CN111809520A - Method for realizing ultrahigh transition section of bridge deck of steel truss composite beam - Google Patents
Method for realizing ultrahigh transition section of bridge deck of steel truss composite beam Download PDFInfo
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- CN111809520A CN111809520A CN202010500613.7A CN202010500613A CN111809520A CN 111809520 A CN111809520 A CN 111809520A CN 202010500613 A CN202010500613 A CN 202010500613A CN 111809520 A CN111809520 A CN 111809520A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D6/00—Truss-type bridges
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Abstract
The invention relates to a method for realizing a bridge deck ultrahigh transition section of a steel truss bond beam, which comprises the following steps of: according to the bridge-forming state bridge floor cross slope information mi% adjusting first truss sheet and second truss sheet of steel truss girder corresponding to n upper chord nodes AiAt a height such that the first web and the second web have a chord node AiWherein i is the number of said upper chord nodes and i is between 1 and n; calculating top surface cross slope information p of the upper chord node beam between the first truss sheet and the second truss sheetiPercent; according to the upper chord node AiBridge deck cross slope information miPercent, top surface cross slope information p of the upper chord node beami% andprefabricated concrete slab CA with node determined by external dimensions of upper chord top surface of one truss and upper chord top surface of second trussiAnd internode precast concrete board CAiThe external dimension of the' enables the top surface to meet the requirements of the bridge deck cross slope. The method simplifies the content of site construction work, and improves the construction efficiency and the structural safety and durability of the bridge.
Description
Technical Field
The invention relates to the technical field of steel truss composite girder bridges, in particular to a method for realizing an ultrahigh transition section of a bridge deck of a steel truss composite girder.
Background
With the rapid development of national economy, the traffic flow is rapidly increased, and the construction of high-speed railways, expressways, urban municipal roads and urban rail transit is greatly accelerated in recent years by the nation. In the general design of bridge lines, in order to ensure the driving stability and riding comfort of a car when the car runs on a flat curve, the outer side of a curve is often lifted to form a one-way slope with the same gradient as an inner lane, namely, the height of the flat curve is set to be ultrahigh. The bidirectional slope cross section of the straight line section is gradually transited to the full-ultrahigh unidirectional slope cross section of the circular curve section, and an ultrahigh transition section is required to be arranged between the bidirectional slope cross section and the full-ultrahigh unidirectional slope cross section, namely, the ultrahigh transition section area is used for realizing the function of changing the cross slope into the slope.
In the related art, a main girder of a curved cable-stayed bridge includes an arc beam, a straight beam and a moderate curved beam connected between the arc beam and the straight beam, the moderate curved beam is an ultrahigh transition section for enabling the straight beam to transition to the arc beam, and the moderate curved beam adopts a structure combining a concrete bridge deck and a steel truss beam, and meets the requirement of slope change of the moderate curved beam by adjusting the thickness of the upper and lower streams of the concrete bridge deck.
However, the processing method of adapting to the requirement of relieving the slope change of the curved beam by adjusting the thicknesses of the upstream and downstream of the concrete bridge deck slab can increase the thickness of the concrete bridge deck slab, further increase the dead load weight, control the design of the steel truss combined beam bridge, and enable the bearing capacity of the steel truss to be stronger to bear the weight of the concrete bridge deck slab, so that the manufacturing cost is not economical; in addition, since the thickness of the easement curved beam needs to be adjusted on site to adapt to the transition between the linear beam and the arc beam, the concrete deck of the easement curved beam needs to be manufactured by a cast-in-place method and cannot be prefabricated, so that the cast-in-place process is complicated, and the horizontal shrinkage and creep after the concrete is cast are large, so that the concrete deck is easy to crack, and the problems of structural safety and durability are caused.
Disclosure of Invention
The embodiment of the invention aims to provide a method for realizing a bridge deck ultrahigh transition section of a steel truss composite beam, which aims to solve the problems of uneconomical manufacturing cost, complicated concrete bridge deck on-site pouring process, easy cracking of the concrete bridge deck and structural safety and durability in the related art.
