord are respectively connected with two ends of the first middle chord through a first upper chord unit, and a plurality of upper web members are uniformly distributed and connected between the first middle chord and the second upper chord unit above the first middle chord; two ends of the second upper chord unit above the third middle chord are respectively connected with two ends of the third middle chord through a first upper chord unit, and a plurality of upper web members are uniformly distributed and connected between the third middle chord and the second upper chord unit above the third middle chord; a lower chord with a concave arc shape is arranged right below the second middle chord, two ends of the lower chord are respectively connected with two ends of the second middle chord, and a plurality of lower web members are uniformly distributed and connected between the second middle chord and the lower chord; lower parallel links are connected between two adjacent lower web members and between the upper web member and the lower web member.
Further, the included angle between the first middle chord and the first upper chord unit connected with the two ends of the first middle chord is 30-60 degrees, and the included angle between the third middle chord and the first upper chord unit connected with the two ends of the third middle chord is 30-60 degrees.
Furthermore, one ends of the first middle chord, the second middle chord and the third middle chord are connected through a cross beam, and the other ends of the first middle chord, the second middle chord and the third middle chord are also connected through a cross beam; the first middle chord member is connected with the cross beam arranged through a plurality of uniform distribution in the second, the second middle chord member is connected with the cross beam arranged through a plurality of uniform distribution in the third middle chord member, and the first middle chord member is connected with the cross beam arranged through a plurality of uniform distribution in the second middle chord member, and the second middle chord member is connected with the third middle chord member in a one-to-one correspondence manner.
Furthermore, the bridge deck comprises a plurality of bridge deck units, one bridge deck unit is arranged between two adjacent cross beams along the bridge length direction, wet joints are arranged between the two adjacent bridge deck units, and each wet joint is located on the cross beam.
Furthermore, each cross beam is provided with a plurality of shear nails.
Further, every is gone up the web member and is vertical setting, just the lower extreme of every last web member between first middle chord member and the second upper chord member unit above it corresponds and is connected in every crossbeam with the intersection point department of first middle chord member, the lower extreme of every last web member between third middle chord member and the second upper chord member unit above it is connected in every crossbeam with the intersection point department of third middle chord member.
Further, every web member is vertical setting down, and the upper end of every web member is connected correspondingly every crossbeam with the nodical department of chord member in the second.
Furthermore, one end of a lower parallel connection between two adjacent lower web members is connected to the upper end of one lower web member, and the other end of the lower parallel connection is connected to the lower end of the other lower web member; one end of a lower parallel connection between the upper web member and the lower web member is connected to the intersection point of the upper web member and the first middle chord member and the third middle chord member, and the other end of the lower parallel connection between the upper web member and the lower web member is connected to the intersection point of the lower web member and the lower chord member.
Furthermore, the two ends of the first middle chord, the second middle chord and the third middle chord are respectively arranged on the bridge abutment, and expansion joints are arranged between the two ends of the bridge deck and the corresponding bridge abutment.
Furthermore, the upper chord adopts circular steel tube concrete, the first middle chord, the second middle chord and the third middle chord adopt rectangular hollow steel tubes, the lower chord adopts circular hollow steel tubes, and the bridge deck adopts a precast concrete bridge deck.
Compared with the prior art, the utility model discloses following beneficial effect has at least: the utility model provides a semi-through steel truss bridge, which is a bridge structure form that the bridge deck system is positioned between the main trusses and is not provided with the upper flat connection, not only can exert the advantage of good economy of the upper-supporting steel truss bridge, but also can exert the advantage of unlimited clearance under the lower-supporting steel truss bridge, the traditional steel truss bridge generally adopts the lower-supporting steel truss bridge when the clearance under the bridge is limited, the lower-supporting steel truss bridge is provided with the upper flat connection, in order to ensure the vehicle on the bridge to pass, the bridge deck clearance can be limited by the truss height, the semi-through steel truss bridge of the utility model cancels the upper flat connection, the bridge deck clearance is unlimited, can reduce the truss height, fully exert the bearing capacity, the truss height can not be influenced by the bridge deck, can fully exert the mechanical property of each member of the bridge, greatly saves steel and lightens the clearance under the premise of ensuring the bridge safety, improves the material utilization ratio, the economy is good. The upper chord member is mainly pressed, concrete is poured into the pipe to form a steel pipe concrete structure, and the steel pipe plays a role in hooping the concrete in the pipe to improve the bearing capacity of the rod member. The utility model discloses thereby cancelled horizontal, vertical hookup system for traditional girder bridge and practiced thrift field work volume greatly, the simple structure, the atress are clear and definite, and the field secondary is assembled work volume for a short time.
