CN111893883B - Construction method of full-prefabricated assembled corrugated steel web short-tower cable-stayed bridge - Google Patents
Construction method of full-prefabricated assembled corrugated steel web short-tower cable-stayed bridge Download PDFInfo
- Publication number
- CN111893883B CN111893883B CN202010639602.7A CN202010639602A CN111893883B CN 111893883 B CN111893883 B CN 111893883B CN 202010639602 A CN202010639602 A CN 202010639602A CN 111893883 B CN111893883 B CN 111893883B
- Authority
- CN
- China
- Prior art keywords
- corrugated steel
- prefabricated
- concrete
- plate
- steel web
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/268—Composite concrete-metal
Abstract
The invention discloses a construction method of a full-prefabricated assembled corrugated steel web short-tower cable-stayed bridge, which comprises the following steps of: firstly, constructing a pier foundation and a cable tower, then hoisting a prefabricated corrugated steel web plate and a steel diaphragm plate for installation construction, then sequentially hoisting a concrete prefabricated bottom plate and a concrete prefabricated top plate, and respectively forming a bottom plate post-cast strip and a top plate post-cast strip in a cast-in-place manner; then, second-stage construction, namely hoisting the prefabricated corrugated steel web plate according to the method, installing a stay cable, performing first tensioning on the stay cable, hoisting a concrete prefabricated bottom plate, performing second tensioning on the stay cable, finally hoisting a concrete prefabricated top plate, performing final tensioning and fixing on the stay cable, and performing construction according to the first-stage method in the third-stage construction until the whole bridge cantilever construction is completed; and finally, constructing the bridge deck to finish the whole bridge construction. The invention adopts full-prefabricated construction, improves the concrete quality, shortens the time of field high-altitude operation and reduces the engineering risk.
Description
Technical Field
The invention relates to the field of bridge engineering, relates to a construction method of a corrugated steel web cantilever bridge, and particularly relates to a construction method of a fully-prefabricated assembled corrugated steel web short-tower cable-stayed bridge.
Background
At the end of the last century, the research and application of corrugated steel web girder bridges have begun in China, and units such as department of transportation scientific research and design institute, southwest transportation university, southeast university, Chongqing transportation university and the like have studied the buckling strength, scheme design, effective width of bridge decks, shear connection keys and the like of steel webs. In 2006, along with the design and construction of bridges such as the main bridge of the Huanghe main bridge in Juancheng Shandong and the Nanshan bridge in Shenzhen, the PC bridge with the corrugated steel web in China enters into a scale-forming engineering practical stage. The corrugated steel web is used for modern bridge construction with the structural advantages of good economy, low carbon, environmental protection, constructability, diversity of modes and the like.
As shown in fig. 1, in the conventional corrugated steel web bridge segmental construction, generally, in order to facilitate installation of the first-segment corrugated steel web, 0# block and 1# block are constructed simultaneously. The construction sequence of each section of the corrugated steel web girder is as follows: the method comprises the steps of bottom film and side mold installation and adjustment → bottom plate steel bar (bottom layer) binding → installation of corrugated steel web → bottom plate binding, web, diaphragm plate steel bar, vertical prestress construction → installation of inner film → first concrete pouring construction → residual web and diaphragm plate steel bar binding, external beam tube embedding in advance → coil buckle support installation, template installation → top plate steel bar binding, top plate prestress pipeline installation, hanging basket embedded part installation → second concrete pouring → prestress cable installation, tensioning → pore channel grouting. As seen from the construction sequence, the traditional corrugated steel web bridge has small working surface and long working time during construction, and the danger of high-altitude operation is greatly increased; each construction step can be carried out after the previous construction step is finished, so that the construction period is greatly prolonged. Therefore, it is necessary to design a construction method for a fully prefabricated and assembled corrugated steel web short-tower cable-stayed bridge to solve the above problems.
Disclosure of Invention
The invention aims to solve the problems that the existing connection mode of the corrugated steel web and the top bottom plate is mostly cast-in-place integrally, the construction surface is small, the construction is difficult, the construction time is long and the like, and provides a full-prefabricated assembled construction corrugated steel web short-tower cable-stayed bridge with simple construction process, low cost and high efficiency and a construction method thereof.
