CN209652756U - A kind of close stringer system segmentation prestressing force overlapping concrete slab - Google Patents
A kind of close stringer system segmentation prestressing force overlapping concrete slab Download PDFInfo
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- CN209652756U CN209652756U CN201920003138.5U CN201920003138U CN209652756U CN 209652756 U CN209652756 U CN 209652756U CN 201920003138 U CN201920003138 U CN 201920003138U CN 209652756 U CN209652756 U CN 209652756U
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- 239000004567 concrete Substances 0.000 title claims abstract description 57
- 230000011218 segmentation Effects 0.000 title claims abstract description 16
- 239000011178 precast concrete Substances 0.000 claims abstract description 53
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 45
- 239000010959 steel Substances 0.000 claims abstract description 45
- 239000002131 composite material Substances 0.000 claims description 12
- 239000010425 asbestos Substances 0.000 claims description 4
- 239000011384 asphalt concrete Substances 0.000 claims description 4
- 229910052895 riebeckite Inorganic materials 0.000 claims description 4
- 239000011513 prestressed concrete Substances 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 abstract description 4
- 238000000926 separation method Methods 0.000 abstract description 2
- 238000009408 flooring Methods 0.000 abstract 4
- 238000010586 diagram Methods 0.000 description 11
- 238000010276 construction Methods 0.000 description 8
- 230000008901 benefit Effects 0.000 description 6
- 230000005540 biological transmission Effects 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 230000013011 mating Effects 0.000 description 3
- 230000007797 corrosion Effects 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000002407 reforming Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The utility model discloses a kind of close stringer system segmentation prestressing force to overlap concrete slab, including precast concrete floorings (7), crossbeam (1) and stringer (2)；The setting stringer (2) spaced apart on the crossbeam (1), the stringer (2) is supported on the crossbeam (1), steel grid system is formed, the precast concrete floorings (7) are installed on each of the crossbeam (1) and the stringer (2) formation the steel checker and fasten；Precast concrete floorings (7) are separated with main truss (3), are only connected by crossbeam (1) with main truss (3)；The floorings of the utility model weaken crossbeam and side purlin junction rigidity, using the form of plate girder separation and as far as possible using i shaped cross section crossbeam, the transmitting between tie-rod power and prestressing force and main truss are reduced, to reduce concrete slab fracture width.
Description
Technical Field
The utility model belongs to the technical field of the concrete bridge deck, more specifically relates to a close longeron system segmentation prestressing force coincide concrete bridge deck.
Background
The steel-concrete composite structure bridge is rapidly developed in nearly 20 years, and the advantages of the materials are fully exerted due to the reasonable utilization of the characteristics of the materials, so that compared with a pure steel structure bridge, the steel can be greatly saved, the rigidity and the bearing capacity are improved, and the like; compared with the traditional concrete structure bridge, the bridge has the advantages of obviously reducing the structure height, improving the spanning capability, lightening the dead weight, improving the anti-seismic performance, shortening the construction period and the like, and has obvious comprehensive advantages. Therefore, the steel-concrete combined beam is adopted to reinforce and reform the existing reinforced concrete bridge, so that remarkable technical economic benefits and social benefits can be generated, and the steel-concrete combined beam is one of important development directions for reinforcing and reforming the bridge.
However, at present, orthotropic steel bridge decks are mostly adopted for large-span through-put continuous steel truss arch bridge decks, and steel-concrete combined bridge decks are not adopted for the moment. The steel-concrete combined bridge deck and the orthotropic steel bridge deck in the prior art have the following problems:
1. in the prior art, the steel-concrete combined bridge deck is in a plate girder combined mode, and the main girder tie rod force and the horizontal tension borne by a concrete bridge deck are both large, so that the stability of the bridge deck structure is not facilitated.
2. On a large-span non-thrust arch, the concrete bridge deck as a part of the tie bars can bear large horizontal tie bar tension, so that the tension stress of the concrete bridge deck along the bridge direction is difficult to control.