The utility model provides a semi-through steel truss bridge is mainly bent and sheared under the action of dead weight and external load, and the truss bridge type can ingeniously convert bending moment into rod axial force, particularly, the lower chord adopts a round hollow steel pipe to resist tensile force; the upper chord adopts circular steel tube concrete to resist pressure; the middle chord member forms a beam lattice with the cross beam by adopting rectangular hollow steel pipes to support the bridge deck, and simultaneously plays a stiffening role, so that the stress of the upper chord member and the lower chord member can be assisted, and the force can be smoothly transmitted to the support under the action of automobile load; the cross beam and the lower flat joint play a role in transverse force transmission, and simultaneously improve the torsional rigidity of the bridge, wherein the cross beam at the end part of the middle chord member is larger in size so as to play a role of a bridge frame, so that the lateral stability of the bridge can be ensured; the upper web member and the lower web member mainly play a role in force transmission and shearing resistance. In conclusion, the semi-penetrating type steel truss girder bridge is reasonable in stress, high in bearing capacity, high in spanning capacity and attractive in appearance. Through a large number of calculation and analysis, the novel bridge has the advantages of sufficient strength, rigidity and stability, superior structural performance, high bearing capacity, strong crossing capability, good economy, high construction speed, flexible construction method, attractive appearance and long service life, is beneficial to popularization and application, and can effectively promote the application and development of the steel-concrete composite structure.
The utility model discloses a half wearing formula steel truss bridge construction method is nimble, can the fast, strong adaptability's of full play this bridge construction speed characteristics. For medium and small span bridges, under the conditions of sufficient transportation conditions and surplus construction sites, such as urban bridges with strict requirements on construction period, the steel main girders can be constructed and formed in a factory at one time, the steel main girders are hoisted in place at one time by adopting a crawler crane or a crane, of course, the frame formed by the lower web member, the middle chord member, the lower parallel connection, the end beam and the middle beam can be hoisted in place, then the upper chord member and the upper web member are hoisted according to the construction condition, after the construction of the main truss is finished, the site construction only needs to lay the precast bridge deck, the cast-in-place concrete wet joint, the construction of bridge auxiliary facilities and the like, the bridge deck adopts the precast concrete bridge deck, the transverse prestressed reinforcement can be tensioned according to the bridge width, only the concrete wet joint is cast in situ at the shear nail, the construction method has the advantages of extremely high construction speed, greatly reduced engineering quantity, shortened construction period, and sufficient guarantee of construction quality because the main steel trusses are all prefabricated in factories. For medium and small span bridges, under the conditions of better transportation conditions and limited construction sites, such as rural bridges with limited sites, temporary supports can be arranged and temporary supports can be installed on the construction site, the steel main girders are prefabricated in sections in a factory and are respectively hoisted in place, the sections are connected in a welding mode on the site, prefabricated bridge decks are constructed after the main girders are formed, and of course, if the construction site is redundant, the construction site can be also arranged on the site, and all the members are welded into proper sections in the construction site. For medium and small span bridges, under the condition that the transportation condition is extremely limited, such as bridges in remote mountainous areas, a zero-integrating mode is adopted, all main truss rod pieces are only processed in a factory and transported to a construction site in batches, if the construction site is limited, the lower part can be constructed by full-space supports, the upper main trusses are assembled and formed in a loose assembly mode, and if the construction site is redundant, a prefabricating site can be arranged to process all the main truss rod pieces into steel truss sections. For special conditions such as spanning large rivers, a floating crane construction method or a pushing construction method can be adopted. The concrete construction method can be determined according to actual conditions, and the advantages of high construction speed and good economical efficiency of the bridge are fully exerted.
In order to make the aforementioned and other objects, features and advantages of the present invention comprehensible, preferred embodiments accompanied with figures are described in detail below.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
Fig. 1 is a schematic perspective view of a semi-through steel truss bridge of the present invention;
fig. 2 is a schematic view of the vertical arrangement of the semi-through steel truss bridge of the present invention;
fig. 3 is a schematic plan view of the semi-through steel truss bridge of the present invention;
FIG. 4 is a schematic view of the cross-sectional structure A-A in FIG. 2;
FIG. 5 is a schematic view of a cross-sectional view B-B in FIG. 2;
FIG. 6 is a schematic view of the arrangement of the main truss members in elevation;
FIG. 7 is a schematic cross-sectional view of the main truss member;
FIG. 8 is a schematic plan view of a main truss shear nail;
FIG. 9 is a schematic view of the arrangement in elevation of an abutment;
FIG. 10 is a schematic block diagram of a deck slab;
FIG. 11 is a schematic plan view of a deck slab;
fig. 12 is a schematic plan view of the reinforcement of the bridge deck.
