CN104911986A

CN104911986A - Steel composite PSC truss U-shaped simply supported girder bridge and continuous beam bridge

Info

Publication number: CN104911986A
Application number: CN201510073958.8A
Authority: CN
Inventors: 盧炅範; 盧又鉉; 安声镛; 安善福
Original assignee: Gui Technology (strain) Again; Beijing Di Sheng Kechuang Construction Engineering Corp Ltd
Current assignee: Gui Technology (strain) Again; Beijing Di Sheng Kechuang Construction Engineering Corp Ltd
Priority date: 2014-06-18
Filing date: 2015-02-12
Publication date: 2015-09-16
Also published as: KR20150145038A; KR101606135B1

Abstract

The invention refers to a steel composite PSC truss U-shaped simply supported girder bridge, comprising a U-shaped girder (40), a abutment bearing concrete partition block (50), a half-prefabricated bridge deck slab (60), first and second internal stretching PS steel wires (W1,W2), first and second external stretching PS steel wires (W3,W4), first and second internal stretching PS steel wire anchor block and anchorage zones (71a,71b) and a pair of first and second external stretching PS steel wire anchor block and anchorage zones (73a,73b). According to the invention, the structure and stretching mode of the steel composite PSC truss U-shaped girder truss joints, anchor block and anchorage zones, saddle shapes and PC steel wires of the prior art are improved, and the efficiency is increased; in addition, compared with the PSC U-shaped girder of the prior art, the steel composite PSC truss U-shaped simply supported girder bridge reduce the usage amount of concrete, and the weight of the girder; compared with a steel box girder or a U-shaped steel girder, the steel composite PSC truss U-shaped simply supported girder bridge reduce the usage amount of steel, and increases economic benefits.

Description

The U-shaped simply supported girder bridge of steel compound PSC truss and continuous girder bridge

Art

The present invention relates to the U-shaped simply supported girder bridge of a kind of steel compound PSC (prestressed concrete) truss and continuous girder bridge.

current background technology

The U-shaped beam of PSC in past mainly uses following methods.First, utilize the post stretching in units of span or pre-add to open method manufacture, then settle abutment, bridge pier, finally make inner side bearing present serialization by bridge plate.This is compared with PSC I type beam, although the intensity of beam is larger, practicality is higher, operating expenses is cheap, but weight significantly increases, and the making of abutment, bridge pier, carrying, lifting, making manufacturer required for arrangement and support etc. are too much, therefore, its practicality is very limited, is used hardly in China.In the middle of nearest construction example, the U-shaped beam of PSC is often made into unit sections form on a small scale.Although this method is by reducing U-shaped beam Unit Weight, improve making and arrangement aspect produced problem, but the joint quantity of girder segment is too much, need in girder segment junction, steel work makeshift device is set on a large scale, in, in the middle of small-scale bridge construction, due to so many makeshift device expense can not be born, lack economic benefit, therefore its practicality is poor.Further, the steel box-girder in past is compared with the U-shaped beam of PSC, and its weight is lighter, and also carries out at the scene combining, settling with the making of sections unit in making manufacturer, sets up also more simple, is therefore widely adopted.However, in fact, the use amount of steel box-girder to steel in past is more, and operating expenses is also very high, is unfavorable for reducing cost.

For this reason, although it is more less than steel box girder bridge to employ operating expenses, construction also more simple U-shaped girder steel, compared with the U-shaped beam of PSC, is wanting in apart from very large in economy.And in fact, although past a part of engineering can adopt steel-concrete combination beam, its form of construction work can not improve, therefore, be also used in hardly in the middle of Practical Project.

Namely, for the U-shaped beam of steel compound PSC truss in past, although truss web can be used on its PSC lower flange of girder edge, but due to the part that steel structure truss is combined with PSC lower flange of girder, the drawing process of PS steel wire, and the inefficiency of anchorage zone etc., in most cases, by the making of 1 bridge that stretches, arrangement, construction.Therefore, not only the weight of beam is large, and required steel are also a lot, so generally can not use at home.Even if it is not use, high to the evaluation of its practicality yet.Moreover, often there is the problems such as girder steel collapse in work progress, need development structure to stablize and the excellent technology of practicality, but, be that the exploitation of technology stagnates always up till now.And, this project need the most responsive be also that the maximum construction technology of difficulty is, on the node that steel structure truss and PSC lower flange of girder edge synthesize, steel structure truss and PSC lower flange of girder edge can be made effectively to combine, thus the economy of increase engineering.

Summary of the invention

In order to solve the problem, the invention provides a kind of U-shaped simply supported girder bridge of steel compound PSC truss and the continuous girder bridge (Steel composite PSC truss U girder simple bridge and continous bridge) that can improve the form of construction work of steel structure truss in the past.The scheme that the present invention solves the problems of the technologies described above is as follows.The present invention is the advantage of collection PSC and steel is the U-shaped compound beam of steel concrete all over the body.Its lower flange of girder edge again PSC lower flange of girder edge is formed, and web is formed by using prestressed steel structure truss web, and successfully the steel structure truss of solving in the deficiency in practicality of constructing.Further, the invention provides a kind of engineering cost cheap, the U-shaped simply supported girder bridge of steel compound PSC truss that the weight of beam is little and continuous girder bridge.

By the present invention, the only beam of the advantage of choice set PSC and steel, can produce the bridge of shallow embedding, large span.Compared with the U-shaped beam of steel compound PSC truss in past, improve panel point, anchor block and anchorage zone, saddle shape, the structure of PC steel wire and stretching mode, increase efficiency.Further, compared with the U-shaped beam of the PSC in past, decrease concrete use amount, make the weight saving of beam.Compared with steel box-girder or U-shaped girder steel, save the use amount of steel, thus make economic benefit.Further, because of the weight saving of beam, the arrangement of beam is more prone to, and the restriction of suffered orographic condition is little.And make, the construction of arrangement etc. is easier.Further, when importing prestressing force, can make lifting force evenly and effectively transmit to the top of beam.

The U-shaped simply supported girder bridge of a kind of steel compound PSC truss, it comprises U-shaped beam 40, abutment bearing concrete partition block 50, half prefabricated bridge 60, first, two inner tensile PS steel wire W1, W2, first, two outside stretching PS steel wire W3, W4, first, two inner tensile PS steel wire anchor blocks and anchorage zone 71a, 71b and a pair first, two outside extension PS steel wire anchor block and anchorage zone 73a, 73b, it is characterized in that, described U-shaped beam 40 includes concrete beam bottom flange 10, a pair concrete beam top flange 20 and connect a pair truss web 30 of concrete beam top flange 20 described in described both sides, concrete beam bottom flange 10 and a pair respectively, abutment bearing concrete partition block 50, in described U-shaped beam 40 both side ends, connects described concrete beam bottom flange 10, a pair concrete beam top flange 20 and a pair truss web 30, half prefabricated bridge 60 is placed in described concrete beam top flange 20, first and second inner tensile PS steel wire W1, is located at described concrete beam bottom flange 10 in W2, first and second outside stretching PS steel wire W3, is located at the inner space of described U-shaped beam 40 in W4, first and second inner tensile PS steel wire anchor block and anchorage zone 71a, 71b be first and second inner tensile PS steel wire W1, W2 described in anchoring respectively, first and second outside stretching PS steel wire anchor block described and anchorage zone 73a, 73b first and second outside stretching PS steel wire W3, W4 of anchoring respectively, described first inner tensile PS steel wire anchor block and anchorage zone 71a are placed in the bottom at described U-shaped beam 40 two ends, and the second inner tensile PS steel wire anchor block and anchorage zone 71b depart from described U-shaped beam 40 two ends, are placed in described lower flange of girder edge 10 upper end, first and second outside stretching PS steel wire anchor block described and anchorage zone 73a, 73b settle downwards successively from the top at described U-shaped beam 40 two ends, described first and second inner tensile PS steel wire W1, W2 make manufacturer at bridge and stretch, described first and second outside stretching PS steel wire W3, W4 are placed on the abutment 1 of described U-shaped beam 40, stretch after described half prefabricated bridge 60 builds bridge plate.

Further, described simply supported girder bridge also includes pair of outside saddle type block 82, pair of inside saddle type block 81, outside steel work diagonal web member 85, steel work upper chord 87, inner side steel work diagonal web member 86; Described pair of outside saddle type block 82, on described second inner tensile PS steel wire anchor block and anchorage zone 71b, engages with described concrete beam bottom flange 10, and described second outside stretching PS steel wire W4 is deflected; Described pair of inside saddle type block 81, in the inner side of described pair of outside saddle type block 82, engages with described concrete beam bottom flange 10, and described first outside stretching PS steel wire W3 is deflected; Described outside steel work diagonal web member 85 on the interval from each position of above-mentioned medial and lateral saddle type block 81,82 to described concrete beam top flange 20, with side engagement in described truss web 30; Described steel work upper chord 87 connects the top of described outside steel work diagonal web member 85; Described inner side steel work diagonal web member 86 connects the center of described steel work upper chord 87 and the described medial and lateral saddle type block 81,82 in its both sides; The lifting force of described first and second outside stretching PS steel wire W3, W4 by the described outside steel work diagonal web member 85 about it and inner side steel work diagonal web member 86, with the braced structures of the W shape formed, can transmit to top.

Further, described simply supported girder bridge also comprises outside stretching PS steel wire anchor block and the anchorage zone 74 of a pair maintenance management, and for maintaining the saddle pipe 74a of management; Outside stretching PS steel wire anchor block and the anchorage zone 74 of described a pair maintenance management are placed in first and second inner tensile PS steel wire anchor block described and anchorage zone 71a, on the concrete beam bottom flange 10 between 71b; The described saddle pipe 74a for maintaining management is placed in described medial and lateral saddle type block 81, on 82.