3. The traditional orthotropic steel bridge deck is easy to cause fatigue under the action of a heavy-duty vehicle; the orthotropic steel bridge deck has the problems of easy pavement and corrosion in the marine environment; the wind resistance of the orthotropic steel bridge deck of the long-span bridge is poorer than that of a concrete bridge deck; the control difficulty of the welding residual stress and the residual deformation of the orthotropic steel bridge deck of the long-span bridge is high, and the construction precision requirement is high.
SUMMERY OF THE UTILITY MODEL
To prior art's above defect or improvement demand, the utility model provides a close longeron system segmentation prestressing force coincide concrete decking and construction method installs precast concrete decking on the steel lattice system that crossbeam and longeron formed to only link to each other through the crossbeam between precast concrete decking and the main purlin, compare the mode that the plate girder combines, the former can reduce the transmission between tie rod power and concrete bridge floor prestressing force and the main purlin to a certain extent.
In order to achieve the purpose, the segmented prestress superposed concrete bridge deck of the dense longitudinal beam system comprises a precast concrete bridge deck, a cross beam and longitudinal beams; wherein,
the longitudinal beams are supported on the cross beams at certain intervals to form a steel lattice system, and the precast concrete bridge deck is installed on each steel lattice system formed by the cross beams and the longitudinal beams; and,
the bridge deck structure is characterized in that a main truss is arranged on one side of the cross beam, a plurality of tie rods are arranged inside the main truss, a plurality of hanging rods are arranged above the main truss, the cross beam is connected with the main truss, and the concrete bridge deck is not directly connected with the main truss to form a bridge deck structure with separated plate girders.
Furthermore, a first splicing plate is arranged on the cross beam, a plurality of round holes are arranged on the first splicing plate in an array mode, a web plate of the cross beam is connected with the main truss through the first splicing plate, and a lower flange plate of the cross beam is connected with the main truss through a second splicing plate.
Further, the inside horizontal interval of precast concrete decking sets up a plurality of steel bundles and passes the hole, the steel bundle sets up the steel bundle in passing the hole, indulges the bridge to adjacent horizontal interval sets up a plurality of connectors between the precast concrete decking, partly the steel bundle passes through connector fixed connection, another part the one end of steel bundle is for stretching out the end, and the other end is the stiff end.
Further, the tensioning end and the fixed end are respectively fixed at two ends of the precast concrete bridge deck.
Furthermore, two adjacent precast concrete bridge decks are connected through a cast-in-place wet joint, and the precast concrete bridge decks and the steel lattice system are connected through the wet joint and the shear nails.
Furthermore, the longitudinal beams are connected with each other at the cross beam through longitudinal beam connecting plates, and the web plates and the lower flange plates of the longitudinal beams are connected with the longitudinal beam connecting plates through bolts.
Furthermore, a plurality of long round holes are formed in the longitudinal beam connecting plate, and a plurality of round holes are formed in the longitudinal beam.
Furthermore, stiffening ribs are further arranged in the longitudinal beam connecting plates.
Furthermore, a layer of asbestos pad is arranged on the supporting surface of the precast concrete bridge deck, and a layer of asphalt concrete is arranged above the precast concrete bridge deck.
Generally, through the utility model discloses above technical scheme who conceives compares with prior art, can gain following beneficial effect:
(1) the utility model discloses a close longeron system segmentation prestressing force coincide concrete bridge panel installs precast concrete bridge panel on the steel lattice system that crossbeam and longeron formed to only link to each other through the crossbeam between precast concrete bridge panel and the main purlin, compare the mode that the plate girder combines, the former can reduce the transmission between system rod power and concrete bridge floor prestressing force and the main purlin to a certain extent.
(2) The utility model discloses a close longeron system segmentation prestressing force coincide concrete bridge panel, the one end of steel strand is the stretch-draw end, and the other end is the stiff end, adopts the prestressing force of segmented mode stretch-draw precast concrete bridge panel, can reduce prestressing force stretch-draw degree under the time limit for a project permits, has improved prestressing force efficiency.