In the figure: 1-a first middle chord; 2-a second middle chord; 3-a third middle chord; 4-upper chord; 401 — a first top chord unit; 402-a second top chord unit; 5-a cross beam; 6-upper web member; 7-lower chord; 8-lower web member; 9-a bridge deck; 901-bridge deck unit; 10-lower parallel connection; 11-wet seams; 12-shear pins; 13-abutment; 14-expansion joint.
Detailed Description
To make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and obviously, the described embodiments are some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
As a specific embodiment of the present invention, as shown in fig. 1, fig. 2, fig. 4, fig. 5, fig. 6, fig. 7, fig. 8 and fig. 10, a semi-through steel truss bridge includes a first middle chord 1, a second middle chord 2 and a third middle chord 3, which are arranged on the same horizontal plane along the bridge length direction in sequence just opposite to and in parallel, wherein the first middle chord 1, the second middle chord 2 and the third middle chord 3 are connected through a plurality of cross beams 5, and each cross beam 5 is provided with a plurality of shear nails 12.
In the embodiment, one ends of the first middle chord 1, the second middle chord 2 and the third middle chord 3 are welded and connected through a cross beam 5, and the other ends are also welded and connected through a cross beam 5; the first middle chord 1 and the second middle chord 2 are connected through welding of a plurality of uniformly distributed cross beams 5, the second middle chord 2 and the third middle chord 3 are connected through welding of a plurality of uniformly distributed cross beams 5, and the cross beams 5 between the first middle chord 1 and the second middle chord 2 and the cross beams 5 between the second middle chord 2 and the third middle chord 3 are in one-to-one correspondence. In the present embodiment, 9 cross members 5 are connected between the first middle chord 1 and the second middle chord 2 and between the second middle chord 2 and the third middle chord 3, respectively. The cross beams 5 at the ends of the first middle chord 1, the second middle chord 2 and the third middle chord 3 are called end cross beams, the cross beams 5 between the first middle chord 1 and the second middle chord 2 and between the second middle chord 2 and the third middle chord 3 are called middle cross beams, preferably, the width dimension of the end cross beams is larger than that of the middle cross beams, the size of the end cross beams is set to be larger so as to play a role of a bridge portal frame, and the lateral stability of the bridge type can be ensured.
As shown in fig. 1, 2, 8, 10 and 11, a bridge deck 9 is laid above the first, second and third middle chords 1, 2 and 3. The bridge deck 9 comprises a plurality of bridge deck units 901, one bridge deck unit 901 is arranged between two adjacent cross beams 5 along the bridge length direction, wet joints 11 are arranged between the two adjacent bridge deck units 901, and each wet joint 11 is positioned on the cross beam 5. In this embodiment, the bridge deck 9 is a precast concrete bridge deck.
A group of upper chords 4 are respectively arranged right above the first middle chord 1 and the third middle chord 3, and each group of upper chords 4 comprises two linear first upper chord units 401 and a concave arc-shaped second upper chord unit 402. The two ends of the second upper chord unit 402 above the first middle chord 1 are respectively connected with the two ends of the first middle chord 1 through a first upper chord unit 401, preferably, the included angle between the first middle chord 1 and the first upper chord unit 401 connected with the two ends of the first middle chord 1 is 30-60 degrees, and a plurality of upper web members 6 are uniformly connected between the first middle chord 1 and the second upper chord unit 402 above the first middle chord 1, in this embodiment, 9 upper web members 6 are connected between the first middle chord 1 and the second upper chord unit 402 above the first middle chord 1. Each upper web member 6 is vertically arranged, and the lower end of each upper web member 6 between the first middle chord 1 and the second upper chord unit 402 above the first middle chord 1 is correspondingly connected to the intersection point of each cross beam 5 and the first middle chord 1.