The U-shaped continuous girder bridge of a kind of steel compound PSC truss, described continuous girder bridge comprises concrete beam bottom flange 10, a pair concrete beam top flange 20 and connect a pair truss web 30 of described both sides, concrete beam bottom flange 10 and a pair concrete beam top flange 20 respectively, it is characterized in that, comprise again the U-shaped beam of outside span 110 and the U-shaped beam 120 of inner side span, abutment bearing concrete partition block 50 and bridge pier bearing pad concrete partition block 53, half prefabricated bridge 60, first, two inner tensile PS steel wire W1, W2, first, two outside stretching PS steel wire W3, W4, first, two inner tensile PS steel wire anchor blocks and anchorage zone 71a, 71b and first, two outside stretching PS steel wire anchor block and anchorage zone 73a, 73b, span U-shaped beam 110 in described outside is placed between abutment 1 and bridge pier 2, and span U-shaped beam 120 in described inner side is placed between bridge pier 2 and bridge pier 2, described abutment bearing concret block 50 and bridge pier bearing pad concret block 53, at described outside span U-shaped beam 110 outboard end and described outer, the U-shaped beam 110 of inner side span, on the tie point of 120, connect described concrete beam bottom flange 10, a pair concrete beam top flange 20 and a pair truss web 30, described half prefabricated bridge 60 is placed on the concrete beam top flange 20 of described outer, the U-shaped beam 110,120 of inner side span, it is inner that described first and second inner tensile PS steel wire W1, W2 are arranged at described concrete beam bottom flange 10 that is outer, the U-shaped beam 110,120 of inner side span, described first and second outside stretching PS steel wire W3, W4 are arranged at the inner space of described outer, the U-shaped beam 110,120 of inner side span, first and second inner tensile PS steel wire anchor block described and anchorage zone 71a, 71b be first and second inner tensile PS steel wire W1, W2 described in anchoring respectively, first and second outside stretching PS steel wire anchor block described and anchorage zone 73a, 73b first and second outside stretching PS steel wire W3, W4 of anchoring respectively, described first inner tensile PS steel wire anchor block and anchorage zone 71a are placed in described outer, the U-shaped beam 110 of inner side span, the bottom at 120 two ends, described second inner tensile PS steel wire anchor block and anchorage zone 71b be placed in from described, inner side span U-shaped beam 110,120 inward at both ends lateral deviation with a certain distance from described concrete beam bottom flange 10 on, described first outside stretching PS steel wire anchor block and anchorage zone 73a are placed in the outer upper of the U-shaped beam of described outside span 110 and the top of described outer, inner side span U-shaped beam 110,120 tie point both sides respectively, described second outside stretching PS steel wire anchor block and anchorage zone 73b are placed in the outer upper of the U-shaped beam 110 of described outside span, and are in the below of described first outside stretching PS steel wire anchor block and anchorage zone 73a, described first and second inner tensile PS steel wire W1, W2 makes manufacturer at bridge and stretches, described first outside stretching PS steel wire W3, at described outer, the U-shaped beam 110 of inner side span, 120 be placed in described abutment 1 and bridge pier 2 continuously after, connect with adjacent described outer, the U-shaped beam 110,120 of inner side span and stretch.All bridges between the U-shaped beam of described outside span 110, after described half prefabricated bridge 60 builds bridge plate, are carried out connecting and stretching by described second outside stretching steel wire W4.

Further, outside saddle type block 82, pair of inside saddle type block 81, outside steel work diagonal web member 85, steel work upper chord 87 and inner side steel work diagonal web member 86 is also comprised; Described outside saddle type block 82, at described outer, the U-shaped beam 110 in inner side, inside the second inner tensile PS steel wire anchor block on 120 and anchorage zone 71b, engages with described concrete beam bottom flange 10, and described second outside stretching PS steel wire W4 is deflected; Described pair of inside saddle type block 81, in the inner side of described pair of outside saddle type block 82, engages with described concrete beam bottom flange 82, and described first outside stretching PS steel wire W3 is deflected; Be clipped to described concrete beam top flange 20 from described medial and lateral saddle type block 81,82 points, be provided with the outside steel work diagonal web member 85 adjacent with the inner side of described truss web 30; Described steel work upper chord 87 connects the top of described outside steel work diagonal web member 85; Described inner side steel work diagonal web member 86 connects the described medial and lateral saddle type block 81,82 of described steel work upper chord 87 center and both sides; First and second outside stretching PS steel wire W3 described, the lifting force of W4, by the W type braced structures be made up of outside steel work diagonal web member 85 and inner side steel work diagonal web member 86 of left and right sides, is delivered to top.

Further, on the inner side saddle type block 81 of the U-shaped beam 120 of described inner side span, by the position of described second outside stretching PS steel wire W4 pendulum on the position higher than described first outside stretching PS steel wire W3, the moment between the U-shaped beam 110 of described outside span and inner side span U beam 120 is made to reach balance.

Further, the U-shaped continuous girder bridge of steel compound PSC truss also comprises outside stretching PS steel wire anchor block for maintaining management and anchorage zone 74 and the saddle pipe 74a for maintaining management; Concrete beam bottom flange 10 top and the U-shaped beam of inner side span connection holder top both sides on, can be configured for maintain management outside stretching PS steel wire anchor block and anchorage zone 74; Described concrete beam bottom flange 10 is in the outboard end of the U-shaped beam in described outside 110 with between coupled described second inner tensile PS steel wire anchor block and anchorage zone 71b; Saddle pipe 74a for maintaining management is placed in described medial and lateral saddle type block 81, on 82; Can be connected with adjacent bridge subsection if desired with the saddle pipe 74a for maintaining management for the outside stretching PS steel wire anchor block and anchorage zone 74 maintaining management described in utilizing, in order to increase the tension force of the outside stretching PS steel wire for maintaining management.

The U-shaped continuous girder bridge of a kind of steel compound PSC truss, it comprises concrete beam bottom flange 10, a pair concrete beam top flange 20 and connect a pair truss web of both sides, described concrete beam bottom flange 10 and a pair concrete beam top flange 20, it is characterized in that, also comprise the U-shaped girder segment of abutment bearing, the U-shaped girder segment of bridge pier bearing pad, the U-shaped girder segment of span center, abutment bearing concrete partition block 50, bridge pier bearing pad concrete partition block 53, half prefabricated bridge 60, first, two, three inner tensile PS steel wire W1, W2, W5, first, two outside stretching PS steel wire W3, W4, 71a, 71b, 71c, 73a, 73b.Abutment bearing U-shaped girder segment 210 one end is placed on abutment 1, and the U-shaped girder segment 220 of bridge pier bearing pad is placed on bridge pier 2; The U-shaped girder segment of span center 230 is placed between described bridge pier 2 and bridge pier 2; At the outboard end of the U-shaped girder segment of abutment bearing 210 and the center of the U-shaped girder segment 220 of bridge pier bearing pad, be provided with the abutment bearing concrete partition block 50 and bridge pier bearing pad concrete partition block 53 that concrete beam bottom flange 10, a pair concrete beam top flange 20 and a pair truss web 30 are connected; Half prefabricated bridge 60 is provided with in the concrete beam top flange 20 of described U-shaped girder segment 210,220,230; Inner in the concrete beam bottom flange 10 of described U-shaped girder segment 210,220,230, be provided with described first, second and third inner tensile PS steel wire W1, W2, W5; At described U-shaped girder segment 210,220, the inner space of 230, is provided with first and second outside stretching PS steel wire W3, W4; Described first, second and third inner tensile PS steel wire W1, W2, W5 are anchored at first, second and third inner tensile PS steel wire anchor block and anchorage zone 71a respectively, on 71b, 71c; Described first and second outside stretching PS steel wire W3, W4 are anchored at first and second outside stretching PS steel wire anchor block and anchorage zone 73a, on 73b respectively; Described first inner tensile PS steel wire anchor block and anchorage zone 71a are placed in described U-shaped girder segment 210,220, the bottom of 230 both side ends, described second inner tensile PS steel wire anchor block and anchorage zone 71b are placed in and depart to the inside the described concrete beam bottom flange 10 of certain distance from described U-shaped girder segment both side ends.Described 3rd inner tensile PS steel wire anchor block and anchorage zone 71c are to be connected each U-shaped girder segment 210,220,230 described, and are placed on the concrete beam bottom flange 10 of the tie point both sides of described U-shaped girder segment 210,220,230 respectively; First outside stretching PS steel wire anchor block and anchorage zone 73a are arranged on the outside on abutment bearing U-shaped girder segment 210 top and the both sides on abutment bearing concrete partition block 53 top, second outside stretching PS steel wire anchor block and anchorage zone 73b are placed in the outside on abutment bearing U-shaped girder segment 210 top, are positioned at the bottom that cement PS steel wire anchor block and anchorage zone 73a are drawn in the first outside; Described first and second inner tensile PS steel wire W1, W2 make manufacturer at bridge and stretch; Described 3rd inner tensile PS steel wire W5, after being first placed on abutment 1 and bridge pier 2 by each U-shaped girder segment 210,220,230, then by itself and adjacent U-shaped girder segment 210,220,230 are connected to each other, and make it to stretch; First outside stretching PS steel wire W3 is after the 3rd inner tensile PS steel wire W5 stretches, and by described adjacent U-shaped girder segment 210,220,230 are interconnected and stretch; After bridge plate is built on half prefabricated bridge 60 top, all Bridge Beam sections 210 between the U-shaped girder segment of described abutment bearing 210 of both sides all connect and stretch in the lump by the second outside stretching PS steel wire W4.

Further, it also comprises outside saddle type block, pair of inside saddle type block, joint concret block, pair of inside saddle type block, outside steel work diagonal web member, steel work upper chord and inner side steel work diagonal web member; Inside the second inner tensile PS steel wire anchor block of described outside saddle type block 82 on the U-shaped girder segment 210 of described abutment bearing and anchorage zone 71b, engage with described concrete beam bottom flange 10, described second outside stretching PS steel wire W4 is deflected; Described pair of inside saddle type block 81, between the outside saddle type block 82 and medial end of the U-shaped girder segment 210 of described abutment bearing, engages with described concrete beam bottom flange 10, and described first outside stretching PS steel wire W3 is deflected; On the concrete beam bottom flange 10 of described bridge pier bearing pad U-shaped girder segment 220 both side ends, form the joint concret block 89 that described second outside stretching PS steel wire W4 is deflected; Described pair of inside saddle type block 81 engages with the described concrete beam bottom flange 10 deviating from described span center U-shaped girder segment 230 two ends, and described first outside stretching PS steel wire W3 is deflected; Be clipped on described concrete beam top flange 20 from described medial and lateral saddle type block 81,82 points, be provided with the described outside steel work diagonal web member 85 connected with the inner side of described truss web 30; Described steel work upper chord 87 connects the top of described outside steel work diagonal web member 85; And described inner side steel work diagonal web member 86 connects the described medial and lateral saddle type block 81,82 of described steel work upper chord 87 center and both sides; First and second outside stretching PS steel wire W3 described, the lifting force of W4, the W type braced structures that can be made up of the outside steel work diagonal web member 85 of left and right sides and inner side steel work diagonal web member 86 and described joint concret block 89 are supported.