In order to solve the technical problems, the invention adopts factory processing and field connection construction of the corrugated steel web and the prefabricated top bottom plate to replace integral cast-in-place construction of the corrugated steel web and the top bottom plate, and the specific technical scheme is as follows:
a construction method of a fully-prefabricated assembled corrugated steel web short-tower cable-stayed bridge is characterized by comprising the following steps:
preparing materials: manufacturing a 2# and later-segment concrete prefabricated bottom plate and a concrete prefabricated top plate, wherein corrugated steel web plate groove joints connected with a prefabricated corrugated steel web plate are pre-embedded in the upper surface of the concrete prefabricated bottom plate and the lower surface of the concrete prefabricated top plate, anchoring bolts matched with reserved bolt holes are pre-embedded in the corrugated steel web plate groove joints, and U-shaped connecting reinforcing steel bars for connection are pre-embedded in two ends of the concrete prefabricated bottom plate and two ends of the concrete prefabricated top plate respectively;
in the first stage, the construction before the inhaul cable:
step 5, hoisting the concrete prefabricated top plate to the bridge, fixing the concrete prefabricated top plate and the prefabricated corrugated steel web plate by using a reserved bolt hole in a fixed steel plate and an anchoring bolt in a corrugated steel web plate groove joint, then adjusting linearity, arranging longitudinal steel bars in a corrugated steel web plate groove, and forming a corrugated steel web plate groove post-cast strip together with the anchoring bolt and the fixed steel plate in a cast-in-situ manner; forming a post-cast strip of the concrete roof plate by cast-in-place construction between the two sections of roof plates;
step 6, repeating the steps 2 to 5, and constructing the No. 3 and the subsequent sections until the cantilever construction of the area before the inhaul cable in the first stage is completed;
and in the second stage, construction in a cable area:
and step 12, constructing the bridge deck, and completing the construction of the fully prefabricated assembled corrugated steel web short-tower cable-stayed bridge.
Furthermore, the corrugated steel web groove joint is a concrete straight groove which is preset on the upper surface of the concrete prefabricated bottom plate or the lower surface of the concrete prefabricated top plate, and a plurality of anchoring bolts are embedded in the bottom of the concrete straight groove.
Further, in the step 5, the concrete construction method of the post-cast strip of the concrete floor comprises the following steps:
after the prefabricated corrugated steel web and the corrugated steel web groove joint are cast in place and fixed, chiseling is conducted on the connecting portion of the concrete prefabricated bottom plate, a formwork of the post-cast strip of the concrete bottom plate is erected, then U-shaped connecting reinforcing steel bars are bound, and then cast in place construction is conducted to form the post-cast strip of the concrete bottom plate.
Further, in the step 6, the concrete construction method of the concrete roof post-cast strip comprises the following steps:
and after the prefabricated corrugated steel web and the corrugated steel web groove joint are cast in place and fixed, chiseling the connecting part of the concrete prefabricated top plate, erecting a formwork of the post-cast strip of the concrete top plate, binding U-shaped connecting steel bars, and then performing cast-in-place construction to form the post-cast strip of the concrete bottom plate.
Further, in the steps 5 and 6, the method for binding the U-shaped connecting steel bars comprises the following steps:
the U-shaped connecting steel bars and the previous U-shaped connecting steel bars are connected in a cross mode, transverse steel bars are inserted between the U-shaped connecting steel bars, reserved bolt holes of fixing steel plates on prefabricated corrugated steel webs located in the post-cast strip area of the concrete bottom plate or the post-cast strip area of the concrete top plate are screwed into high-strength bolts, the transverse steel bars are connected with the high-strength bolts in a spot welding mode, the upper layer of transverse steel bars and the lower layer of transverse steel bars are connected through stirrups, and binding of the U-shaped connecting steel bars is completed.
Furthermore, the welding seams between the corrugated steel webs, the concrete top plate post-cast strip and the concrete bottom plate post-cast strip are arranged in a staggered mode, so that the corrugated steel webs, the concrete top plate post-cast strip and the concrete bottom plate post-cast strip are not on the same plumb line.