Both ends of the second upper chord unit 402 above the third middle chord 3 are respectively connected with both ends of the third middle chord 3 through a first upper chord unit 401, preferably, an included angle between the third middle chord 3 and the first upper chord unit 401 connected with both ends thereof is between 30 ° and 60 °, and a plurality of upper webs 6 are uniformly connected between the third middle chord 3 and the second upper chord unit 402 above the third middle chord 3, in this embodiment, 9 upper webs 6 are connected between the third middle chord 3 and the second upper chord unit 402 above the third middle chord 3. Each upper web member 6 is vertically arranged, and the lower end of each upper web member 6 between the third middle chord 3 and the second upper chord unit 402 above the third middle chord is connected to the intersection point of each cross beam 5 and the third middle chord 3.
Be provided with the circular-arc lower chord 7 of a recessed circular-arc in the second under chord 2, the both ends of lower chord 7 are connected with the both ends of chord 2 in the second respectively, and the equipartition is connected with a plurality of web members 8 down between chord 2 and the lower chord 7 in the second, in this embodiment, be connected with 9 web members 8 down between chord 2 and the lower chord 7 in the second, it is preferred, every web member 8 is vertical setting, and the upper end correspondence of every web member 8 is connected in the nodical department of chord 2 in every crossbeam 5 and the second.
Lower horizontal joints 10 are connected between two adjacent lower web members 8 and between the upper web member 6 and the lower web member 8, preferably, one end of the lower horizontal joint 10 between two adjacent lower web members 8 is connected to the upper end of one lower web member 8, and the other end is connected to the lower end of the other lower web member 8; one end of a lower flat joint 10 between the upper web member 6 and the lower web member 8 is connected to the intersection of the upper web member 6 and the first and third middle chords 1 and 3, and the other end is connected to the intersection of the lower web member 8 and the lower chord 7.
As shown in fig. 2, fig. 3 and fig. 9, two ends of the first middle chord 1, the second middle chord 2 and the third middle chord 3 are respectively disposed on the bridge abutment 13, and an expansion joint 14 is disposed between the two ends of the bridge deck 9 and the corresponding bridge abutment 13.
The utility model discloses a main truss structure is formed by the assembly of prefabricated truss segment, adopts welded connection between each truss segment, and the truss adopts Q345 low alloy steel.
Specifically, in the above embodiment, the cross section of the upper chord 4 is circular, the outer diameter is 250mm, and the wall thickness is 20 mm; the cross section of the lower chord 7 is circular, the outer diameter is 450mm, and the wall thickness is 40 mm; the cross sections of the first middle chord 1, the second middle chord 2 and the third middle chord 3 are rectangular, the length of the cross section is 300mm, the width of the cross section is 300mm, and the wall thickness of the cross section is 20 mm; the upper web member 6 and the lower web member 8 are both straight cylindrical tubes, the outer diameter of the upper web member 6 is 250mm, the wall thickness is 30mm, the outer diameter of the lower web member 8 is 250mm, and the wall thickness is 30 mm; the end cross beam and the middle cross beam are straight rectangular tubes, the length of the cross section of the end cross beam is 500mm, the width of the cross section of the end cross beam is 300mm, the wall thickness of the cross section of the middle cross beam is 20mm, the length of the cross section of the middle cross beam is 300mm, the width of the cross section of the middle cross beam is 300mm, and the wall thickness of.
C50 steel fiber reinforced concrete is poured into the upper chord 4, because the upper chord 4 of the semi-through steel truss bridge only bears pressure, hollow steel tube member is little because the normal restraint ability of the tube wall is small when pressurized, thereby the bearing capacity of the structure is reduced by easily producing local buckling, the concrete filled in the upper chord 4 can better prevent buckling outside the tube wall surface, and the steel tube plays a role in hooping the concrete in the tube, the concrete filled in the inner part is restrained by the round steel tube in a three-dimensional stressed state, the compressive bearing capacity of the upper chord 4 is obviously improved, and the concrete is more favorable for the stress of the whole section of the steel tube, the respective mechanical properties of steel and concrete are fully exerted, so that the material is fully utilized, the bearing capacity of the bridge structure is greatly improved, and the advantages of the combined truss bridge are embodied.