Further, it also comprises outside stretching PS steel wire anchor block for maintaining management and anchorage zone and for maintaining the saddle pipe in pipe; On the both sides on the top of concrete beam bottom flange 10 and bridge pier bearing pad concrete partition block 53 top of the U-shaped girder segment 220 of bridge pier bearing pad, the outside stretching PS steel wire anchor block and the anchorage zone 74 that maintain management can be configured for; Described concrete beam bottom flange 10 is in the outboard end of the U-shaped girder segment of described abutment bearing 210 with between coupled described second inner tensile PS steel wire anchor block and anchorage zone 71b; Saddle pipe 74a for maintaining management is placed in described medial and lateral saddle type block 81, on 82; If desired, utilizing described outside stretching PS steel wire anchor block for maintaining management and anchorage zone 74 and saddle pipe 74a, adjacent beam can being coupled together, increasing the tension force of the outside stretching PS steel wire for maintaining management.

Further, the truss web 30 of the U-shaped simply supported girder bridge of described steel compound PSC truss comprises multiple steel pipe diagonal web member, the first joint and the second joint; The end of described multiple steel pipe diagonal web member 31 is airtight structures, and installs according to zigzag; First joint 33 is positioned in the both side ends of described steel pipe diagonal web member 31, and steel pipe diagonal web member 31 is interconnected; Second joint 37 is positioned on the side, two ends of described steel pipe diagonal web member 31, and steel pipe diagonal web member 31 is interconnected; Described first joint 33 comprises 1 section of junction plate 34 being positioned at described steel pipe diagonal web member 31 side and 2 sections of junction plates 35 at opposite side; Described second joint 37 comprises 2 sections of junction plates 39 being positioned at described steel pipe diagonal web member 31 and 1 section of junction plate 38 at opposite side; Be positioned at 1 section of junction plate 34 of described steel pipe diagonal web member 31 first joint 33, between the 2 sections of junction plates 35 being inserted in connected steel pipe diagonal web member 31 first joint 33, and combine with bolt, between the 2 sections of junction plates 39 being inserted in connected steel pipe diagonal web member 31 second joint 37 at 1 section of junction plate 38 of described steel pipe diagonal web member 31 second joint 37, and combined by bolt.

Further, the side of concrete beam bottom flange 10 and soffit are that U-shaped is wrapped up by steel by the U-shaped simply supported girder bridge of steel compound PSC truss.

Further, the truss web 30 of the U-shaped simply supported girder bridge of described steel compound PSC truss comprises multiple steel pipe diagonal web member, the first joint and the second joint.The end of described steel pipe diagonal web member 31 is airtight structures, and installs according to zigzag.The both side ends that first joint 33 is positioned at described steel pipe diagonal web member 31 makes steel pipe diagonal web member 31 be interconnected, and the second joint 37 is positioned on the side, two ends of described steel pipe diagonal web member 31, and steel pipe diagonal web member 31 is interconnected; Described first joint 33 comprises 1 section of junction plate 34 being positioned at described steel pipe diagonal web member 31 side and 2 sections of junction plates 35 at opposite side, and described second joint 37 comprises 2 sections of junction plates 39 being positioned at described steel pipe diagonal web member 31 and 1 section of junction plate 38 at opposite side; Be positioned at 1 section of junction plate 34 of described steel pipe diagonal web member 31 first joint 33, between the 2 sections of junction plates 35 being inserted in connected steel pipe diagonal web member 31 first joint 33, and combine with bolt; Between the 2 sections of junction plates 39 being inserted in connected steel pipe diagonal web member 31 second joint 37 at 1 section of junction plate 38 of described steel pipe diagonal web member 31 second joint 37, and combined by bolt.

Further, the side of concrete beam bottom flange 10 and soffit are that U-shaped is wrapped up by steel by described beam bridge.

the description of the drawings

Fig. 1 is the exemplary plot of the bridge construction of the U-shaped simply supported girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention.

Fig. 2 is the skiagraph of the U-shaped simply supported girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention.

Fig. 3 a to Fig. 3 f is by the skiagraph of the U-shaped simply supported girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention, from the A-A of Fig. 2, and the cross-sectional drawing shown in B-B, C-C, D-D, E-E, F-F line direction.

Fig. 4 is the exemplary plot of the bridge construction of the U-shaped continuous girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention.

Fig. 5 is the skiagraph of the U-shaped simply supported girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention.

Fig. 6 a is the skiagraph of the U-shaped beam of span outside the U-shaped continuous girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention.

Fig. 6 b is the skiagraph of the U-shaped beam of span inside the U-shaped continuous girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention.

Fig. 7 a to Fig. 7 n is by the skiagraph of the U-shaped continuous girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention, from the A-A of Fig. 5, and the cross-sectional drawing shown in B-B, C-C, D-D, E-E, F-F, G-G, H-H, I-I, J-J, K-K, L-L, M-M, N-N line direction.

Fig. 8 is the exemplary plot of the bridge construction of the U-shaped continuous girder bridge of steel compound PSC truss based on another kind of case study on implementation of the present invention.

Fig. 9 is the skiagraph of the U-shaped simply supported girder bridge of steel compound PSC truss based on another kind of case study on implementation of the present invention.

Figure 10 a is the skiagraph of the U-shaped girder segment of abutment bearing of steel compound PSC truss U-shaped girder segment continuous girder bridge based on another kind of case study on implementation of the present invention.

Figure 10 b is the skiagraph of the U-shaped girder segment of bridge pier bearing pad of steel compound PSC truss U-shaped girder segment continuous girder bridge based on another kind of case study on implementation of the present invention.

Figure 10 c is the skiagraph of the U-shaped girder segment of span center of steel compound PSC truss U-shaped girder segment continuous girder bridge based on another kind of case study on implementation of the present invention.

Figure 11 a to Figure 11 k is by the skiagraph of the U-shaped continuous girder bridge of steel compound PSC truss based on another kind of case study on implementation of the present invention, from the A-A of Fig. 9, and the cross-sectional drawing shown in B-B, C-C, D-D, E-E, F-F, G-G, H-H, I-I, J-J, K-K line direction.

Figure 12 a to Figure 12 c is the oblique view of the side view of the U-shaped beam of steel compound PSC truss be applicable to based on the U-shaped simply supported girder bridge of steel compound PSC truss of the present invention and continuous girder bridge, profile and truss web.

description of reference numerals

1: abutment

2: bridge pier

10: concrete beam bottom flange

20: concrete beam top flange

30: truss web

31: steel pipe diagonal web member

33: the 1 joints

34:1 section junction plate

35:2 section junction plate

37: the 2 joints

38:1 section junction plate

39:2 section junction plate

40:U type beam

50: abutment bearing concrete partition block

53: bridge pier bearing pad concrete partition block

60: half prefabricated bridges

71a: the 1 inner tensile PS steel wire anchor block and anchorage zone

71b: the 2 inner tensile PS steel wire anchor block and anchorage zone

71c: the 3 inner tensile PS steel wire anchor block and anchorage zone

73a: the 1 outside stretching PS steel wire anchor block and anchorage zone

73b: the 2 outside stretching PS steel wire anchor block and anchorage zone

74: for maintaining outside stretching PS steel wire anchor block and the anchorage zone of management

74a: for maintaining the saddle type block of management

81: inner side saddle type block

82: outside saddle type block

85: outside steel work diagonal web member

86: inner side steel work diagonal web member

87: brace on steel work

89: joint concret block

110: the U-shaped beam of outside span

120: the U-shaped beam of inner side span

210: the U-shaped girder segment of abutment bearing

220: the U-shaped girder segment of bridge pier bearing pad

230: the U-shaped girder segment of span center

W1: the 1 inner tensile PS steel wire

W2: the 2 inner tensile PS steel wire

W3: the 1 outside stretching PS steel wire

W4: the 2 outside stretching PS steel wire

W5: the 3 inner tensile PS steel wire

concrete embodiment

Next, will be described in detail to cases more of the present invention by accompanying drawing.Give reference marks to the element of each accompanying drawing, for identical element, although may mark in difference diagram, represent with same symbol as far as possible.Further, when case study on implementation of the present invention is described, if be an impediment to understanding case study on implementation of the present invention to indicated dependency structure or illustrating of function, then detailed description is omitted.

Further, when the element of the invention process case is described, the 1st, the 2nd, A, B is employed, a), (term such as b.Above-mentioned term, just in order to the element of a structure and other elements are differentiated and used, does not limit essence or the order of relevant element corresponding thereto.If certain element and certain are recorded in somewhere, other elements " are connected ", " combination ", or " contact ", can represent that described element directly connects with other key elements described or contacts, also can represent has again other key elements " to be connected " with it between each element, " combination " or " contact ".

Next, by diagram, be described in detail to the structure based on the U-shaped simply supported girder bridge of steel compound PSC truss of the present invention.

Fig. 1 is the exemplary plot of the bridge construction of the U-shaped simply supported girder bridge of steel compound PSC truss, and Fig. 2 is the skiagraph of the U-shaped simply supported girder bridge of PSC truss, and Fig. 3 a to Fig. 3 f is the A-A from Fig. 2, the cross-sectional drawing shown in B-B, C-C, D-D, E-E, F-F line direction.

Referring to figs. 1 through Fig. 3 f, based on a kind of case of the present invention, steel compound PSC truss U-shaped (40) simply supported girder bridge, its U-shaped beam is single span amount, and be placed between two abutments (1), moreover, abutment (1) and bridge pier (2 also can be placed in, with reference to Fig. 4), between bridge pier (2) and bridge pier (2).

A pair truss web (30) that U-shaped beam (40) is connected respectively by concrete beam bottom flange (10), a pair concrete beam top flange (20) and concrete beam bottom flange (10) both sides and a pair concrete beam top flange (20) is formed.

The two ends of U-shaped beam (40) are by concrete beam bottom flange (10), and a pair abutment bearing concrete partition block (50) of a pair concrete beam top flange (20) and connection a pair web (30) is formed.Concrete beam top flange (20) is provided with half prefabricated bridge (60).