The invention has the beneficial effects that:
the invention replaces the traditional cast-in-place construction process of the concrete top plate and the concrete bottom plate by the concrete prefabricated top plate and the concrete prefabricated bottom plate, and combines the corrugated steel web plate and the steel transverse partition plate to form the full-prefabricated assembly construction, thereby achieving the aims of improving the construction quality and shortening the construction period and the manufacturing cost. The corrugated steel web plate consists of a prefabricated corrugated steel web plate, bolt holes among the corrugated steel web plates, high-strength bolts, welding seams among the corrugated steel web plates, reinforcing steel bar holes of the corrugated steel web plates and reserved bolt holes of the corrugated steel web plates,
the prefabricated top bottom plate and the corrugated steel web plate are assembled on site to replace traditional cast-in-place integral construction, so that full-prefabricated construction is realized, the concrete quality is improved, the time of on-site high-altitude operation is shortened, the engineering risk is reduced, the construction is green and environment-friendly, the total progress of the engineering is accelerated, the construction period is shortened, the construction cost is lower, and the prefabricated corrugated steel web plate has strong market competitiveness in municipal engineering, environmental protection area engineering and emergency engineering.
Drawings
FIG. 1 is a flow chart of construction of each section of a conventional corrugated steel web bridge.
FIG. 2 is a schematic diagram of the construction of the present invention.
Fig. 3 is a schematic view of a concrete prefabricated floor structure.
Fig. 4 is a schematic view of a concrete precast structure.
Fig. 5 is a left and top plan view of the corrugated steel web groove joint of fig. 3.
FIG. 6 is a top plan view of a corrugated steel web.
FIG. 7 is a front view and a left side view of a corrugated steel web in the cable area.
FIG. 8 is a view showing a structure of connecting post-cast strips.
FIG. 9 is a first step, 0# section and 1# section cantilever beam construction diagram.
FIG. 10 is a second step, installation construction drawing of the cable-free section corrugated steel web.
FIG. 11 is a third step of assembling and pouring construction drawings of the concrete prefabricated bottom plate without the stay cable section.
FIG. 12 is a fourth construction drawing of assembling and pouring the cable-free section concrete prefabricated roof.
FIG. 13 is a fifth step, installation and construction drawing of the cable section corrugated steel web.
Fig. 14 is a sixth step, and is a construction drawing for assembling and pouring the stay cable section concrete prefabricated bottom plate.
Fig. 15 is a seventh step, and is a construction drawing for assembling and pouring the stay cable section concrete prefabricated roof plate.
FIG. 16 is a construction drawing of the eighth step, three span cantilever.
Fig. 17 is a ninth step, closure segment construction drawing.
1-precast concrete bottom plate, 1.1-U-shaped connecting steel bar, 1.2-precast concrete bottom plate post-cast strip, 1.3-corrugated steel web groove joint in bottom plate, 1.4-corrugated steel web groove joint top view, 1.5-corrugated steel web groove post-cast strip high-strength bolt in bottom plate, 1.6-corrugated steel web groove joint left view, 1.7-corrugated steel web groove post-cast strip in bottom plate, 1.10-concrete bottom plate post-cast strip high-strength bolt, 2-precast concrete top plate, 2.1-U-shaped connecting steel bar, 2.2-precast concrete top plate post-cast strip, 2.3-corrugated steel web groove joint in top plate, 2.5-corrugated steel web groove post-cast high-strength bolt in top plate, 2.7-precast concrete top plate post-cast strip, 2.10-concrete post-cast strip high-strength bolt, 3-precast corrugated steel web, 3.1-bolt holes between corrugated steel webs, 3.4-high-strength bolts, 3.5-welded joints between the corrugated steel webs, 3.6-top view of the corrugated steel webs, 3.7-front view of the corrugated steel webs, 3.8-steel web reinforcement holes, 3.9-fixed steel plates, 3.11-reserved bolt holes of the corrugated steel webs, 3.23-saddle, 3.24-cable holes, 4-steel diaphragm plates, 4.1-manhole, 4.2-reserved joint of the steel diaphragm plates, 4.3-reserved bolt holes of the steel diaphragm plates, 6-pier foundation, 7-cable tower, 8-transverse steel bars and 9-stirrups.