The prefabricated bridge deck 9 is formed by assembling a plurality of prefabricated bridge deck sections, the prefabricated bridge deck 9 is respectively placed above the middle chord member along the bridge length direction, and the longitudinal adjacent prefabricated bridge deck sections are connected through a transverse bridgeThe wet joints 11 are connected, the wet joints 11 of the transverse bridge are cast-in-place concrete wet joints, and the wet joints 11 of the transverse bridge are arranged on the middle cross beam and the end cross beams. The prefabricated bridge deck slab 9 is 20cm thick, cast by CF50 steel fiber concrete, and the steel fiber is medium carbon steel cold drawing cut fiber with the mixing amount of 78.5kg/m3Fiber length 50mm, filament diameter<0.5mm。
All be provided with multiunit shear force nail 12 on well crossbeam and the end crossbeam, shear force nail 12 adopts the cylinder head welding nail, and shear force nail 12 can be so that prefabricated decking 9 and the main purlin of steel form whole common atress, guarantees that the vehicle load can effectively transmit to the main purlin of steel through the concrete decking, and then passes through the support with the load and transmit to the basis. The shear nails 12 are used for ensuring that the prefabricated bridge deck 9 is not debonded and smoothly transmitting the load borne by the bridge deck to the steel main girders, and the shear nails 12 are fastened and connected with the prefabricated bridge deck 9 through transverse bridge-direction wet joints 11 constructed on the middle cross beams and the end cross beams. In order to save the construction period and ensure the construction quality, the prefabrication of the shear nails 12 is finished when the main truss sections are processed in a factory, and only the wet joint of the concrete transverse bridge is constructed on site.
As shown in fig. 2 and 9, the abutments 13 at both sides of the semi-through steel truss girder bridge are both in the form of embedded reinforced concrete abutments, and in order to save the construction period, the foundation is calculated to be a cylindrical pile foundation with a diameter of 0.8m, the abutments 13 at both sides are arranged in a single row, and the friction pile is poured in a drilled hole, so that the construction is convenient and efficient. An expansion joint 14 is reserved between the abutment 13 and the prefabricated bridge deck 9, 2 expansion joints 14 are arranged in the full bridge, and the expansion joint 14 is an 80-type comb-tooth-shaped expansion joint with the width of 2 cm.
And a reinforcing mesh is arranged in the prefabricated bridge deck 9, phi 16 hot-rolled ribbed reinforcing steel bars are adopted, the reinforcing mesh is divided into two layers, and the distance between the transverse bridge-direction reinforcing steel bars and the longitudinal bridge-direction reinforcing steel bars is 10 cm. Through calculation, the bridge deck is mainly stressed, only ordinary steel bars and tensioned transverse prestressed steel bars are arranged, and the tensioned longitudinal prestressed steel bars are not needed. The transverse prestressed reinforcement adopts a high-strength low-relaxation steel strand which meets the national standard of steel strand for prestressed concrete (GB/T5224-pk＝1860Mpa，Ep＝1.95×105Mpa and relaxation rate less than 0.035.
4 rings are arranged on the upper surface of each prefabricated bridge deck 9, and in the hoisting process of the prefabricated bridge deck 9, 4 rings better ensure the safety of hoisting work than 2 rings, and the prefabricated bridge deck 9 is not easy to twist and overturn in the hoisting process.
Preferably, the side that faces the sky of half-through steel truss bridge all is provided with the guardrail that 1.2m is high.
In a specific embodiment, the utility model relates to a construction method of half wearing formula steel truss girder bridge, including following step:
s1, a steel main truss comprises an upper chord 4, an upper web 6, a lower web 8, a middle chord, a lower chord 7, a lower horizontal connector 10, an end beam and a middle beam, and before a basic unit is manufactured, 1:1 lofting needs to be carried out on a construction platform according to a plurality of control data;
s2, vertically cutting the main truss into 10m manufacturing sections above and below the bridge deck along the bridge span direction, wherein the total number of the manufacturing sections is 9, welding all basic units on an assembling table of a prefabricating factory to obtain the manufacturing sections, and increasing the temperature during welding to cause the sections to be lengthened or shortened, so that the length of the sections needs to be considered in practice;
s3, obtaining 9 manufacturing sections after S2 is finished, pre-assembling in a factory, and correcting basic units which do not meet requirements after assembling precision inspection to ensure the construction quality of the factory;
s4, completing the construction of the pile foundation and the abutment 13 by site construction while prefabricating in a factory;
s5, in the implementation case, as the segment division is large, the field secondary assembly is not needed, if the implementation case is limited by traffic and transportation conditions, the factory prefabricated segment is small, and under the condition that the hoisting capacity of a crane is excessive and a field construction field is sufficient, the field secondary assembly can be carried out in a construction open space to manufacture a larger prefabricated segment so as to reduce the field construction difficulty;
s6, arranging temporary supports at proper positions away from the bridge abutments 13 on two sides, installing temporary supports, and hoisting and fixing three manufacturing sections consisting of the lower web member 8, the middle chord member, the lower chord member 7, the lower flat connector 10, the end cross beams and the middle cross beams manufactured in the step S2 on the temporary supports by using a crawler crane and welding the three manufacturing sections. After welding, 6 manufacturing sections divided by the upper chord 4 and the upper web member 6 are hoisted and welded;
s7, the middle cross beam and the end cross beams in the embodiment are prefabricated into the manufacturing sections, and if the span is large, the middle cross beam and the end cross beams need to be hoisted on site;
s8, pouring C50 steel fiber concrete into the upper chord 4, and removing the temporary support after the concrete reaches 90% of the design strength;
s9, laying a precast concrete bridge deck 9, penetrating prestressed steel strands into prestressed pipelines reserved in the concrete bridge deck 9 according to a post-tensioning method, adopting metal corrugated pipes and a vacuum-assisted grouting process for the prestressed pipelines, tensioning transverse prestressed steel bars and casting wet joints 11 in situ;
s10, after the cast-in-place wet joint 11 reaches 90% of the design strength, paving a bridge deck asphalt concrete layer, and installing the expansion joint 14 and the pedestrian guardrail.