Concrete beam bottom flange (10) inside is provided with the 1st, 2 inner tensile PS steel wires (W1, W2), and the inner space of U-shaped beam (40) is provided with the 1st, 2 outside stretching PS steel wire (W3, W4).

1st, 2 inner tensile PS steel wires (W1, W2) make manufacturer at bridge, first manufacture U-shaped beam (40), then arrange half prefabricated bridge (60) in concrete beam top flange (20), make it to stretch.After U-shaped beam (40) being placed on abutment (1) or bridge pier (2), because the load after building bridge plate need be considered, 1st, 2 inner tensile PS steel wires (W1, W2) need the load bearing U-shaped beam (40), half prefabricated bridge (60) and bridge plate.

In order to the 1st, 2 inner tensile PS steel wires (W1, W2) described in difference anchoring, the 1st inner tensile PS steel wire anchor block and anchorage zone (71a) and the 2nd inner tensile PS steel wire anchor block and anchorage zone (71b) need be set.Wherein, 1st inner tensile PS steel wire anchor block and anchorage zone (71a) are arranged on the bottom at U-shaped beam (40) two ends, and the 2nd inner tensile PS steel wire anchor block and anchorage zone (71b) are arranged on and deviate from the concrete beam bottom flange (10) at U-shaped beam (40) two ends.

On the one hand; 1st; 2 outside stretching PS steel wire (W3; W4); be arranged on abutment (1) and bridge pier (2) at U-shaped beam (40); and after the bridge plate on half prefabricated bridge (60) builds completion, then stretch, bear mobile load simultaneously.

In order to the 1st, 2 outside stretching PS steel wire (W3, W4) described in difference anchoring, the 1st outside stretching PS steel wire anchor block and anchorage zone (73a) and the 2nd outside stretching PS steel wire anchor block and anchorage zone (73b) need be set.Wherein, 1st outside stretching PS steel wire anchor block and anchorage zone (73a) are arranged on the top of abutment bearing concrete partition block (50) at U-shaped beam (40) two ends, 2nd outside stretching PS steel wire anchor block and anchorage zone (73b) are also arranged on the top of abutment bearing concrete partition block (50) deviating from U-shaped beam (40) two ends, but need be located at the bottom of the 1st outside stretching PS steel wire anchor block and anchorage zone (73a).

Further, arrangement makes the 1st, a pair medial and lateral saddle type block (81,82) that 2 outside stretching PS steel wire (W3, W4) deflect.Outside saddle type block (82), on the 2nd inner tensile PS steel wire anchor block and anchorage zone (71b) inner side, engage with the both sides of the shape of a pair symmetry with concrete beam bottom flange (10), inner side saddle type block (81), in the inner side of pair of outside saddle type block (82), engage with the both sides of the shape of a pair symmetry with concrete beam bottom flange (10).The lifting force that medial and lateral saddle type block (81,82) will act on the 1st, 2 outside stretching PS steel wire (W3, W4) of medial and lateral saddle type block (81,82) is delivered to U-shaped beam (40).

Now, be arranged on the height of the PS steel wire deflection saddle pipe of inside and outside portion saddle type block, its 4 fulcrums are all consistent with the height of medial and lateral saddle type block (81,82) lower end.This makes the 1st, and the lifting force of 2 outside stretching PS steel wire (W3, W4) on each fulcrum is impartial consistent.

Described medial and lateral saddle type block (81,82) are made up of steel work upper chord (87) and outer, inner side steel work diagonal web member (85,86).Respectively from medial and lateral saddle type block (81,82) to concrete beam top flange (20), be provided with outside steel work diagonal web member (85) adjacent with the inner side of truss web (30), and the top in outside steel work diagonal web member (85) is connected with steel work upper chord (87).By the center of steel work upper chord (87) and medial and lateral saddle type block (81,82), connected by inner side steel work diagonal web member (86), 1st, 2 outside stretching PS steel wire (W3, W4) lifting force, by the W shape braced structures that outside steel work diagonal web member (85) about it and inner side steel work diagonal web member (86) are formed, transmit upward, make to act on medial and lateral saddle type block (81,82) lifting force of the 1st, 2 outside stretching PS steel wire (W3, W4) more effectively transmits upward.

It is too thick that this W type braced structures makes the thickness of truss web (30) not need, and just can make the 1st, and the lifting force of 2 outside stretching PS steel wire (W3, W4) is effectively passed to U-shaped beam (40).And, truss web (30) can form trussed construction with outside steel work diagonal web member (85), steel work upper chord (87), inner side steel work diagonal web member (86) and concrete beam bottom flange (10), the 1st can be made, what the lifting force of 2 outside stretching PS steel wire (W3, W4) was stable is passed to U-shaped beam (40).This by act on the aftermentioned U-shaped continuous girder bridge of steel compound PSC truss based on a kind of case study on implementation of the present invention and another kind of case study on implementation the U-shaped girder segment continuous girder bridge of steel compound PSC truss in the middle of.

And, if desired, in order to maintain and manage tension force, need the 1st, 2 inner tensile PS steel wire anchor blocks and anchorage zone (71a, concrete beam bottom flange (10) 71b) is arranged a pair for maintaining outside stretching PS steel wire anchor block and anchorage zone (74) of management, and saddle pipe (74a) is set at medial and lateral saddle type block (81,82).

Next, the structure chart with reference to the U-shaped continuous girder bridge of steel compound PSC truss based on another kind of case study on implementation of the present invention is described in detail.

Fig. 4 is the exemplary plot of the bridge construction of the U-shaped continuous girder bridge of steel compound PSC truss, and Fig. 5 is the skiagraph of the U-shaped simply supported girder bridge of steel compound PSC truss, and Fig. 6 a and Fig. 6 b is the skiagraph of the outside U-shaped beam of span and the U-shaped beam of inner side span respectively, Fig. 7 a to Fig. 7 n is the A-A from Fig. 5, B-B, C-C, D-D, E-E, F-F, G-G, H-H, I-I, J-J, K-K, L-L, cross-sectional drawing shown in M-M, N-N line direction.

With reference to Fig. 4 to Fig. 7 n, for the U-shaped continuous girder bridge of steel compound PSC truss based on another kind of case study on implementation of the present invention, 2 that are arranged between abutment (1) and bridge pier (2) the outsides U-shaped beam of span (110) and the U-shaped beam of inner side span (120) be arranged between bridge pier (2) and bridge pier (2) are connected to each other.If desired, the quantity of the inner side U-shaped beam of span (120) can be increased.

The outside U-shaped beam of span (110) and the U-shaped beam of inner side span (120) are respectively by concrete beam bottom flange (10), a pair concrete beam top flange (20) and form with a pair truss web (30) that concrete beam bottom flange (10) both sides and a pair concrete beam top flange (20) are connected respectively.

With the tie point between outer, the U-shaped beam of inner side span (110,120) in the outboard end of the U-shaped beam of outside span (110) concrete beam bottom flange (10), a pair concrete beam top flange (20) are set respectively and connect abutment bearing concrete partition block (50) and abutment bearing concrete partition block (53) of a pair truss web (30).Then, the concrete beam top flange (20) of the U-shaped beam of medial and lateral span (110,120) arranges half prefabricated bridge (60).

Outward, the U-shaped beam (110 of inner side span, 120) concrete beam bottom flange (10) inside is provided with the 1st, 2 inner tensile PS steel wire (W1, W2), outward, the U-shaped beam (110 of inner side span, 120) inner space is provided with the 1st, 2 outside stretching PS steel wire (W3, W4).

1st, 2 inner tensile PS steel wire (W1, W2) outside, the U-shaped beam (110 of inner side span, 120), after making, directly stretch in making manufacturer, the 1st, 2 inner tensile PS steel wire (W1, W2), till being placed in and building before bridge plate, the load of outer, the U-shaped beam of inner side span (110,120) and half prefabricated bridge (60) need be born.

In order to the 1st, 2 inner tensile PS steel wires (W1, W2) described in difference anchoring, the 1st inner tensile PS steel wire anchor block and anchorage zone (71a) and the 2nd inner tensile PS steel wire anchor block and anchorage zone (71b) need be set.Wherein, outside the 1st inner tensile PS steel wire anchor block and anchorage zone (71a) are arranged on.The U-shaped beam (110 of inner side span, 120) bottom at two ends, 2nd inner tensile PS steel wire anchor block and anchorage zone (71b) be arranged on deviate from outer, the U-shaped beam of inner side span (110,120) two ends concrete beam bottom flange (10) on.

On the one hand, by outer, the U-shaped beam of inner side span (110,120) be placed on abutment (1) and bridge pier (2) continuously, carry out the construction of concrete partition block (53) and settle permanent bridge beam support, outer, the U-shaped beam (110 of inner side span afterwards the 1st outside stretching PS steel wire (W3) is adjacent, 120) connect and stretch, making it bear the load next wanting the bridge plate of construction.

And; after bridge plate is built on half prefabricated bridge (60) top; U-shaped for span outside both sides beam (110) is all connected with the U-shaped beam of inner side span (120) in-between and stretches in the lump by the 2nd outside stretching PS steel wire (W4), makes it bear mobile load.

In order to the 1st, 2 outside stretching PS steel wire (W3, W4) described in difference anchoring, settle the 1st outside stretching PS steel wire anchor block and anchorage zone (73a), the 2nd outside stretching PS steel wire anchor block and anchorage zone (73b).The top of the outer upper end that the 1st outside stretching PS steel wire anchor block and anchorage zone (73a) are placed in the outside U-shaped beam of span (110) respectively and the tie point both sides of outer, the U-shaped beam of inner side span (110,120).2nd outside stretching PS steel wire anchor block and anchorage zone (73b) are placed in the outer upper end in the outside U-shaped beam of span (110), are positioned at the below of the 1st outside stretching PS steel wire anchor block and anchorage zone (73a).

U-shaped for inner side span beam (110,120), together with bridge pier bearing pad concrete partition block (53), connects by the 1st, 2 outside stretching PS steel wire (W3, W4) continuously.