(3) The utility model discloses a close longeron system segmentation prestressing force coincide concrete decking, the crossbeam adopts the I shape cross-section, and the rigidity of reduction crossbeam and main purlin junction reduces the tie rod power and the transmission between prestressing force and the main purlin to reduce concrete decking crack width.
(4) The utility model discloses a close longeron system segmentation prestressing force coincide concrete decking, compare traditional orthotropic board, its construction accuracy requirement is comparatively low, it is functional good to be connected with the layer of mating formation, adapt to heavy load traffic demand, maintenance work load is few, use cost in the life cycle descends to some extent, and the increase of the turn-round frequency ratio of bridge floor system, be applicable to coastal wind environment, the fatigue problem under the heavy-duty vehicle effect of traditional orthotropic decking has been solved, the easy damage problem of mating formation and the corrosion problem under the marine environment, the anti-wind stability of bridge floor system has been promoted.
Drawings
Fig. 1 is a schematic view of the overall structure of a laminated concrete deck slab with a prestressed section and a dense longitudinal beam system according to an embodiment of the present invention;
fig. 2 is a schematic view of the longitudinal and transverse beams of the dense longitudinal beam system in the embodiment of the present invention, which are involved in the sectional prestressed composite concrete bridge deck;
fig. 3 is a layout diagram of a precast concrete deck slab related to a dense longitudinal beam system sectional prestressed composite concrete deck slab of the embodiment of the present invention;
FIG. 4 is a top view of FIG. 3;
fig. 5 is a structural diagram of the connection between the cross beam and the main girder related to the sectional prestressed composite concrete bridge deck of the dense longitudinal beam system in the embodiment of the present invention;
fig. 6 is a longitudinal and transverse beam connection structure diagram related to the sectional prestressed composite concrete bridge deck of the dense longitudinal beam system in the embodiment of the present invention;
fig. 7 is a layout diagram of prestressed cables related to a dense longitudinal beam system sectional prestressed laminated concrete bridge deck according to an embodiment of the present invention;
FIG. 8 is a view C-C of FIG. 7;
fig. 9 is the prestressing efficiency distribution diagram that dense longeron system segmentation prestressing force coincide concrete bridge panel of the embodiment of the utility model relates to.
In all the figures, the same reference numerals denote the same features, in particular: 1-cross beam, 2-longitudinal beam, 3-main truss, 4-tie bar, 5-wet joint, 6-asbestos pad, 7-precast concrete bridge deck, 8-asphalt concrete, 9-first splice plate, 10-round hole, 11-second splice plate, 12-longitudinal beam connecting plate, 13-long round hole, 14-stiffening rib, 15-steel beam, 16-connector and 17-steel beam through hole; 151-steel bundle stretching end, 152-steel bundle fixing end.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the invention. Furthermore, the technical features mentioned in the embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.
Fig. 1 is the embodiment of the utility model provides a close longeron system segmentation prestressing force coincide concrete bridge panel overall structure schematic diagram. Fig. 2 is the schematic view of the longitudinal and transverse beams of the dense longitudinal beam system in the embodiment of the present invention, which relates to the segmented prestressed composite concrete bridge deck. Referring to fig. 1 and 2, a dense longitudinal beam system sectional prestressed laminated concrete bridge deck includes a cross beam 1, a longitudinal beam 2, a main girder 3, a tie bar 4, a wet joint 5, and a precast concrete bridge deck 7. The bridge deck is provided with a plurality of longitudinal beams 2 which are supported on a cross beam 1 to form a lattice system, the longitudinal beams 2 are arranged on the cross beam 1 at certain intervals, and as can be seen from 1/2A-A in figure 1, a main truss 3 is arranged on one side of the cross beam 1 and is connected with the main truss 3. A plurality of tie bars 4 are arranged in the main truss 3, and a plurality of hanging rods are arranged above the main truss 3. In addition, a layer of asbestos pad 6 is laid on the bearing surface of the precast concrete bridge deck 7, and a layer of asphalt concrete 8 is laid above the precast concrete bridge deck 7. Two adjacent precast concrete bridge deck boards 7 are connected through a cast-in-place wet joint 5.