Detailed Description
The embodiments of the present invention will be described in further detail with reference to the drawings and examples. The following examples are intended to illustrate the invention but are not intended to limit the scope of the invention.
In the description of the present invention, it should be noted that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "connected" and "connected" are to be interpreted broadly, e.g., as being fixed or detachable or integrally connected; can be mechanically or electrically connected; may be directly connected or indirectly connected through an intermediate. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The mode and implementation steps of the invention are further explained in three stages (the first stage is construction before the cable, the second stage is construction in the cable area, and the third stage is construction after the cable) by taking a single-box type corrugated steel web beam as an example and combining the drawings.
Preparing materials: as shown in fig. 3 to 5, a 2# and later-segment concrete prefabricated bottom plate 1 and a concrete prefabricated top plate 2 are manufactured, corrugated steel web plate groove joints connected with a prefabricated corrugated steel web plate 3 are pre-embedded in the upper surface of the concrete prefabricated bottom plate 1 and the lower surface of the concrete prefabricated top plate 2, anchor bolts matched with reserved bolt holes are pre-embedded in the corrugated steel web plate groove joints, and U-shaped connecting steel bars 1.1 and 2.1 for connection are pre-embedded in two ends of the concrete prefabricated bottom plate 1 and the concrete prefabricated top plate 2 respectively; in the embodiment, the corrugated steel web groove joint is a concrete straight groove which is preset on the upper surface of the concrete prefabricated bottom plate 1 or the lower surface of the concrete prefabricated top plate 2, and a plurality of anchor bolts corresponding to the corrugated steel web reserved bolt holes 3.11 are preset at the bottom of the concrete straight groove; wherein, a cable saddle 3.23 is prefabricated outside the prefabricated corrugated steel web plate in the cable area, and a cable hole 3.24 for connecting a cable is arranged on the cable saddle 3.23.
In the first stage, the construction before the inhaul cable:
first, as shown in fig. 9, construction pier foundation 6 and cable tower 7, pre-buried prefabricated corrugated steel web 3 to the concrete web in 1# segment work progress, reserve U-shaped connecting reinforcement 1.1, 2.1 at the tip of 1# segment roof and bottom plate, all used prefabricated corrugated steel web 3 upper and lower both ends weld respectively in this embodiment has horizontal direction's fixed steel sheet 3.9, a plurality of corrugated steel web reservation bolt holes 3.11 have been seted up on fixed steel sheet 3.9, as shown in fig. 6, corrugated steel web reservation bolt holes 3.11 divide two rows from top to bottom, distribute on the fixed steel sheet 3.9 of prefabricated corrugated steel web 3 both sides.
Secondly, as shown in fig. 6 and 10, firstly hoisting the prefabricated corrugated steel web 3 to the bridge, temporarily fixing the prefabricated corrugated steel web 3 of the previous section (section # 1) through the high-strength bolts 3.4 and the connecting holes 3.1 between the corrugated steel webs, then adjusting the line shape, welding to form a welding seam 3.5 between the corrugated steel webs (the weather temperature during welding needs to be controlled), and installing the two prefabricated corrugated steel webs 3 of the section # 2 according to the method. And finally, hoisting the steel diaphragm plate 4 to the two prefabricated corrugated steel webs 3, and connecting the steel diaphragm reserved bolt holes 4.3 on the high-strength bolts 3.4 and the steel diaphragm reserved joints 4.2 with the two prefabricated corrugated steel webs 3 of the 2# segment. In this embodiment, steel diaphragm plate reserved joint 4.2 is the connecting steel plate that links to each other with prefabricated corrugated steel web 3 welding, connecting steel plate is parallel with prefabricated corrugated steel web 3 place plane, is equipped with two steel diaphragm reserved bolt hole 4.3 on the connecting steel plate.