In order to achieve the above object, an embodiment of the present invention provides a method for implementing an ultrahigh transition section of a steel truss bond beam bridge deck, which includes the following steps: according to the bridge-forming state bridge floor cross slope information mi% adjusting first truss sheet and second truss sheet of steel truss girder corresponding to n upper chord nodes AiAt a height such that the first web and the second web have a chord node AiWherein i is the number of said upper chord nodes and i is between 1 and n; calculating top surface cross slope information p of the upper chord node beam between the first truss sheet and the second truss sheetiPercent; according to the upper chord node AiBridge deck cross slope information miPercent, top surface cross slope information p of the upper chord node beami% and the overall dimensions of the upper top surface of the upper chord of the first truss and the upper top surface of the upper chord of the second truss determine the node precast concrete slab CAiAnd internode precast concrete board CAiThe external dimension of the' enables the top surface to meet the requirements of the bridge deck cross slope.
In some embodiments, n upper chord nodes A are corresponding to the first truss sheet and the second truss sheet in the adjustmentiBefore the height of the bridge is reached, n upper chord node cross beams on the first truss sheet and the second truss sheet are obtained according to the total information of bridge linesBridge deck cross slope information m in bridge forming state corresponding to each otheri(ii) where i is the number of the upper chord node, and i is between 1 and n.
In some embodiments, the first and second webs are adjusted to correspond to n upper chord nodes AiThe height of (A) specifically includes: according to the bridge deck cross slope information m corresponding to the upper chord node cross beami% value calculation determines that the first truss sheet and the second truss sheet correspond to the upper chord node AiIs high difference value delta hi＝L×mi%, wherein L is the truss spacing of the first truss panel and the second truss panel; then, a chord node A is formed on the first truss sheetiTaking the height as a reference, and calculating the upper chord node AiIs high difference value delta hiArranging the second truss upper chord node AiHeight.
In some embodiments, the first truss panel and the second truss panel are adjusted to correspond to the upper chord node AiAfter the height of the truss is higher than the height of the second truss, arranging an upper chord cross beam between the first truss and the second truss, wherein the upper chord cross beam comprises the upper chord node cross beam and an upper chord inter-node cross beam, and the upper chord inter-node cross beam is positioned between two adjacent upper chord node cross beams.
In some embodiments, after determining the node precast concrete panel CAiAfter the outer dimensions of (a), prefabricating a concrete slab CA at the nodeiThe bottom surface of the long edge is provided with a plurality of rubber cushion blocks, the thickness of each rubber cushion block is determined according to the bridge surface elevation of the node in the bridge forming state and the prefabricated concrete slab CA of the nodeiAnd calculating the top surface elevation of the steel truss girder.
In some embodiments, in determining the internode precast concrete panel CAiIn the outer dimensions of `, the internode precast concrete panel CAi' outer dimension of precast concrete slab CA according to the nodeiThe outer dimension design of (2).
In some embodiments, after said internode precast concrete slab CA is determinedi' after the outer dimension, precast concrete slab CA in the internodeiThe bottom surfaces of the long edges are respectively provided with a plurality of rubber cushion blocks, the thickness of each rubber cushion block is equal to the bridge surface elevation of the internode according to the bridge forming state, and the internode precast concrete plate CAi' and calculating the top surface elevation of the steel truss girder.
In some embodiments, after determining the node precast concrete panel CAiAfter the outer dimensions of (a), prefabricating the node into a concrete slab CAiTranslate to upper chord node Ai+1Making the node precast concrete slab CAi+1And the external dimension of the node precast concrete plate CAiAnd rotating the node precast concrete slab CA by taking the reference point of the designed elevation of the bridge deck as a rotation center base pointiMake the information of the transverse slope of the top surface mi+1Percent, simultaneously calculating the CA of the node precast concrete slabi+1The thickness value of the rubber cushion block on the bottom surface of the long side is adjusted to enable the node precast concrete slab CA to be in a CA (concrete anchor) state if the calculated thickness value of the rubber cushion block meets the limiting conditioni+1The information of the transverse slope of the top surface is mi+1％。
In some embodiments, if the calculated thickness value of the rubber cushion block does not satisfy the defined condition, the upper chord node A is determinedi+1Bridge deck cross slope information mi+1Top surface transverse slope information p of% upper chord node cross beami+1% and the external dimensions of the upper chord top surface of the first truss and the upper chord top surface of the second truss determine the upper chord node Ai+1Node precast concrete board CAi+1The external dimension design of the joint precast concrete plate CA and the corresponding thickness of the rubber cushion block according to the bridge deck elevation at the position of the bridge forming statei+1And calculating the height mark of the top surface of the steel truss girder.