The utility model discloses half wearing formula steel longeron bridge has following advantage:
1. the utility model discloses the formula steel truss bridge of partly wearing reasonable in design, bear the weight of the dynamic height, stride across the ability reinforce, handsome in appearance, material utilization rate is high, the construction is convenient, practice thrift steel, industrialization degree is high, each member is easily maintained and is changed, simultaneously, can realize the batchization of bridge, standardized manufacturing, easily guarantee construction quality, reduce engineering cost, performance is good, convenient to popularize and use.
2. The utility model discloses the formula girder bridge atress that wears partly that adopts is reasonable, bears the dynamic height, and the leap-over ability is strong. The lower chord adopts a round hollow steel pipe to resist the pulling force; the upper chord adopts circular steel tube concrete to resist pressure; the middle chord members form a beam lattice with the rectangular hollow steel pipes and the cross beams to support the bridge deck, and meanwhile, the middle chord members also play a stiffening role to assist the upper chord members and the lower chord members to bear force, so that the bearing capacity of the bridge is greatly improved, and the spanning capacity is further improved; the cross beam and the lower horizontal joint play roles in transverse force transmission and torsion resistance, and the end cross beam also plays a role of a bridge portal; go up web member and web member down and mainly play biography power and shearing effect, the web member sets up oblique web member down in order effectively to pass power, goes up the reasonable contained angle between web member and the last chord member and can guarantee effectively to pass power, need not to set up oblique web member.
3. The steel main truss is formed by assembling all truss sections on site, all the truss sections can be prefabricated and installed in a factory or a prefabricated site in advance, section division can be determined according to factors such as site terrain, site transportation and hoisting capacity and the like, section processing quality is easy to guarantee, and site construction difficulty is reduced.
4. The adopted prefabricated bridge deck is formed by splicing all prefabricated bridge deck sections on site, all the prefabricated bridge deck sections are produced and processed in a factory or a prefabricated field in advance, the quality of the bridge deck is easy to guarantee, the method reduces the difficulty of site construction and accelerates the construction speed. The size of the prefabricated bridge deck can be divided according to the field transportation capacity.
5. The utility model discloses all adopt welded connection between each main purlin member, when mill or prefabricated field weld, welding quality is reliable, is favorable to the assembly to show the fatigue resistance ability that has improved the structure. The main truss and the prefabricated bridge deck are connected through the shear keys on the cross beams, the shear keys are fixed on the cross beams when the truss sections are prefabricated and machined, only wet joints of the transverse bridge are required to be poured during site construction, the reliability of connection between the steel main truss and the concrete bridge deck can be effectively improved, the steel main truss and the concrete bridge deck form overall common stress, and the overall stress performance of the steel-concrete combined bridge is improved.
6. The utility model adopts the semi-through steel truss girder bridge based on the rapid construction, the concrete is poured in the upper chord, and the local stability of the member is improved; the axial pressure bearing capacity of the component is improved; the bonding of the components is ensured, and the axial compression and bending rigidity of the structure are improved; the joint rigidity and the bearing capacity are improved, the steel pipe and the concrete are effectively connected into a whole, and the combined action of the steel and the concrete is improved.