Further, fig. 3 is the utility model discloses a precast concrete decking arrangement diagram that dense longeron system segmentation prestressing force coincide concrete decking relates to. Fig. 4 is a top view of fig. 3. As shown in fig. 3 and 4, a precast concrete deck slab 7 is installed on each steel lattice system formed by the cross beams 1 and the longitudinal beams 2, the steel lattice beams and the precast concrete deck slab 7 are combined into an integral structure through wet joints 5 and shear nails, and every two precast concrete deck slabs 7 are connected through a cast-in-place wet joint 5. The cross beam is directly connected with the main girder 3. The embodiment of the utility model provides a close longeron system segmentation prestressing force coincide concrete bridge panel, compare traditional orthotropic board, its construction accuracy requirement is comparatively low, the layer connection performance of mating formation is good, adapt to heavy load traffic demand, maintenance work load is few, use cost in the life cycle descends to some extent, and compare traditional orthotropic board, connection performance is good, the whole rigidity of bridge promotes, the turn round frequency ratio that makes the bridge floor system has improved 2.2 by 1.59, turn round frequency ratio is positive correlation with the wind resistance performance, the wind resistance performance of bridge has been guaranteed.
Preferably, the distance between two adjacent cross beams 1 is 12 m-16 m, the distance between two adjacent longitudinal beams 2 is about 4m, and the thickness of the precast concrete deck slab 7 is about 26 cm.
Further, fig. 5 is a structural diagram of the connection between the main girder and the cross beam related to the dense longitudinal girder system sectional prestressed laminated concrete bridge deck according to the embodiment of the present invention. As shown in fig. 5, the precast concrete deck slab 7 is connected with the main girder 3 only through the cross beam 1, the cross beam 1 is provided with a first splice plate 9, a plurality of round holes 10 are arranged in an array of the first splice plate 9 and used for passing bolts, the web of the cross beam 1 is connected with the main girder 3 through the first splice plate 9 by bolts, the lower flange plate of the cross beam 1 is connected with the main girder 3 through the second splice plate 11 by bolts, and the upper flange plate is welded with the main girder 3. The utility model discloses a close longeron system segmentation prestressing force coincide concrete decking board adopts the form of plate girder separation, only through the scheme that crossbeam 1 links to each other with main purlin 3 between precast concrete decking 7 and the main purlin 3, compares the mode that the plate girder combines, and the horizontal pulling force that the 3 rigidity tie rods of former main purlin and precast concrete decking 7 receive all has the reduction more than 6%.
Further, fig. 6 is a longitudinal and transverse beam connection structure diagram related to the sectional prestressed composite concrete bridge deck of the dense longitudinal beam system according to the embodiment of the present invention. As shown in fig. 6, the cross beam 1 is an i-shaped steel, a hole is formed in the middle of the cross beam 1 for the longitudinal beam 2 to pass through, the longitudinal beams 2 are connected with each other at the cross beam 1 through longitudinal beam connecting plates 12, wherein a web plate and a lower flange plate of the longitudinal beam 2 are connected with the longitudinal beam connecting plates 12 through bolts, and an upper flange plate is welded. A plurality of round holes 10 are arranged on the longitudinal beam 2, and a plurality of long round holes 13 are arranged in the longitudinal beam connecting plate 12. Stiffening ribs 14 are also provided in the stringer webs 12. The cross beam 1 adopts an I-shaped cross section, the rigidity of the joint of the cross beam 1 and the main girder 3 is weakened, and the tie bar force and the transmission between the prestress and the main girder are reduced, so that the crack width of the concrete bridge deck is reduced.