In some embodiments, the thickness of the rubber pad is a compressed thickness, and the thickness limit condition is set to not more than 8cm and not less than 1.5 cm.
The technical scheme provided by the invention has the beneficial effects that:
the embodiment of the invention provides a bridge deck super-bridge of a steel truss combined beamThe high transition section implementation method is characterized in that the steel truss girder is adjusted on the basis of the original design by adjusting the first truss sheet and the second truss sheet to correspond to n upper chord nodes AiThe top surfaces of the first truss sheet and the second truss sheet form a slope, and n upper chord nodes A of the steel truss girder are realizediThe first-level cross slope of the vertical position of the steel truss girder changes, and then the bridge deck cross slope information m in a bridge forming state is obtainediPercent, top surface cross slope information p of the upper chord node beami% and the external dimensions of the upper top surface of the upper chord of the first truss and the upper top surface of the upper chord of the second truss can determine n node precast concrete plates CA above the steel trussiAnd a precast concrete panel CA at the nodeiWith said node precast concrete slab CAi+1The internode precast concrete panel CAi' and the node can be prefabricated into a concrete slab CAiAnd the internode precast concrete panel CAi' Pre-fabricated to have a bottom surface adapted to the steel girder and a top surface satisfying a bridge deck lateral slope requirement in a bridge state, i.e., to realize a secondary lateral slope change of a bridge, the pre-fabricated node precast concrete panel CAiAnd the internode precast concrete panel CAi' placing for a prescribed time, and prefabricating the nodes into concrete slabs CAiAnd the internode precast concrete panel CAi' mounted to a corresponding position of the top surface of the steel girder, and thus, there is no need to cast the node precast concrete panel CA in situiAnd the internode precast concrete panel CAi' to simplify the contents of the site work, to improve the efficiency of the construction, and because the node precast concrete slab CAiAnd the internode precast concrete panel CAiThe concrete slab can be prefabricated in advance, and is subjected to shrinkage creep before installation, so that large shrinkage creep is not easy to occur after installation, cracking between two adjacent concrete slabs is not easy to occur, and the bridge has good structural safety and durability; and the top slopes of the first truss sheet and the second truss sheet are adjusted, so that the prefabricated concrete slab CA of the node is not increasediAnd the internode precast concrete panel CAiThe thickness of' makes it light weight and economical to manufacture.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic cross-sectional view of a steel truss girder and a concrete slab of a method for implementing an ultrahigh transition section of a bridge deck of a steel truss girder combined with a concrete slab according to an embodiment of the present invention;
FIG. 2 is a schematic view of the structure in the direction A-A in FIG. 1;
FIG. 3 is a schematic cross-sectional view of B-B of FIG. 2;
FIG. 4 is an enlarged partial schematic view of FIG. 3;
FIG. 5 is a schematic cross-sectional view of C-C in FIG. 4;
FIG. 6 is a schematic cross-sectional view of B '-B' in FIG. 2;
FIG. 7 is a schematic cross-sectional view of D-D in FIG. 6;
FIG. 8 is a schematic cross-sectional view of E-E in FIG. 6.
In the figure: 1. a steel truss beam; 2. a concrete slab; 3. a first truss panel; 4. a second truss panel; 5. an upper chord cross beam; 6. an upper chord node beam; 7. a top chord internode cross beam; 9. wet seaming; 10. a first truss upper chord top surface; 11. a second truss upper chord top surface; 12. a rubber cushion block; 13. the design elevation datum point of the bridge deck.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
The embodiment of the invention provides a method for realizing a steel truss combined beam bridge deck ultrahigh transition section, which can solve the problems of uneconomical manufacturing cost, complicated concrete bridge deck on-site pouring process, easy cracking of a concrete bridge deck, and structural safety and durability in the related art.