Such as, for the situation of the 1st outside stretching PS steel wire (W3), from the outer upper end of the U-shaped beam of outside span (110) in left side, after pair of inside saddle type block (81) turns, extend to the top of the U-shaped beam of adjacent inboard span (120).And, be placed in the 1st outside stretching PS steel wire (W3) of the inner side U-shaped beam of span (120) from the inner side bearing bridge pier of the U-shaped beam of outside span (110) of side, through the pair of inside saddle type block (81) of the U-shaped beam of inner side span (110), extend to the bearing bridge pier top, inner side of the U-shaped beam of outside span (110) of opposite side.That is, make the 1st outside stretching PS steel wire (W3) mainly settle on a U-shaped beam, its end extends to adjacent U-shaped beam, thus U-shaped beam is connected mutually continuously, makes it run as continuous beam.

And, 2nd outside stretching PS steel wire (W4) is placed between the 2nd outside stretching PS steel wire anchor block and anchorage zone (73b), and two outsides U-shaped beam of span (110) and the U-shaped beam of inner side span (120) between beam are all connected and stretched in the lump.The described 2nd outside stretching PS steel wire anchor block in inner side and anchorage zone (73b) are placed in the outside on span U-shaped beam (110) top, two outsides.Namely, 2nd outside stretching PS steel wire (W4) is from the 2nd outside stretching PS steel wire anchor block and anchorage zone (73b), described 2nd outside stretching PS steel wire anchor block and anchorage zone (73b) are placed in the U-shaped beam of outside span (110) upper outside in left side, extend to the 2nd outside stretching PS steel wire anchor block and anchorage zone (73b), described 2nd outside stretching PS steel wire anchor block and anchorage zone (73b) are placed in pair of outside saddle type block, outward, the U-shaped beam (110 of inner side span, 120) holder top is connected, be positioned at the pair of outside saddle type block (82) of the inner side U-shaped beam of span (120), outward, the U-shaped beam (110 of inner side span, 120) holder top is connected, the outside on span U-shaped beam (110) top, outside, right side.

At this moment, at the middle body of the U-shaped beam of outside span (110), the 1st, 2 outside stretching PS steel wire (W3, W4) are placed on same height.At the middle body of the U-shaped beam of internal span (120), the height of the 2nd outside stretching PS steel wire (W4) is settled to be higher than the height (W3) of the outside stretching PS steel wire of arrangement the 1st.This is in order to inside correspondence, the moment of flexure of the U-shaped beam of span (120) is less than the moment of flexure in the outside U-shaped beam of span (110), makes the eccentric throw (W4) of the 2nd outside stretching PS steel wire on the U-shaped beam of inner side span (120), be less than the outside U-shaped beam of span (110).

Further, in order to make the 1st, 2 outside stretching PS steel wire (W3, W4) deflections, need settle a pair medial and lateral saddle type block (81,82).Outside saddle type block (82), outside, the U-shaped beam (110 of inner side span, 120) on the 2nd inner tensile PS steel wire anchor block on and anchorage zone (71b) inner side, engage with the both sides of the shape of a pair symmetry with coagulation upper beam bottom flange (10), inner side saddle type block (81), outside, the U-shaped beam (110 of inner side span, 120) inner side of pair of outside saddle type block (82), engages with the both sides of the shape of a pair symmetry with concrete beam bottom flange (10).Medial and lateral saddle type block (81,82) the 1st, 2 outside stretching PS steel wire (W3 of medial and lateral saddle type block (81,82) will be acted on, W4) lifting force is delivered to outer, the U-shaped beam of inner side span (110,120).

But for the U-shaped beam of outside span, be arranged on the height of the PS steel wire deflection saddle pipe in inside and outside portion saddle type block (81,82), its 4 fulcrums are all consistent with the height of medial and lateral saddle type block (81,82) lower end.This makes the 1st, and the lifting force of 2 outside stretching PS steel wire (W3, W4) on each fulcrum is impartial consistent.And, for the U-shaped beam of inner side span (120), medial and lateral saddle type block (81 is positioned in setting, 82) during the height of PS steel wire deflection with saddle pipe, need consider that the moment of the inner side U-shaped beam of span (120) is less than the moment of the U-shaped beam of outside span (110), the PS steel wire deflection saddle pipe being therefore positioned at inner side saddle type block (81) can not be identical with the height of the PS steel wire deflection saddle pipe being positioned at outer survey saddle type block (82).Namely, the position being positioned at the PS steel wire deflection saddle pipe in outside saddle type block (82) should be located at the top of the PS steel wire deflection saddle pipe being positioned at inner side saddle type block (81), highly the former is greater than the latter in both orders, the moment outside the lifting force equilibrium that the 2nd outside stretching PS steel wire is produced when stretching, between the U-shaped beam of inner side span.

And, if desired, in order to maintain and manage tension force, concrete beam bottom flange (10) top between the outboard end of the U-shaped beam of outside span (110) and the 2nd coupled inner tensile PS steel wire anchor block and anchorage zone (71b), outward, the U-shaped beam (110 of inner side span, 120) on both sides, tie point top, settle outside PS steel wire anchor block and anchorage zone (74) for maintaining management, at the upper saddle pipe (74a) settled for maintaining management of medial and lateral saddle type block (81,82).Utilize described for maintaining outside stretching PS steel wire anchor block and anchorage zone (74) and the saddle pipe (74a) for maintaining management of management, can stretch in addition and connect the outside stretching PS steel wire for maintaining management of the inner side U-shaped beam of span (110,120).Outside described, inner side span U-shaped beam must be adjacent with it when being and using.

Fig. 8 is the exemplary plot of the bridge construction of the U-shaped continuous girder bridge of steel compound PSC truss of another kind of case study on implementation, and Fig. 9 is the skiagraph of the U-shaped simply supported girder bridge of steel compound PSC truss of another kind of case study on implementation, and Figure 10 a to Figure 10 c is the skiagraph of the U-shaped girder segment of abutment bearing, the U-shaped girder segment of bridge pier bearing pad and the U-shaped girder segment of span center respectively, Figure 11 a to Figure 11 k is the A-A from Fig. 9, B-B, C-C, D-D, E-E, F-F, G-G, H-H, cross-sectional drawing shown in I-I, J-J, K-K line direction.

With reference to Fig. 8 to Figure 11 k, based on the U-shaped continuous girder bridge of steel compound PSC truss of another kind of case study on implementation of the present invention, be made up of the U-shaped girder segment of abutment bearing (210), the U-shaped girder segment of bridge pier bearing pad (220) and the U-shaped girder segment of span center (230), and each sections connects all mutually continuously.

One end of the U-shaped girder segment of abutment bearing (210) is placed in abutment (1); The U-shaped girder segment of bridge pier bearing pad (220) is placed on bridge pier (2); The U-shaped girder segment of span center (230) is placed in the span center between bridge pier (2) and bridge pier (2).

The both sides (10) of concrete beam bottom flange (10), a pair concrete beam top flange (20), concrete beam top flange and a pair concrete beam top flange (20) couple together by the U-shaped girder segment of abutment bearing (210), the U-shaped girder segment of bridge pier bearing pad (220) and the U-shaped girder segment of span center (230) respectively, form a pair truss web (30).

At the outboard end of the U-shaped girder segment of abutment bearing (210) and the center of the U-shaped girder segment of bridge pier bearing pad (220), be provided with abutment bearing concrete partition block (50) and bridge pier bearing pad concrete partition block (53) that concrete beam bottom flange (10), a pair concrete beam top flange (20) and a pair truss web (30) are connected.And be provided with half prefabricated bridge (60) in the concrete beam top flange (20) of each U-shaped girder segment (210,220,230).

Inner in the concrete beam bottom flange (10) of each U-shaped girder segment (210,220,230), be provided with the 1st, 2,3 inner tensile PS steel wire (W1, W2, W5), and at each U-shaped girder segment (210,220,230) inner space, be provided with the 1st, 2 outside stretching PS steel wire (W3, W4).

For the 1st, 2 inner tensile PS steel wire (W1, W2), first paid and manufactured in making manufacturer, again by concrete beam bottom flange (10) stretching internally, by each U-shaped girder segment (210,220,230) be placed on abutment (1), bridge pier (2), and till building before bridge plate, the 1st, 2 inner tensile PS steel wire (W1, W2) load of each U-shaped girder segment (210,220,230) and half prefabricated bridge (60) need be born.For the 3rd inner tensile PS steel wire (W5), first by each U-shaped girder segment (210,220,230) be placed on abutment (1) and bridge pier (2), then by itself and adjacent U-shaped girder segment (210,220,230) be connected to each other, make it to stretch.Certainly, in order to settle each U-shaped girder segment (210,220,230), incessantly needing to use abutment (1) and bridge pier (2), also needing to use interim bridge pier with reference to Fig. 8.

In order to respectively described in anchoring the 1st, 2,3 inner tensile PS steel wire (W1, W2, W5), settle the 1st inner tensile PS steel wire anchor block and anchorage zone (71a), the 2nd inner tensile PS steel wire anchor block and anchorage zone (71b), the 3rd inner tensile PS steel wire anchor block and anchorage zone (71c).1st inner tensile PS steel wire anchor block and anchorage zone (71a) are placed in each U-shaped girder segment (210,220,230) bottom of both side ends, 2nd inner tensile PS steel wire anchor block and anchorage zone (71b) are from each U-shaped girder segment (210,220,230) both side ends departs from certain distance to the inside, is placed on concrete beam bottom flange (10).3rd inner tensile PS steel wire anchor block and anchorage zone (71c) are to be interconnected each U-shaped girder segment (210,220,230), being therefore placed on the concrete beam bottom flange (10) of the tie point both sides of each U-shaped girder segment.

On the one hand, adjacent U-shaped girder segment (210,220,230), after the 3rd inner tensile PS steel wire (W5) stretches, is interconnected by the 1st outside stretching PS steel wire (W3).To the stretching of the 1st outside stretching PS steel wire (W3) be on adjacent bridge pier (2) bearing, settle permanent bridge beam support after, carry out before building bridge plate, to the stretching of the 1st outside stretching PS steel wire (W3) by each U-shaped girder segment (210,220,230) span unit connects continuously, bears the load of bridge plate simultaneously.

After bridge plate is built on half prefabricated bridge (60) top, U-shaped for abutment bearing girder segment (210) and the U-shaped girder segment between them (220,230) all connect and stretch in the lump by the 2nd outside stretching PS steel wire (W4).