Further, fig. 7 is a prestressed cable layout diagram related to the laminated concrete bridge deck slab with the segmented prestress of the dense longitudinal beam system according to the embodiment of the present invention. Fig. 8 is a view from C-C of fig. 7. As shown in fig. 7 and 8, a plurality of steel strand through holes 17 are transversely arranged in the precast concrete bridge deck 7 for the steel strands 15 to pass through, and a plurality of connectors 16 are transversely arranged between two adjacent precast concrete bridge decks 7 at intervals in the longitudinal direction of the bridge to connect a part of the steel strands 15; one end of the other part of the steel bundle 15 is a tensioning end 151, the other end is a fixed end 152, the tensioning end 151 and the fixed end 152 are respectively fixed at two ends of the precast concrete bridge deck 7 and are arranged in a staggered mode with the connector 16, and the whole bridge deck is divided into a plurality of bridge decks to be tensioned together. The prestressing force stretch-draw length is longer, and prestressing force loss is big more, consequently the utility model discloses a prestressing force of sectional mode stretch-draw precast concrete decking 7 can reduce prestressing force stretch-draw length under the time limit for a project permits, improves prestressing force efficiency, can better control decking crack width.
Further, fig. 9 is a distribution diagram of the prestress efficiency related to the laminated prestressed concrete bridge deck of the dense longitudinal beam system according to the embodiment of the present invention. As shown in fig. 9, the prestress ratio of the lattice-shaped steel structure formed by the precast concrete deck slab 7 and the cross beam 1 and the longitudinal beam 2 in the overall cross section is, for example, as shown in the above figure, and the results show that: the prestress efficiency is low near the top of the middle pier due to the large rigidity of the main girder 3, and 52% of prestress is transferred to the precast concrete bridge deck 7; the prestress efficiency is high in the span 260m range, and about 72% of prestress is transferred to the precast concrete deck slab 7.
Further, the construction method of the dense longitudinal beam system subsection prestress laminated concrete bridge deck comprises the following steps:
s1: the longitudinal beams 2 are arranged on the cross beam 1, the cross beam 1 and the longitudinal beams 2 are not fixedly connected, and bolts for connecting the two adjacent longitudinal beams 2 in the oblong holes 13 are not screwed;
s2: the prestress of the tie bars 4 in the main truss 3 is tensioned, so that the stress state of the main structure of the steel truss arch rib is improved;
s3: bolts for connecting two adjacent longitudinal beams 2 are connected inside the long circular holes 13 in the consolidation longitudinal beam connecting plates 12, so that the phenomenon that the tensile force of the flexible tie bars is too much converted into the initial pressure of the small longitudinal beams is avoided;
s4: hoisting the full-bridge precast concrete deck slab 7 to enable horizontal pulling force generated by the self weight of the deck slab to be distributed to the longitudinal beams 2 without being transmitted to the precast concrete deck slab 7, and installing steel bundles 15 between the set precast concrete deck slabs 7;
s5: the precast concrete bridge deck boards 7 are consolidated with the cross beams 1 and the longitudinal beams 2 through the shear nails and the cast-in-situ concrete between the two adjacent precast concrete bridge deck boards 7;
s6: the pre-stress in the precast concrete deck slab 7 is tensioned and the tie bar pre-stress is again tensioned.
The embodiment of the utility model provides a close longeron system segmentation prestressing force coincide concrete bridge panel is through letting bridge floor system longeron 2 participate in the atress at construction stage by stage, better solution concrete bridge panel pressurized must drive the technical problem of this unreasonable stress state of bridge floor system steel construction minor longitudinal beam pressurized. The bridge deck system longitudinal beam 2 is integrally pulled within the range of 400m main span, the material strength is fully utilized, the local compressive stress of 100m side span and the middle pier top is also less than 150Mpa, each stress state is good, and the economy is good.
It will be understood by those skilled in the art that the foregoing is merely a preferred embodiment of the present invention, and is not intended to limit the invention, and that any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included within the scope of the present invention.