Referring to fig. 1, a method for implementing a steel truss bond beam bridge deck ultrahigh transition section provided by an embodiment of the invention includes the following steps:
step 1: according to the bridge-forming state bridge floor cross slope information mi% adjusts first purlin piece 3 and second purlin piece 4 of steel longeron 1 and corresponds n upper chord node AiAt such a height that the upper chord node A of the first and second girder pieces 3 and 4iWhere i is the number of the upper chord nodes and i is between 1 and n.
Referring to fig. 1, 4 and 6, in some embodiments, a steel truss composite girder according to an embodiment of the present invention may include the steel truss girder 1 and a concrete slab 2 disposed above the steel truss girder 1, the steel truss girder 1 may include the first truss sheet 3 and the second truss sheet 4, and an upper chord cross member 5 disposed between the first truss sheet 3 and the second truss sheet 4, and the upper chord cross member 5 includes an upper chord node aiUpper chord node cross beam 6 and upper chord inter-node cross beam 7 between two adjacent upper chord node cross beams 6, the concrete slab 2 can comprise node precast concrete slab CA arranged corresponding to the upper chord node cross beam 6iAnd an internode precast concrete panel CA provided correspondingly to the upper chord internode cross member 7i’。
Referring to fig. 7, in some alternative embodiments, n upper chord nodes a are corresponding to the first truss sheet 3 and the second truss sheet 4 in the adjustment processiBefore the height of the beam, the bridge deck transverse slope information m in the bridge forming state corresponding to the n upper chord node cross beams 6 on the first truss sheet 3 and the second truss sheet 4 can be obtained according to the bridge line general information of the steel truss combination beami%, wherein iIs the serial number of the upper chord node, and i is between 1 and n.
Referring to fig. 5, in some embodiments, in step 1, the first truss sheet 3 and the second truss sheet 4 are adjusted to correspond to n upper chord nodes aiThe height of (A) specifically includes: according to the bridge deck cross slope information m corresponding to the upper chord node cross beam 6i% value calculation determines that the first truss sheet 3 and the second truss sheet 4 correspond to the upper chord node AiIs high difference value delta hi＝L×mi(ii)%, wherein L is the truss spacing of the first truss sheet 3 and the second truss sheet 4; then, the upper chord node A of the first truss sheet 3 is usediBased on the calculated height of the upper chord node AiIs high difference value delta hiArranging the upper chord node A of the second truss sheet 4iIn this embodiment, the height of the first beam 3 is preferably lower than the height of the second beam 4.
Step 2: calculating top surface cross slope information p of the upper chord node beam 6 between the first truss piece 3 and the second truss piece 4i％。
Referring to fig. 3 and 5, in some alternative embodiments, before step 2, n upper chord nodes a corresponding to the first truss piece 3 and the second truss piece 4 are adjustediAfter the height, the upper chord cross member 5 is arranged between the first truss sheet 3 and the second truss sheet 4, i.e. the upper chord node cross member 6 is mounted to its corresponding upper chord node AiAnd installing the upper chord inter-node cross beam 7 between two adjacent upper chord node cross beams 6, in this embodiment, two upper chord inter-node cross beams 7 are preferably arranged between every two adjacent upper chord node cross beams 6.
And step 3: according to the upper chord node AiBridge deck cross slope information miPercent, top surface transverse slope information p of the upper chord node cross beam 6i% and the external dimensions of the upper chord top surface 10 of the first truss and the upper chord top surface 11 of the second truss determine the node precast concrete slab CAiAnd internode precast concrete board CAiThe external dimension of the' enables the top surface to meet the requirements of the bridge deck cross slope.