In order to the 1st, 2 outside stretching PS steel wire (W3, W4) described in difference anchoring, the 1st outside stretching PS steel wire anchor block and anchorage zone (73a) and the 2nd outside stretching PS steel wire anchor block and anchorage zone (73b) need be set.Wherein, 1st outside stretching PS steel wire anchor block and anchorage zone (73a) are arranged on the outside on the U-shaped girder segment of abutment bearing (210) top and the both sides on abutment bearing concrete partition block (53) top, 2nd outside stretching PS steel wire anchor block and anchorage zone (73b) are placed in the outside on the U-shaped girder segment of abutment bearing (210) top, are positioned at the bottom that cement PS steel wire anchor block and anchorage zone (73a) are drawn in the 1st outside.

In other words, each U-shaped girder segment (210,220,230) connects by described 3rd inner tensile PS steel wire (W5) and the 1st, 2 outside stretching PS steel wire (W3, W4) continuously.

3rd inner tensile PS steel wire (W5) is from being arranged at each U-shaped girder segment (210,220,230) the 3rd inner tensile PS steel wire anchor block on and anchorage zone (71c), be stretched to and be arranged at adjacent U-shaped girder segment (210,220,230) the 3rd inner tensile PS steel wire anchor block on and anchorage zone (71c).And the 1st outside stretching PS steel wire (W3) is from the 1st outside stretching PS steel wire anchor block and anchorage zone (73a) be arranged at the U-shaped girder segment of abutment bearing (210), be stretched to the U-shaped girder segment of adjacent bridge pier bearing pad (the on 220 the 1st outside stretching PS steel wire anchor block and anchorage zone (73a), in addition the 1st outside stretching PS steel wire (W3) is from the outside stretching PS steel wire anchor block in the 1st described bridge pier bearing pad U type girder segment (220) and anchorage zone (73a), through the U-shaped girder segment (230) at adjacent span center place, be stretched to the 1st outside stretching PS steel wire anchor block and anchorage zone (73a) on the U-shaped girder segment of other bridge pier bearing pads (220).Adjacent U-shaped girder segment is interconnected and stretches with span unit by the 3rd inner tensile PS steel wire (W5) and the 1st outside stretching PS steel wire (W3).

And, the upper outside of two U-shaped girder segments of abutment bearing is provided with the 2nd outside stretching PS steel wire anchor block and anchorage zone, and the 2nd outside stretching PS steel wire is placed in the 2nd outside stretching PS steel wire anchor block and anchorage zone, two U-shaped beams of abutment bearing are made all to be connected with the U-shaped girder segment between it and to stretch in the lump.

Further, in order to make the 1st, 2 outside stretching PS steel wire deflections, need settle a pair medial and lateral saddle type block (81,82).Outside saddle type block (82) engages with concrete beam bottom flange at the 2nd inner tensile PS steel wire anchor block of the U-shaped girder segment of abutment bearing and the inner side of anchorage zone.Inner side saddle type block (81), at the U-shaped girder segment of abutment bearing (210), between outside saddle type block (82) and medial end, engages with concrete beam bottom flange (10) with the shape of a pair symmetry.At the U-shaped girder segment of span center (230), deviate from concrete beam bottom flange (10) from two ends, combine with the shape of a pair symmetry.Described medial and lateral saddle type block (81,82) will act on the 1st of medial and lateral saddle type block (81,82) respectively, 2 outside stretching PS steel wire (W3, W4) lifting force is delivered to U-shaped girder segment (210,220,230).And, at the U-shaped girder segment of bridge pier bearing pad (220), the abutment bearing U-shaped girder segment (210) adjacent with the joint concret block (89) be placed on the concrete beam bottom flange (10) at two ends or the joint concret block (89) of the U-shaped girder segment of span center (230), make the 2nd outside stretching PS steel wire (W4) deflection jointly.

But, be placed in the medial and lateral saddle type block (81 of the U-shaped girder segment of abutment bearing (210), 82) with the height of the PS steel wire deflection saddle pipe of inner side saddle type block (81) of the U-shaped girder segment of span center (230), need be consistent with the height of medial and lateral saddle type block (81,82) lower end.This makes the 1st, and the lifting force of 2 outside stretching PS steel wire (W3, W4) on each fulcrum is impartial consistent.

Described medial and lateral saddle type block (81,82) are made up of steel work upper chord (87) and outer, inner side steel work diagonal web member (85,86).Respectively from medial and lateral saddle type block (81,82) to concrete beam top flange (20), be provided with outside steel work diagonal web member (85) adjacent with the inner side of truss web (30), and the top in outside steel work diagonal web member (85) is connected with steel work upper chord (87).By the center of steel work upper chord (87) and medial and lateral saddle type block (81,82), connected by inner side steel work diagonal web member (86), 1st, 2 outside stretching PS steel wire (W3, W4) lifting force, by the W shape braced structures that outside steel work diagonal web member (85) about it and inner side steel work diagonal web member (86) are formed, transmit upward, make to act on medial and lateral saddle type block (81,82) lifting force of the 1st, 2 outside stretching PS steel wire (W3, W4) more effectively transmits upward.And the lifting force of the 1st, 2 outside stretching PS steel wire (W3, W4) is also supported by joint concret block (89).

And, on the both sides on the top of concrete beam bottom flange (10) and bridge pier bearing pad concrete partition block (53) top of the U-shaped girder segment of bridge pier bearing pad (220), the outside stretching PS steel wire anchor block and anchorage zone (74) that maintain management can be configured for.Described concrete beam bottom flange (10) is positioned between the outboard end of the U-shaped girder segment of abutment bearing (210) and the 2nd coupled inner tensile PS steel wire anchor block and anchorage zone (71b), at the upper saddle pipe (74a) settled for maintaining management of the medial and lateral saddle type block (81,82) of each U-shaped girder segment.Utilize described for maintaining outside stretching PS steel wire anchor block and anchorage zone (74) and the saddle pipe (74a) for maintaining management of management.If desired, can being connected with adjacent U-shaped girder segment (210,220,230), increasing the tension force of the outside stretching PS steel wire for maintaining management.

Next, by the abdominal structures to the U-shaped beam of steel compound PSC truss based on described case of the present invention, be described in detail with reference to accompanying drawing.

Figure 12 a to Figure 12 c is the oblique view of the side view of the U-shaped beam of steel compound PSC truss of the U-shaped simply supported girder bridge of steel compound PSC truss and continuous girder bridge, profile and truss web.

With reference to Figure 12 a to Figure 12 c, based on the truss web of the U-shaped simply supported girder bridge of steel compound PSC truss of the present invention and continuous girder bridge, comprise steel pipe diagonal web member, the 1st joint and the 2nd joint.The 1st of truss web, 2 joints and concrete beam bottom flange, beam top flange combine with the form of burying.

The end of steel pipe diagonal web member (31) is airtight structure, and installs according to zigzag.1st joint (33) is positioned in the both side ends of described steel pipe diagonal web member (31), 2nd joint (37) is positioned on the side, two ends of described steel pipe diagonal web member (31), and steel pipe diagonal web member (31) is interconnected.

1st joint (33), in the end of steel pipe diagonal web member (31), is settled along direction of principal axis.There is 1 section of junction plate (34) its side, and opposite side has 2 sections of junction plates (35).Be positioned at 1 section of junction plate (34) of described steel pipe diagonal web member (31) the 1st joint (33), between the 2 sections of junction plates (35) being inserted in connected steel pipe diagonal web member (31) the 1st joint (33), and combined by the mode such as bolt or welding.

2nd joint (37) is arranged on the end sides of steel pipe diagonal web member (31), its side { is provided with the side of described 1st joint (33) 1 sections of junction plates (34) } 2 sections of junction plates (39), and opposite side has 1 section of junction plate (38).The 1 section of junction plate (38) being positioned at described steel pipe diagonal web member (31) the 2nd joint (37) is inserted between 2 sections of junction plates (39) of connected steel pipe diagonal web member (31) the 2nd joint (37), and is combined by the mode such as bolt or welding.

For bridge, except being subject to because except the vertical load that produces of dead load and mobile load and horizontal loading, be also subject to the multiple load such as wind load or seismic load.Because these loads, the coupling part of truss web and concrete beam bottom flange, beam top flange may go wrong.

1st joint (33) and the 2nd joint (37) of steel pipe diagonal web member (31) can prevent steel pipe diagonal web member (31) from moving each other, and combine securely.For from vertical load, horizontal loading, the distortion load of external action on bridge, vibrations load etc., described 1st, 2 joints (33,37) concrete beam bottom flange, lower flange of girder edge (10 is attached to, 20) on, and truss web (30) and concrete beam bottom flange, beam top flange (10,20) are combined firmly.And, the bolt connecting the 1st joint (33) and the 2nd joint (37) can make described combination more stable, where necessary, in the side of the 1st joint (33) and the 2nd joint (37), set up shear connector by modes such as welding not show on figure, thus strengthen truss web (30) and lower flange of girder edge, combination between beam top flange (10,20).

On the one hand, as shown in Figure 12b, the structure of concrete beam bottom flange (10) also can be the structure that U-shaped is wrapped up by steel by the side of concrete beam bottom flange (10) and soffit.

Lower flange of girder edge (10) is U-shaped wraps steel, makes itself and steel case jointly present aesthetic appearance.And in the bridge needing large span, shallow embedding structure, compared with existing steel box girder bridge, can reduce by the operating expenses of 30 ~ 40%.The concrete of concrete beam bottom flange (10) is because of the parcel of U-shaped steel, not only increase the concrete strength of concrete beam bottom flange (10), and because outside the concrete of concrete beam bottom flange (10) is not exposed to, add the inner structure of concrete beam bottom flange (10).

And, the U-shaped steel synthesized with described lower flange of girder edge (10), also there is the mould action of lower flange of girder edge (10) concrete (12), therefore make manufacturer and independent mould can not be used lower flange of girder edge (10) construction, just easily can complete construction.For long-span beams, following construction method can be used.To the lower flange of girder edge (10) of concreting be there is no and the beam be only made up of steel is placed on abutment (1) and bridge pier (2), at the part concreting of lower flange of girder edge (10), and stretched by PS steel wire.In this case, the weight of beam reduces, and installation is set up and is very easy to.When large span, also can easily set up.And, the concrete of concrete beam bottom flange (10) part is built in advance, be placed on abutment (1) or bridge pier (2) again, or first beam is placed on abutment (1) or bridge pier (2), then the concrete of concrete beam bottom flange (10) part is built.These two kinds of methods can according to field condition choice for use.