Claims (9)
1. A close longeron system segmentation prestressing force coincide concrete decking, includes precast concrete decking (7), characterized by, still include crossbeam (1) and longeron (2); wherein,
the longitudinal beams (2) are supported on the cross beams (1) at intervals to form a steel lattice system, and the precast concrete bridge deck (7) is installed on each steel lattice system formed by the cross beams (1) and the longitudinal beams (2); and,
the bridge deck structure is characterized in that a main truss (3) is arranged on one side of the cross beam (1), a plurality of tie rods (4) are arranged inside the main truss (3), a plurality of hanging rods are arranged above the main truss (3), the cross beam (1) is connected with the main truss (3), and a concrete bridge deck (7) is not directly connected with the main truss (3) to form a bridge deck structure with separated plate trusses.
2. The laminated prestressed concrete bridge deck according to claim 1, wherein a first splicing plate (9) is arranged on the cross beam (1), a plurality of circular holes (10) are arranged on the first splicing plate (9) in an array manner, a web plate of the cross beam (1) is connected with the main girder (3) through the first splicing plate (9), and a lower flange plate of the cross beam (1) is connected with the main girder (3) through a second splicing plate (11).
3. A dense longitudinal beam system sectional prestressed composite concrete bridge deck according to claim 1 or 2, characterized in that a plurality of steel beam through holes (17) are arranged in the precast concrete bridge deck (7) at transverse intervals, steel beams (15) are arranged in the steel beam through holes (17), a plurality of connectors (16) are arranged in the longitudinal bridge to the adjacent precast concrete bridge deck (7) at transverse intervals, one part of the steel beams (15) are fixedly connected through the connectors (16), and the other part of the steel beams (15) has one tensile end (151) and the other fixed end (152).
4. A dense longitudinal beam system sectional prestressed composite concrete deck according to claim 3, characterized in that said tensioning end (151) and said fixed end (152) are fixed to both ends of said precast concrete deck (7), respectively.
5. A dense longitudinal girder system sectional prestressed composite concrete deck according to claim 1 or 2, characterized in that two adjacent precast concrete deck slabs (7) are connected by a wet cast-in-place seam (5), and the precast concrete deck slabs (7) are connected with the steel lattice system by the wet cast-in-place seam (5) and shear nails.
6. A dense girder system segmental prestressed laminated concrete deck slab according to claim 1 or 2, characterized in that the girders (2) are connected to each other at the girders (1) by means of girder connecting plates (12), wherein the webs and lower flange plates of the girders (2) are bolted to the girder connecting plates (12).
7. The laminated concrete deck slab with the segmented prestress of the dense longitudinal beam system as claimed in claim 6, wherein a plurality of oblong holes (13) are formed in the longitudinal beam connecting plate (12), and a plurality of round holes (10) are formed in the longitudinal beam (2).
8. A dense longitudinal beam system sectional prestressed composite concrete deck according to claim 7, characterized in that said longitudinal beam web (12) is further provided with stiffening ribs (14).
9. A dense longitudinal beam system sectional prestressed composite concrete deck slab according to claim 1 or 2, characterized in that a layer of asbestos mat (6) is arranged on the bearing surface of the precast concrete deck slab (7), and a layer of asphalt concrete (8) is arranged above the precast concrete deck slab (7).
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| CN201920003138.5U CN209652756U (en) | 2019-01-02 | 2019-01-02 | A kind of close stringer system segmentation prestressing force overlapping concrete slab |
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| CN201920003138.5U CN209652756U (en) | 2019-01-02 | 2019-01-02 | A kind of close stringer system segmentation prestressing force overlapping concrete slab |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109629418A (en) * | 2019-01-02 | 2019-04-16 | 中铁第四勘察设计院集团有限公司 | A kind of close stringer system segmentation prestressing force overlapping concrete slab and construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109629418A (en) * | 2019-01-02 | 2019-04-16 | 中铁第四勘察设计院集团有限公司 | A kind of close stringer system segmentation prestressing force overlapping concrete slab and construction method |
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