Referring to fig. 2, 5 and 7, in some embodiments, in step 3, the precast concrete slab CA is determined at the nodeiThe overall dimension of the steel truss bond beam is the height of the steel truss bond beam in a bridge forming state and the information m of the cross slope of the bridge decki% is known and determined, and after the height adjustment of the first truss 3 and the second truss 4, the external dimensions of the first truss upper chord top surface 10 and the second truss upper chord top surface 11 are also known and determined, and the top surface cross slope information p of the upper chord node cross beam 6 between the first truss 3 and the second truss 4i% has also been calculated, i.e. the node precast concrete panel CAiHas determined both the top and bottom heights, the center node precast concrete panel CA can be calculatediOf a profile mainly comprising the profile of the top and bottom surfaces, such that said node precast concrete panel CAiIs adapted to the steel truss girder 1, and the top surface thereof satisfies the cross slope information m of the bridge floori% requirement, after calculating its external dimensions, the node precast concrete panel CA can be prefabricated according to this dimensionsiPrepared in advance and left for a prescribed time.
Referring to fig. 7, in some alternative embodiments, in step 3, after determining the node precast concrete panel CAiAfter the external dimensions of (a), and, prefabricating a concrete slab CA on the node to be prefabricatediTo its corresponding upper chord node AiWhere concrete slabs CA may be precast at said nodesiThe bottom surface of the long edge is provided with a plurality of rubber cushion blocks 12, and the rubber cushion blocks 12 are used for supporting the node precast concrete slab CAiAnd the node precast concrete slab CA can be adjusted slightlyiHeight of bottom surface, making said node precast concrete slab CAiInformation m of top surface gradient and bridge deck cross slopei% is closer, so that more accurately, each rubber cushion block 12 is arranged at intervals, and in the embodiment, the node precast concrete plate CAiPreferably, 7 rubber pads 12 are arranged on the bottom surface, which are respectively: arranging 2 pieces of the truss on the first truss sheet 3 at the top of the chord3 rubber cushion blocks 12 are arranged on the top surface of the upper chord node cross beam 6, and 2 rubber cushion blocks 12 are arranged on the upper chord top of the second truss sheet 4; wherein, the thickness of 2 rubber cushion blocks 12 positioned at the top chord of the first truss sheet 3 is the top chord node A according to the bridge forming stateiBridge deck elevation of, the node precast concrete board CAiAnd the top surface elevation of the upper chord top of the first truss piece 3, the thicknesses of which are respectively calculated1And2(ii) a The thicknesses of 2 rubber cushion blocks 12 positioned at the upper chord top of the second truss sheet 4 are the upper chord node A according to the bridge forming stateiBridge deck elevation of, the node precast concrete board CAiAnd the top surface elevation of the upper chord top of the second truss piece 4, the thicknesses of which are respectively calculated6And7(ii) a The thicknesses of 3 rubber cushion blocks 12 positioned on the top surface of the upper chord node cross beam 6 are the upper chord node A according to the bridge forming stateiBridge deck elevation of, the node precast concrete board CAiIs calculated according to the thickness of the upper chord node beam 6 and the top surface elevation of the upper chord node beam, and the thickness is3～5The planar size of the rubber pad 12 is 5cm (length) × 5cm (width), and the thickness thereof is the thickness after compression.
Referring to FIG. 8, in some embodiments, at step 3, the upper chord node A is determinediNode precast concrete board CAiAfter the outer dimensions of (a), the upper chord node A may be connectediNode precast concrete board CAiTranslate to upper chord node Ai+1Rotating the node precast concrete slab CA by taking the bridge deck design elevation datum point 13 as a rotation center base pointiMake the information of the transverse slope of the top surface mi+1Percent, simultaneously calculating the CA of the node precast concrete slabi+1The thickness value of the rubber cushion block 12 on the bottom surface of the long side, if the calculated thickness value of the rubber cushion block 12 meets the limit condition, the thickness of the rubber cushion block 12 can be adjusted to enable the node precast concrete panel CAi+1The information of the transverse slope of the top surface is mi+1% of the above-mentioned upper chord node Ai+1The thickness of the rubber cushion block 12And the upper chord node AiThe thickness of the rubber cushion block 12 is calculated in the same way, and the rotation method is used for enabling the upper chord node A to be rotatedi+1Node precast concrete board CAi+1The overall dimension of (A) and the upper chord node AiNode precast concrete board CAiThe external dimensions of the concrete slabs are the same, the blocking types of the concrete slabs 2 are reduced, and the number of moulds for manufacturing the precast concrete slabs 2 is reduced; the planar size of the rubber pad 12 is 5cm (length) × 5cm (width), the thickness thereof is the thickness after compression, and the thickness limit condition is set to not more than 8cm and not less than 1.5 cm. In general, the looser the thickness limitation condition of the rubber pads 12 is, the more the node precast concrete panel CA is madei+1Easier to follow the node precast concrete slab CAiAnd cross slope information m of the top surface thereof is obtained by rotating with the bridge deck design elevation reference point 13 as a rotation center base pointi+1%, thereby minimizing the type of blocking of the concrete slab 2.