Above, the whole elements forming the invention process case, when illustrating, although may be described as being combined into one, or describe into combination and operate, however the present invention also can not limit by such case study on implementation.That is, as long as within object scope of the present invention, all elements are all optionally combined into one or more, and the running that combines.Further, " comprising " of above-mentioned record, " formation ", terms such as " having ", if the record do not runed counter to especially, means and includes corresponding element.Therefore be not by except other elements, and should be interpreted as comprising other elements in addition.Comprise technical, all terms of scientific vocabulary, if be not particularly illustrated, then the related notion understood with the people in technical field for the present invention with certain theoretical general knowledge indifference.The same with the term that dictionary defines, the concept identical with the context of relevant technologies should be understood to for normally used term, if clearly do not define in the present invention, then can not by it exceedingly, explain turgidly, can not make an explanation according to its pro forma meaning.

In a word; it is exactly more than each technical essential of the present invention; although be below described the preferred embodiments of the present invention by reference to the accompanying drawings; but the invention is not restricted to above-mentioned detailed description of the invention; above-mentioned detailed description of the invention is only schematic instead of determinate; those of ordinary skill in the art is under enlightenment of the present invention; under the prerequisite without prejudice to present inventive concept and claim; multiple similar enlightenment and accommodation can be drawn; and make corresponding simple change and amendment, be similar to such conversion and all fall within protection scope of the present invention.

Claims

1. the U-shaped simply supported girder bridge of steel compound PSC truss, it comprises U-shaped beam (40), abutment bearing concrete partition block (50), half prefabricated bridge (60), first, two inner tensile PS steel wire (W1, W2), first, two outside stretching PS steel wire (W3, W4), first, two inner tensile PS steel wire anchor blocks and anchorage zone (71a, 71b) and a pair first, two outside extension PS steel wire anchor block and anchorage zone (73a, 73b), it is characterized in that, described U-shaped beam (40) includes concrete beam bottom flange (10), a pair concrete beam top flange (20) and connect a pair truss web (30) of concrete beam top flange (20) described in (10) both sides, described concrete beam bottom flange and a pair respectively,

Abutment bearing concrete partition block (50) is in described U-shaped beam (40) both side ends, connect described concrete beam bottom flange (10), a pair concrete beam top flange (20) and a pair truss web (30);

Half prefabricated bridge (60) is placed in described concrete beam top flange (20);

Described concrete beam bottom flange (10) is located in first and second inner tensile PS steel wire (W1, W2);

The inner space of described U-shaped beam (40) is located in first and second outside stretching PS steel wire (W3, W4);

First and second inner tensile PS steel wire anchor block and anchorage zone (71a, 71b) be first and second inner tensile PS steel wire (W1, W2) described in anchoring respectively;

First and second outside stretching PS steel wire anchor block described and anchorage zone (73a, 73b) first and second outside stretching PS steel wire (W3, W4) of anchoring respectively;

Described first inner tensile PS steel wire anchor block and anchorage zone (71a) are placed in the bottom at described U-shaped beam (40) two ends, second inner tensile PS steel wire anchor block and anchorage zone (71b) depart from described U-shaped beam (40) two ends, are placed in described lower flange of girder edge (10) upper end;

First and second outside stretching PS steel wire anchor block described and anchorage zone (73a, 73b) settle downwards successively from the top at described U-shaped beam (40) two ends;

First and second inner tensile PS steel wire (W1, W2) described makes manufacturer at bridge and stretches;

First and second outside stretching PS steel wire (W3, W4) described is placed on the abutment (1) of described U-shaped beam (40), stretches after described half prefabricated bridge (60) builds bridge plate.

2. simply supported girder bridge according to claim 1, it is characterized in that, described simply supported girder bridge also includes pair of outside saddle type block (82), pair of inside saddle type block (81), outside steel work diagonal web member (85), steel work upper chord (87), inner side steel work diagonal web member (86); Described pair of outside saddle type block (82) is on described second inner tensile PS steel wire anchor block and anchorage zone (71b), engage with described concrete beam bottom flange (10), make described second outside stretching PS steel wire (W4) deflection; Described pair of inside saddle type block (81), in the inner side of described pair of outside saddle type block (82), engages with described concrete beam bottom flange (10), makes described first outside stretching PS steel wire (W3) deflection; Described outside steel work diagonal web member (85) is from above-mentioned medial and lateral saddle type block (81,82) each position on the interval of described concrete beam top flange (20), with the interior side engagement of described truss web (30); Described steel work upper chord (87) connects the top of described outside steel work diagonal web member (85); Described inner side steel work diagonal web member (86) connects the center of described steel work upper chord (87) and described medial and lateral saddle type block (81,82) in its both sides; First and second outside stretching PS steel wire (W3 described, W4) lifting force can by described outside steel work diagonal web member (85) about it and inner side steel work diagonal web member (86), with the braced structures of the W shape formed, transmit to top.

3. simply supported girder bridge according to claim 2, is characterized in that, described simply supported girder bridge also comprises outside stretching PS steel wire anchor block and anchorage zone (74) of a pair maintenance management, and for maintaining the saddle pipe (74a) of management; The outside stretching PS steel wire anchor block of described a pair maintenance management and anchorage zone (74) are placed on described concrete beam bottom flange (10) between first and second inner tensile PS steel wire anchor block and anchorage zone (71a, 71b); The described saddle pipe (74a) for maintaining management is placed on described medial and lateral saddle type block (81,82).

4. the U-shaped continuous girder bridge of steel compound PSC truss, described continuous girder bridge comprises concrete beam bottom flange (10), a pair concrete beam top flange (20) and connect a pair truss web (30) of (10) both sides, described concrete beam bottom flange and a pair concrete beam top flange (20) respectively, it is characterized in that, comprise again the outside U-shaped beam of span (110) and the U-shaped beam of inner side span (120), abutment bearing concrete partition block (50) and bridge pier bearing pad concrete partition block (53), half prefabricated bridge (60), first, two inner tensile PS steel wire (W1, W2), first, two outside stretching PS steel wire (W3, W4), first, two inner tensile PS steel wire anchor blocks and anchorage zone (71a, 71b) and first, two outside stretching PS steel wire anchor block and anchorage zone (73a, 73b), the U-shaped beam of described outside span (110) is placed between abutment (1) and bridge pier (2), and the U-shaped beam of described inner side span (120) is placed between bridge pier (2) and bridge pier (2),

Described abutment bearing concret block (50) and bridge pier bearing pad concret block (53), at described outside span U-shaped beam (110) outboard end and described outer, the U-shaped beam (110 of inner side span, 120), on tie point, described concrete beam bottom flange (10), a pair concrete beam top flange (20) and a pair truss web (30) is connected;

Described half prefabricated bridge (60) is placed on the concrete beam top flange (20) of described outer, the U-shaped beam of inner side span (110,120);

It is inner that first and second inner tensile PS steel wire (W1, W2) described is arranged at described concrete beam bottom flange (10) that is outer, the U-shaped beam of inner side span (110,120);

First and second outside stretching PS steel wire (W3, W4) described is arranged at the inner space of described outer, the U-shaped beam of inner side span (110,120);

First and second inner tensile PS steel wire anchor block described and anchorage zone (71a, 71b) be first and second inner tensile PS steel wire (W1, W2) described in anchoring respectively;

Described first inner tensile PS steel wire anchor block and anchorage zone (71a) are placed in described outer, the U-shaped beam (110 of inner side span, 120) bottom at two ends, described second inner tensile PS steel wire anchor block and anchorage zone (71b) be placed in from described, the U-shaped beam of inner side span (110,120) inward at both ends lateral deviation with a certain distance from described concrete beam bottom flange (10) on;

Described first outside stretching PS steel wire anchor block and anchorage zone (73a) are placed in the outer upper of the U-shaped beam of described outside span (110) and the top of described outer, the U-shaped beam of inner side span (110,120) tie point both sides respectively; Described second outside stretching PS steel wire anchor block and anchorage zone (73b) are placed in the outer upper of the U-shaped beam of described outside span (110), and are in the below of described first outside stretching PS steel wire anchor block and anchorage zone (73a);

Described first and second inner tensile PS steel wire (W1, W2) make manufacturer at bridge to stretch, described first outside stretching PS steel wire (W3), at described outer, the U-shaped beam (110 of inner side span, 120) after being placed in described abutment (1) and bridge pier (2) continuously, connect with adjacent described outer, the U-shaped beam of inner side span (110,120) and stretch;

All bridges between the U-shaped beam of described outside span (110), after described half prefabricated bridge (60) builds bridge plate, are carried out connecting and stretching by described second outside stretching steel wire (W4).

5. continuous girder bridge according to claim 4, it is characterized in that, also comprise outside saddle type block (82), pair of inside saddle type block (81), outside steel work diagonal web member (85), steel work upper chord (87) and inner side steel work diagonal web member (86); Described outside saddle type block (82) is at described outer, the U-shaped beam (110 in inner side, 120) the second inner tensile PS steel wire anchor block on and anchorage zone (71b) inner side, engage with described concrete beam bottom flange (10), and described second outside stretching PS steel wire (W4) is deflected; Described pair of inside saddle type block (81) is in the inner side of described pair of outside saddle type block (82), engage with described concrete beam bottom flange (82), described first outside stretching PS steel wire (W3) is deflected; Divide from described medial and lateral saddle type block (81,82) and be clipped to described concrete beam top flange (20), be provided with outside steel work diagonal web member (85) adjacent with the inner side of described truss web (30); Described steel work upper chord (87) connects the top of described outside steel work diagonal web member (85); Described inner side steel work diagonal web member (86) connects described medial and lateral saddle type block (81,82) of described steel work upper chord (87) center and both sides; The lifting force of first and second outside stretching PS steel wire (W3, W4) described, by the W type braced structures be made up of outside steel work diagonal web member (85) and inner side steel work diagonal web member (86) of left and right sides, is delivered to top.

6. continuous girder bridge according to claim 5, it is characterized in that, on inner side saddle type block (81) of the U-shaped beam of described inner side span (120), by the position of described second outside stretching PS steel wire (W4) pendulum on the position higher than described first outside stretching PS steel wire (W3), the moment between the U-shaped beam of described outside span (110) and inner side span U beam (120) is made to reach balance.