Thirdly, as shown in fig. 3, 5 to 6, 8 and 11, firstly hoisting the precast concrete floor 1 to the position under the bridge, a fixed steel plate 3.9 at the bottom of the prefabricated corrugated steel web 3 is anchored in the corrugated steel web groove through a corrugated steel web reserved bolt hole 3.11 and a corrugated steel web groove post-cast strip high-strength bolt 1.5 in the bottom plate, thereby fixing the prefabricated corrugated steel web 3 and the concrete prefabricated bottom plate 1 by high-strength bolts, then adjusting the line shape, longitudinal steel bars are arranged in the corrugated steel web groove joint 1.3 in the bottom plate, concrete is poured, the longitudinal steel bars and the corrugated steel web groove post-cast strip anchoring bolts 1.5 in the bottom plate are cast in situ to form a corrugated steel web groove post-cast strip 1.7 in the bottom plate, so that the fixed steel plate 3.9, the anchor bolts 1.5 of the post-cast strip of the corrugated steel web groove in the bottom plate and the bottom of the prefabricated corrugated steel web 3 are cast in the post-cast strip 1.7 of the corrugated steel web groove in the bottom plate; and finally, gap pouring between two sections of the precast concrete bottom plates 1 to form a post-pouring belt, specifically, roughening the connecting parts of the two sections of the precast concrete bottom plates 1, erecting a mold, cross-connecting the U-shaped connecting steel bars 1.1 with the previous section of U-shaped connecting steel bars 1.1, inserting the transverse steel bars 8 between the U-shaped connecting steel bars 1.1, binding, arranging two rows of the transverse steel bars 8, installing the high-strength bolts 1.10 of the post-pouring belt of the concrete bottom plates on the wave-shaped steel web reserved bolt holes 3.11 of the fixing steel plates 3.9 of the precast wave-shaped steel web 3 in the post-pouring belt, spot-welding the transverse steel bars 8 and the high-strength bolts 1.10 of the post-pouring belt of the concrete bottom plates to realize the connection of the transverse steel bars 8 and the precast wave-shaped steel web 3, connecting the upper and lower layers of the transverse steel bars 8 by using stirrups 9, pouring the gap between the precast concrete bottom plates 1, the U-shaped connecting steel bars 1.1, the U-shaped connecting steel bars 1 and the previous section of the precast concrete bottom plates 1, The transverse steel bars 8, the stirrups 9 and the concrete bottom plate post-cast strip high-strength bolts 1.10 form a concrete bottom plate post-cast strip 1.2.
And a fourth step, as shown in fig. 4 to 6, 8 and 12, of firstly hoisting the precast concrete deck 2 to the bridge, a fixed steel plate 3.9-at the bottom of the prefabricated corrugated steel web 3 is anchored in the groove of the corrugated steel web through a reserved bolt hole 3.11 of the corrugated steel web and a post-cast strip high-strength bolt 2.5 of the groove of the corrugated steel web in the top plate, thereby fixing the prefabricated corrugated steel web 3 and the concrete prefabricated top plate 2 by high-strength bolts, then adjusting the line shape, longitudinal steel bars are arranged in the top plate inner corrugated steel web groove joint 2.3, concrete is poured, the longitudinal steel bars and the top plate inner corrugated steel web groove post-cast strip anchoring bolts 2.5 are cast in situ to form a top plate inner corrugated steel web groove post-cast strip 2.7, pouring a fixed steel plate 3.9, an anchoring bolt 1.5 of the post-pouring belt of the corrugated steel web groove in the top plate and the top of the prefabricated corrugated steel web 3 into a post-pouring belt 2.7 of the corrugated steel web groove in the top plate together; and finally, gap pouring between two sections of the precast concrete bottom plates 1 to form a post-cast strip, specifically, roughening the connecting parts of the precast concrete top plates 2 between the two sections, erecting a mold, cross-connecting the U-shaped connecting steel bars 2.1 with the previous section of U-shaped connecting steel bars 2.1, inserting the transverse steel bars 8 between the U-shaped connecting steel bars 2.1, binding, wherein the transverse steel bars 8 are arranged in two rows, installing the high-strength bolts 2.10 of the post-cast concrete top plate on the wave-shaped steel web reserved bolt holes 3.11 of the fixing steel plates 3.9 of the precast wave-shaped steel web plates 3 in the post-cast strip, connecting the transverse steel bars 8 with the high-strength bolts 2.10 of the post-cast concrete top plate by spot welding, connecting the transverse steel bars 8 with the precast wave-shaped steel web plates 3, connecting the upper and lower layers of transverse steel bars 8 by using stirrups 9, and pouring a gap between the precast concrete top plates 2, the U-shaped steel bars 2.1, the U-shaped steel bars and the previous section of the precast concrete top plate 2, The transverse steel bars 8, the stirrups 9 and the concrete roof post-cast strip high-strength bolts 2.10 form a concrete roof post-cast strip 2.2. The concrete precast top plate post-cast strip 2.2, the concrete precast bottom plate post-cast strip 1.2 and the welding seam 3.5 between the corrugated steel webs are respectively provided with a certain distance so as to reduce the influence of early strength and later shrinkage creep of the concrete on the post-cast strip, and the second step to the fourth step of circular construction are operated to complete the cantilever construction before the guy cable of the first stage.