Referring to fig. 8, in some alternative embodiments, in step 3, if the thickness of the rubber pad 12 calculated by the above rotation method does not satisfy the limiting condition, it is necessary to follow the upper chord node ai+1Bridge deck cross slope information mi+1Percent, top surface transverse slope information p of the upper chord node cross beam 6i+1% and the external dimensions of the first truss upper chord top surface 10 and the second truss upper chord top surface 11 to determine the upper chord node Ai+1Node precast concrete board CAi+1And the node precast concrete slab CA herein describedi+1The thickness of the rubber pad 12 of the bottom surface is calculated according to the redesigned node precast concrete plate CAi+1Is calculated, its thickness calculation method and said node precast concrete slab CAiThe calculation methods of the thickness of the rubber cushion block 12 on the bottom surface are the same; sequential method for determining upper chord node Ai+2Node precast concrete board CAi+2Until the upper chord node A is determinednNode precast concrete board CAnAnd the outer dimension ofA rubber pad 12 on the bottom surface.
Referring to fig. 6 and 7, in some embodiments, in step 3, the internode precast concrete panel CA is determinediIn the outer dimensions of `, the internode precast concrete panel CAi' the outer dimension may be such that the concrete slab CA is prefabricated according to the nodeiIs designed in the form of the internode precast concrete slab CAi' the outer dimension of the node can be equal to that of the node precast concrete plate CAiMay be equal in external dimensions, and then a concrete slab CA may also be prefabricated between said sectionsi' A plurality of rubber cushion blocks 12 are arranged on the bottom surface of the long side, the thickness of each rubber cushion block 12 is equal to the bridge deck elevation at the position of the internode cross beam in a bridge forming state, and the internode precast concrete plate CAiCalculating the thickness of the steel truss girder and the top surface elevation of the steel truss girder 1; internode precast concrete board CAi+1' the external dimension and the thickness of the rubber pad 12 on the bottom surface are sequentially determined by the method until the internode precast concrete slab CA is determinedn-1The outer dimension of the' and the rubber pad 12 on the bottom surface thereof.
Referring to fig. 6, in some alternative embodiments, after step 3, the concrete slab 2 further comprises a precast concrete slab CA at the nodeiThe internode precast concrete panel CAi' two-sided wet joint 9, said wet joint 9 being dimensioned according to said connected node precast concrete panels CAiThe internode precast concrete panel CAiThe size of the' is subjected to linear transition treatment and matching design to realize smooth connection of the bridge deck cross slope and the variable slope, and finally the bridge deck cross slope is changed from m1% to mn% change; in this embodiment, the wet joint 9 is located adjacent to the node precast concrete slab CAiAnd the internode precast concrete slab CAi' between, and adjacent to, said internode precast concrete panels CAi' with the internode precast concrete panel CAi' between, and adjacent to, said internode precast concrete panels CAi' precast concrete panel CA with the nodei+1To (c) to (d); where i is between 1 and n-1.