7. The utility model discloses construction method is nimble, can the fast, strong adaptability's of full play this bridge construction speed characteristics. For medium and small span bridges, under the conditions of sufficient transportation conditions and abundant construction sites, such as urban bridges with strict requirements on construction periods, the main steel truss can be constructed and formed in a factory at one time, the main steel truss is hoisted in place at one time by adopting a crawler crane or a crane, and certainly, a frame formed by a lower web member, a middle chord member, a lower parallel connection, an end cross beam and a middle cross beam can be hoisted in place and then an upper chord member and an upper web member are hoisted according to the construction conditions. For medium and small span bridges, under the conditions of better transportation conditions and limited construction sites, such as rural bridges with limited sites, temporary supports can be arranged and temporary supports can be installed on the construction site, the steel main girders are prefabricated in sections in a factory and are respectively hoisted in place, the sections are connected in a welding mode on the site, prefabricated bridge decks are constructed after the main girders are formed, and of course, if the construction site is redundant, the construction site can be also arranged on the site, and all the members are welded into proper sections in the construction site. For medium and small span bridges, under the condition that the transportation condition is extremely limited, such as bridges in remote mountainous areas, a zero-integrating mode is adopted, all main truss rod pieces are only processed in a factory and transported to a construction site in batches, if the construction site is limited, the lower part can be constructed by full-space supports, the upper main trusses are assembled and formed in a loose assembly mode, and if the construction site is redundant, a prefabricating site can be arranged to process all the main truss rod pieces into steel truss sections. For special conditions such as spanning large rivers, a floating crane construction method or a pushing construction method can be adopted. The concrete construction method can be determined according to actual conditions, and the advantages of high construction speed and good economical efficiency of the bridge are fully exerted.
8. Traditional steel truss bridge mainly divide into and has held formula steel truss bridge and hold formula steel truss bridge down, generally adopts and hold formula steel truss bridge down when the headroom is limited under the bridge, holds formula steel truss bridge down owing to be provided with the tie-up, and for guaranteeing that the vehicle is current on the bridge, the bridge floor headroom can receive the restriction of longeron height, the utility model discloses a half wear formula steel truss bridge based on quick construction cancel the tie-up, the longeron height can not receive the bridge floor influence, but the mechanical properties of each member of full distribution bridge, practiced thrift steel and alleviateed the bridge dead weight greatly under the prerequisite of having guaranteed bridge clearance security, improved material utilization, economic nature is good.
To sum up, the utility model relates to a rationally, bear the weight of the dynamic height, the leap ability is strong, the construction is convenient, material utilization is high, can full play steel and concrete respective material property. The truss height is not limited by the clearance of the bridge deck, the stress performance is improved, the bridge cost is reduced, the rapid construction of the steel bridge is facilitated, and the popularization and application prospect is good.
Finally, it should be noted that: the above-mentioned embodiments are only specific embodiments of the present invention, and are not intended to limit the technical solution of the present invention, and the protection scope of the present invention is not limited thereto, although the present invention is described in detail with reference to the foregoing embodiments, those skilled in the art should understand that: those skilled in the art can still modify or easily conceive of changes in the technical solutions described in the foregoing embodiments or make equivalent substitutions for some technical features within the technical scope of the present disclosure; such modifications, changes or substitutions do not substantially depart from the spirit and scope of the embodiments of the present invention, and are intended to be included within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. The semi-penetrating type steel truss girder bridge is characterized by comprising a first middle chord (1), a second middle chord (2) and a third middle chord (3) which are sequentially opposite to each other in the length direction of the bridge and are arranged on the same horizontal plane in parallel, wherein the first middle chord (1), the second middle chord (2) and the third middle chord (3) are connected through a plurality of cross beams (5), and a bridge deck (9) is laid above the first middle chord (1), the second middle chord (2) and the third middle chord (3); a group of upper chords (4) are respectively arranged right above the first middle chord (1) and the third middle chord (3), and each group of upper chords (4) comprises two linear first upper chord units (401) and a concave arc-shaped second upper chord unit (402); two ends of a second upper chord unit (402) above the first middle chord (1) are respectively connected with two ends of the first middle chord (1) through a first upper chord unit (401), and a plurality of upper web members (6) are uniformly distributed and connected between the first middle chord (1) and the second upper chord unit (402) above the first middle chord (1); two ends of a second upper chord unit (402) above the third middle chord (3) are respectively connected with two ends of the third middle chord (3) through a first upper chord unit (401), and a plurality of upper web members (6) are uniformly distributed and connected between the third middle chord (3) and the second upper chord unit (402) above the third middle chord (3); a lower chord (7) with a concave arc shape is arranged right below the second middle chord (2), two ends of the lower chord (7) are respectively connected with two ends of the second middle chord (2), and a plurality of lower web members (8) are uniformly distributed and connected between the second middle chord (2) and the lower chord (7); lower parallel links (10) are connected between two adjacent lower web members (8) and between the upper web member (6) and the lower web members (8).