7. continuous girder bridge according to claim 6, it is characterized in that, the U-shaped continuous girder bridge of steel compound PSC truss also comprises outside stretching PS steel wire anchor block for maintaining management and anchorage zone (74) and the saddle pipe (74a) for maintaining management; Concrete beam bottom flange (10) top and the U-shaped beam of inner side span connection holder top both sides on, can be configured for maintain management outside stretching PS steel wire anchor block and anchorage zone (74); Described concrete beam bottom flange (10) is positioned between the outboard end in the U-shaped beam in described outside (110) and coupled described second inner tensile PS steel wire anchor block and anchorage zone (71b); Saddle pipe (74a) for maintaining management is placed on described medial and lateral saddle type block (81,82); Can be connected with adjacent bridge subsection if desired with the saddle pipe (74a) for maintaining management for the outside stretching PS steel wire anchor block and anchorage zone (74) maintaining management described in utilizing, in order to increase the tension force of the outside stretching PS steel wire for maintaining management.

8. the U-shaped continuous girder bridge of steel compound PSC truss, it comprises concrete beam bottom flange (10), a pair concrete beam top flange (20) and connect a pair truss web of both sides, described concrete beam bottom flange (10) and a pair concrete beam top flange (20), it is characterized in that, also comprise the U-shaped girder segment of abutment bearing, the U-shaped girder segment of bridge pier bearing pad, the U-shaped girder segment of span center, abutment bearing concrete partition block (50), bridge pier bearing pad concrete partition block (53), half prefabricated bridge (60), first, two, three inner tensile PS steel wire (W1, W2, W5), first, two outside stretching PS steel wire (W3, W4, 71a, 71b, 71c, 73a, 73b).The U-shaped girder segment of abutment bearing (210) one end is placed on abutment (1), and the U-shaped girder segment of bridge pier bearing pad (220) is placed on bridge pier (2); The U-shaped girder segment of span center (230) is placed between described bridge pier (2) and bridge pier (2);

At the outboard end of the U-shaped girder segment of abutment bearing (210) and the center of the U-shaped girder segment of bridge pier bearing pad (220), be provided with abutment bearing concrete partition block (50) and bridge pier bearing pad concrete partition block (53) that concrete beam bottom flange (10), a pair concrete beam top flange (20) and a pair truss web (30) are connected;

Half prefabricated bridge (60) is provided with in the concrete beam top flange (20) of described U-shaped girder segment (210,220,230);

Inner in the concrete beam bottom flange (10) of described U-shaped girder segment (210,220,230), be provided with first, second and third inner tensile PS steel wire (W1, W2, W5) described;

In the inner space of described U-shaped girder segment (210,220,230), be provided with first and second outside stretching PS steel wire (W3, W4);

First, second and third inner tensile PS steel wire (W1, W2, W5) described is anchored on first, second and third inner tensile PS steel wire anchor block and anchorage zone (71a, 71b, 71c) respectively;

Described, two outside stretching PS steel wire (W3, W4) are anchored on first and second outside stretching PS steel wire anchor block and anchorage zone (73a, 73b) respectively;

Described first inner tensile PS steel wire anchor block and anchorage zone (71a) are placed in described U-shaped girder segment (210,220,230) bottom of both side ends, described second inner tensile PS steel wire anchor block and anchorage zone (71b) are placed in and depart to the inside the described concrete beam bottom flange (10) of certain distance from described U-shaped girder segment both side ends.Described 3rd inner tensile PS steel wire anchor block and anchorage zone (71c) are to be connected each U-shaped girder segment (210 described, 220,230), and be placed in described U-shaped girder segment (210 respectively, 220,230) on the concrete beam bottom flange (10) of tie point both sides;

First outside stretching PS steel wire anchor block and anchorage zone (73a) are arranged on the outside on the U-shaped girder segment of abutment bearing (210) top and the both sides on abutment bearing concrete partition block (53) top, second outside stretching PS steel wire anchor block and anchorage zone (73b) are placed in the outside on the U-shaped girder segment of abutment bearing (210) top, are positioned at the bottom that cement PS steel wire anchor block and anchorage zone (73a) are drawn in the first outside;

Described 3rd inner tensile PS steel wire (W5), first by each U-shaped girder segment (210,220,230) after being placed on abutment (1) and bridge pier (2), again by itself and adjacent U-shaped girder segment (210,220,230) be connected to each other, make it to stretch;

Described adjacent U-shaped girder segment (210,220,230), after the 3rd inner tensile PS steel wire (W5) stretches, is interconnected and stretches by the first outside stretching PS steel wire (W3);

After bridge plate is built on half prefabricated bridge (60) top, all Bridge Beam sections (210) between the U-shaped girder segment of the described abutment bearing (210) of both sides all connect and stretch in the lump by the second outside stretching PS steel wire (W4).

9. continuous girder bridge according to claim 8, it is characterized in that, it also comprises outside saddle type block, pair of inside saddle type block, joint concret block, pair of inside saddle type block, outside steel work diagonal web member, steel work upper chord and inner side steel work diagonal web member; The second inner tensile PS steel wire anchor block of described outside saddle type block (82) on the U-shaped girder segment of described abutment bearing (210) and anchorage zone (71b) inner side, engage with described concrete beam bottom flange (10), described second outside stretching PS steel wire (W4) is deflected; Described pair of inside saddle type block (81) is between outside saddle type block (82) and medial end of the U-shaped girder segment of described abutment bearing (210), engage with described concrete beam bottom flange (10), described first outside stretching PS steel wire (W3) is deflected; On the concrete beam bottom flange (10) of the U-shaped girder segment of described bridge pier bearing pad (220) both side ends, form the joint concret block (89) that described second outside stretching PS steel wire (W4) is deflected; Described pair of inside saddle type block (81) engages with the described concrete beam bottom flange (10) deviating from the U-shaped girder segment of described span center (230) two ends, and described first outside stretching PS steel wire (W3) is deflected; Divide from described medial and lateral saddle type block (81,82) and be clipped on described concrete beam top flange (20), be provided with described outside steel work diagonal web member (85) connected with the inner side of described truss web (30); Described steel work upper chord (87) connects the top of described outside steel work diagonal web member (85); And described inner side steel work diagonal web member (86) connects described medial and lateral saddle type block (81,82) of described steel work upper chord (87) center and both sides; First and second outside stretching PS steel wire (W3 described, W4) lifting force, the W type braced structures that can be made up of outside steel work diagonal web member (85) of left and right sides and inner side steel work diagonal web member (86) and described joint concret block (89) are supported.

10. continuous girder bridge according to claim 8, is characterized in that, it also comprises outside stretching PS steel wire anchor block for maintaining management and anchorage zone and for maintaining the saddle pipe in pipe; On the both sides on the top of concrete beam bottom flange (10) and bridge pier bearing pad concrete partition block (53) top of the U-shaped girder segment of bridge pier bearing pad (220), the outside stretching PS steel wire anchor block and anchorage zone (74) that maintain management can be configured for; Described concrete beam bottom flange (10) is positioned between the outboard end of the U-shaped girder segment of described abutment bearing (210) and coupled described second inner tensile PS steel wire anchor block and anchorage zone (71b); Saddle pipe (74a) for maintaining management is placed on described medial and lateral saddle type block (81,82); If desired, for maintaining outside stretching PS steel wire anchor block and anchorage zone (74) and the saddle pipe (74a) of management described in utilizing, adjacent beam can being coupled together, increasing the tension force of the outside stretching PS steel wire for maintaining management.

11. simply supported girder bridges according to any one of claim 1-3, it is characterized in that, the truss web (30) of the U-shaped simply supported girder bridge of described steel compound PSC truss comprises multiple steel pipe diagonal web member, the first joint and the second joint; The end of described multiple steel pipe diagonal web member (31) is airtight structure, and installs according to zigzag; First joint (33) is positioned in the both side ends of described steel pipe diagonal web member (31), and steel pipe diagonal web member (31) is interconnected; Second joint (37) is positioned on the side, two ends of described steel pipe diagonal web member (31), and steel pipe diagonal web member (31) is interconnected; Described first joint (33) comprises 1 section of junction plate (34) being positioned at described steel pipe diagonal web member (31) side and 2 sections of junction plates (35) at opposite side; Described second joint (37) comprises 2 sections of junction plates (39) being positioned at described steel pipe diagonal web member (31) and 1 section of junction plate (38) at opposite side; Be positioned at 1 section of junction plate (34) of described steel pipe diagonal web member (31) first joint (33), between the 2 sections of junction plates (35) being inserted in connected steel pipe diagonal web member (31) first joint (33), and combine with bolt, the 1 section of junction plate (38) being positioned at described steel pipe diagonal web member (31) second joint (37) is inserted between 2 sections of junction plates (39) of connected steel pipe diagonal web member (31) second joint (37), and is combined by bolt.

12. simply supported girder bridges according to claim 11, is characterized in that, the side of concrete beam bottom flange (10) and soffit are that U-shaped is wrapped up by steel by the U-shaped simply supported girder bridge of steel compound PSC truss.

13. beam bridges according to any one of claim 4-10, it is characterized in that, the truss web (30) of the U-shaped simply supported girder bridge of described steel compound PSC truss comprises multiple steel pipe diagonal web member, the first joint and the second joint.The end of described steel pipe diagonal web member (31) is airtight structure, and installs according to zigzag.The both side ends that first joint (33) is positioned at described steel pipe diagonal web member (31) make steel pipe diagonal web member (31) be interconnected, second joint (37) is positioned on the side, two ends of described steel pipe diagonal web member (31), and steel pipe diagonal web member (31) is interconnected; Described first joint (33) comprises 1 section of junction plate (34) being positioned at described steel pipe diagonal web member (31) side and 2 sections of junction plates (35) at opposite side, and described second joint (37) comprises 2 sections of junction plates (39) being positioned at described steel pipe diagonal web member (31) and 1 section of junction plate (38) at opposite side; Be positioned at 1 section of junction plate (34) of described steel pipe diagonal web member (31) first joint (33), between the 2 sections of junction plates (35) being inserted in connected steel pipe diagonal web member (31) first joint (33), and combine with bolt; The 1 section of junction plate (38) being positioned at described steel pipe diagonal web member (31) second joint (37) is inserted between 2 sections of junction plates (39) of connected steel pipe diagonal web member (31) second joint (37), and is combined by bolt.

14. beam bridges according to claim 13, is characterized in that, the side of concrete beam bottom flange (10) and soffit are that U-shaped is wrapped up by steel by described beam bridge.