The principle of the method for realizing the ultrahigh transition section of the bridge deck of the steel truss bonded beam provided by the embodiment of the invention is as follows:
on the basis of the original design, the steel truss girder 1 is adjusted to correspond to n upper chord nodes A of the first truss sheet 3 and the second truss sheet 4iThe top surfaces of the first truss sheets 3 and the second truss sheets 4 form a gradient, and n upper chord nodes A of the steel truss girder 1 are realizediThe first-level cross slope of the vertical position of the steel truss girder 1 changes, and then the bridge deck cross slope information m in the bridge forming state is obtainediPercent, top surface transverse slope information p of the upper chord node cross beam 6i% and the external dimensions of the upper top surface 10 and the upper top surface 11 of the first truss upper chord can determine n node precast concrete plates CA above the steel truss girder 1iAnd a precast concrete panel CA at the nodeiWith said node precast concrete slab CAi+1The internode precast concrete panel CAi' and the node can be prefabricated into a concrete slab CAiAnd the internode precast concrete panel CAi' Pre-fabricated so that the bottom surface thereof is adapted to the steel girder 1 and the top surface thereof satisfies the bridge deck cross slope requirement in a bridge state, i.e., secondary cross slope change of the bridge is achieved, and the pre-fabricated node precast concrete slab CAiAnd the internode precast concrete panel CAi' placing for a prescribed time, and prefabricating the nodes into concrete slabs CAiAnd the internode precast concrete panel CAi' mounted to a corresponding position of the top surface of the steel girder 1, and thus, there is no need to cast the node precast concrete panel CA in situiAnd the internode precast concrete panel CAi' to simplify the contents of the site work, to improve the efficiency of the construction, and because the node precast concrete slab CAiAnd the internode precast concrete panel CAiThe concrete slab can be prefabricated in advance, before installation, the horizontal direction of the concrete slab is subjected to shrinkage and creep, large shrinkage and creep are not easy to occur after installation, the two adjacent concrete slabs 2 are not easy to crack, and the bridge has good structural safety and durability; and due to the fact thatThe slope of the top surfaces of the first truss sheets 3 and the second truss sheets 4 is adjusted, so that the prefabricated concrete slab CA of the node is not increasediAnd the internode precast concrete panel CAi' thickness, weight, not necessary to prefabricate the concrete slab CA with the nodeiAnd the internode precast concrete panel CAi' the increase of the thickness enhances the strength of the steel girder 1, and the manufacturing cost is more economical.
In the description of the present invention, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present invention. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
It is to be noted that, in the present invention, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The foregoing are merely exemplary embodiments of the present invention, which enable those skilled in the art to understand or practice the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. A method for realizing a steel truss bond beam bridge deck ultrahigh transition section is characterized by comprising the following steps:
according to the bridge-forming state bridge floor cross slope information mi% adjusts first purlin piece (3) and second purlin piece (4) of steel longeron and corresponds n upper chord node AiAt a height such that the first web (3) and the second web (4) are at a node A of the upper chordiWherein i is the number of said upper chord nodes and i is between 1 and n;
calculating top surface cross slope information p of an upper chord node cross beam (6) between the first truss sheet (3) and the second truss sheet (4)i％；
According to the upper chord node AiBridge deck cross slope information miPercent, top surface transverse slope information p of the upper chord node beam (6)i% and the external dimensions of the upper chord top surface (10) of the first truss and the upper chord top surface (11) of the second truss determine the node precast concrete slab CAiAnd internode precast concrete board CAiThe external dimension of the' enables the top surface to meet the requirements of the bridge deck cross slope.
2. The method for realizing the ultrahigh transition section of the steel truss bonded beam bridge deck according to claim 1, is characterized in that:
adjusting the first truss sheet (3) and the second truss sheet (4) to correspond to n upper chord nodes AiBefore the height of the bridge, the total information of the bridge line is obtainedThe first truss piece (3) and the second truss piece (4) are provided with n bridge deck transverse slope information m in a bridge forming state corresponding to the upper chord node cross beams (6) respectivelyi(ii) where i is the number of the upper chord node, and i is between 1 and n.
3. The method for realizing the ultrahigh transition section of the bridge deck of the steel truss-combined beam as claimed in claim 1, wherein the first truss sheet (3) and the second truss sheet (4) are adjusted to correspond to n upper chord nodes AiThe height of (A) specifically includes:
according to the bridge deck cross slope information m corresponding to the upper chord node cross beam (6)i% value calculation determines that the first truss sheet (3) and the second truss sheet (4) correspond to the upper chord node AiIs high difference value delta hi＝L×mi%, wherein L is the truss spacing of the first truss sheet (3) and the second truss sheet (4);
then the first truss sheet (3) is used for winding up a node AiTaking the height as a reference, and calculating the upper chord node AiIs high difference value delta hiArranging upper chord nodes A of the second truss sheets (4)iHeight.