2. The bridge of claim 1, wherein the angle between the first middle chord (1) and the first upper chord unit (401) connected to both ends thereof is between 30 ° and 60 °, and the angle between the third middle chord (3) and the first upper chord unit (401) connected to both ends thereof is between 30 ° and 60 °.
3. A semi-through steel truss bridge as claimed in claim 1 wherein one end of the first, second and third middle chords (1, 2, 3) is connected by a cross member (5) and the other end is connected by a cross member (5); chord member (1) in the first with crossbeam (5) through a plurality of equipartitions setting between chord member (2) are connected in the second, in the second chord member (2) with crossbeam (5) through a plurality of equipartitions setting between chord member (3) are connected, just in the first chord member (1) with crossbeam (5) between chord member (2) in the second with crossbeam (5) one-to-one between chord member (3) in the second.
4. A semi-penetrating steel truss bridge according to claim 3 wherein the deck slab (9) comprises a plurality of deck slab units (901), one deck slab unit (901) is disposed between two beams (5) adjacent in the bridge length direction, and wet joints (11) are disposed between two adjacent deck slab units (901), each wet joint (11) being located on a beam (5).
5. A semi-penetrating steel truss bridge according to claim 3 wherein each cross beam (5) is provided with a plurality of shear studs (12).
6. A semi-through steel truss bridge as claimed in claim 3 wherein each upper web member (6) is vertically disposed, and the lower end of each upper web member (6) between the first middle chord (1) and the second upper chord unit (402) above the first middle chord is correspondingly connected at the intersection point of each cross beam (5) and the first middle chord (1), and the lower end of each upper web member (6) between the third middle chord (3) and the second upper chord unit (402) above the third middle chord is connected at the intersection point of each cross beam (5) and the third middle chord (3).
7. A semi-through steel truss bridge as claimed in claim 6 wherein each lower web member (8) is vertically disposed and the upper end of each lower web member (8) is correspondingly connected at the intersection of each cross beam (5) and the second middle chord (2).
8. A semi-penetrating steel truss bridge according to claim 7 wherein the lower horizontal link (10) between two adjacent lower web members (8) is connected at one end to the upper end of one lower web member (8) and at the other end to the lower end of the other lower web member (8); one end of a lower parallel connection (10) between the upper web member (6) and the lower web member (8) is connected to the intersection point of the upper web member (6) and the first middle chord (1) and the third middle chord (3), and the other end of the lower parallel connection is connected to the intersection point of the lower web member (8) and the lower chord (7).
9. The semi-penetrating steel truss bridge according to any one of claims 1 to 8, wherein two ends of the first middle chord (1), the second middle chord (2) and the third middle chord (3) are respectively arranged on bridge abutments (13), and expansion joints (14) are arranged between two ends of the bridge deck (9) and the corresponding bridge abutments (13).
10. The semi-penetrating steel truss bridge of claim 9, wherein the upper chord (4) is made of circular concrete-filled steel tubes, the first middle chord (1), the second middle chord (2) and the third middle chord (3) are made of rectangular hollow steel tubes, the lower chord (7) is made of circular hollow steel tubes, and the bridge deck (9) is made of precast concrete bridge deck plates.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202022557434.5U CN213772892U (en) | 2020-11-06 | 2020-11-06 | Semi-penetrating type steel truss bridge |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202022557434.5U CN213772892U (en) | 2020-11-06 | 2020-11-06 | Semi-penetrating type steel truss bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112195751A (en) * | 2020-11-06 | 2021-01-08 | 长安大学 | Semi-penetrating type steel truss bridge |
| CN112195751B (en) * | 2020-11-06 | 2024-08-30 | 长安大学 | Semi-penetrating steel truss bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112195751A (en) * | 2020-11-06 | 2021-01-08 | 长安大学 | Semi-penetrating type steel truss bridge |
| CN112195751B (en) * | 2020-11-06 | 2024-08-30 | 长安大学 | Semi-penetrating steel truss bridge |
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Granted publication date: 20210723 |