4. The method for realizing the ultrahigh transition section of the steel truss bonded beam bridge deck according to claim 1, is characterized in that:
after the first truss sheet (3) and the second truss sheet (4) are adjusted, corresponding to the upper chord node AiAfter the height of the truss is reached, arranging an upper chord cross beam (5) between the first truss sheet (3) and the second truss sheet (4), wherein the upper chord cross beam (5) comprises an upper chord node cross beam (6) and an upper chord inter-node cross beam (7), and the upper chord inter-node cross beam (7) is positioned between two adjacent upper chord node cross beams (6).
5. The method for realizing the ultrahigh transition section of the steel truss bonded beam bridge deck according to claim 1, is characterized in that:
after the node is determined, precast concrete slab CAiAfter the outer dimensions of (a), prefabricating a concrete slab CA at the nodeiThe bottom surface of the long edge is provided with a plurality of rubber cushion blocks (12) every timeThe thickness of the rubber cushion block (12) is determined according to the bridge deck elevation at the node in the bridge forming state and the prefabricated concrete slab CA of the nodeiAnd calculating the top surface elevation of the steel truss girder.
6. The method for realizing the ultrahigh transition section of the steel truss bonded beam bridge deck according to claim 1, is characterized in that:
in determining said internode precast concrete panel CAiIn the outer dimensions of `, the internode precast concrete panel CAi' outer dimension of precast concrete slab CA according to the nodeiThe outer dimension design of (2).
7. The method for realizing the ultrahigh transition section of the steel truss bonded beam bridge deck according to claim 1, is characterized in that:
after the determination of the internode precast concrete slab CAi' after the outer dimension, precast concrete slab CA in the internodeiThe bottom surfaces of the long sides are respectively provided with a plurality of rubber cushion blocks (12), the thickness of each rubber cushion block (12) is equal to the bridge deck elevation at the internode according to the bridge forming state, and the internode precast concrete plate CAi' and calculating the top surface elevation of the steel truss girder.
8. The method for realizing the ultrahigh transition section of the steel truss bonded beam bridge deck according to claim 1, is characterized in that:
after the node is determined, precast concrete slab CAiAfter the outer dimensions of (a), prefabricating the node into a concrete slab CAiTranslate to upper chord node Ai+1Making the node precast concrete slab CAi+1And the external dimension of the node precast concrete plate CAiIs the same, and rotates the node precast concrete slab CA by taking a bridge deck design elevation datum point (13) as a rotation center base pointiMake the information of the transverse slope of the top surface mi+1Percent, simultaneously calculating the CA of the node precast concrete slabi+1The thickness value of the rubber cushion block (12) at the bottom of the long side meets the calculated thickness value of the rubber cushion block (12)If the conditions are limited, the thickness of the rubber cushion block (12) is adjusted to enable the node precast concrete plate CAi+1The information of the transverse slope of the top surface is mi+1％。
9. The method for realizing the ultrahigh transition section of the steel truss bonded beam bridge deck according to claim 8, wherein the method comprises the following steps:
if the calculated thickness value of the rubber cushion block (12) does not meet the limiting condition, according to the upper chord node Ai+1Bridge deck cross slope information mi+1Top surface cross slope information p of% upper chord node beam (6)i+1% and the external dimensions of the first truss upper chord top surface (10) and the second truss upper chord top surface (11) determine the upper chord node Ai+1Node precast concrete board CAi+1According to the bridge deck elevation at the bridge forming state and the node precast concrete board CAi+1And calculating the height mark of the top surface of the steel truss girder.
10. The method for realizing the ultrahigh transition section of the steel truss bonded beam bridge deck according to claim 8, wherein the method comprises the following steps:
the thickness of the rubber cushion block (12) is the thickness after compression, and the thickness limit condition is set to be not more than 8cm and not less than 1.5 cm.
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