And in the second stage, construction in a cable area:
fifthly, as shown in fig. 7 and 13, firstly hoisting the prefabricated corrugated steel web 3 to the bridge, temporarily fixing the prefabricated corrugated steel web 3 with the prefabricated corrugated steel web 3 of the previous section (section # 1) through the high-strength bolts 3.4 and the connecting holes 3.1 between the corrugated steel webs, then adjusting the line shape, and welding to form a welding seam 3.5 between the corrugated steel webs (the weather temperature during welding needs to be controlled in the process). Hanging a guy cable in a cable hole 3.24 on a cable saddle 3.23, hanging the other end of the guy cable on a cable tower 7 at a corresponding position, and installing two prefabricated corrugated steel webs 3 of the No. 2 segment according to the method; and finally, hoisting the steel diaphragm plate 4 to the two prefabricated corrugated steel webs 3, connecting the steel diaphragm plate with the two prefabricated corrugated steel webs 3 through high-strength bolts 3.4 and steel diaphragm plate reserved bolt holes 4.3 on a steel diaphragm plate reserved joint 4.2, and then tensioning and adjusting the stay cable on the section of prefabricated corrugated steel web 3 for the first time.
Sixthly, as shown in fig. 3, 5-8 and 14, firstly hoisting the precast concrete floor 1 to the position under the bridge, a fixed steel plate 3.9 at the bottom of the prefabricated corrugated steel web 3 is anchored in the corrugated steel web groove through a corrugated steel web reserved bolt hole 3.11 and a corrugated steel web groove post-cast strip high-strength bolt 1.5 in the bottom plate, thereby fixing the prefabricated corrugated steel web 3 and the concrete prefabricated bottom plate 1 by high-strength bolts, then adjusting the line shape, longitudinal steel bars are arranged in the corrugated steel web groove joint 1.3 in the bottom plate, concrete is poured, the longitudinal steel bars and the corrugated steel web groove post-cast strip anchoring bolts 1.5 in the bottom plate are cast in situ to form a corrugated steel web groove post-cast strip 1.7 in the bottom plate, so that the fixed steel plate 3.9, the anchor bolts 1.5 of the post-cast strip of the corrugated steel web groove in the bottom plate and the bottom of the prefabricated corrugated steel web 3 are cast in the post-cast strip 1.7 of the corrugated steel web groove in the bottom plate; then, stretching and adjusting the section of the inhaul cable for the second time, simultaneously performing chiseling treatment on the connecting part of the precast concrete bottom plate 1 between the two sections, erecting a formwork, cross-connecting the U-shaped connecting steel bar 1.1 with the U-shaped connecting steel bar 1.1 of the previous section, inserting the transverse steel bar 8 between the U-shaped connecting steel bars 1.1, binding, arranging an upper row and a lower row of the transverse steel bar 8, installing the high-strength bolt 1.10 of the post-cast concrete bottom plate on the wave-shaped steel web reserved bolt hole 3.11 of the fixed steel plate 3.9 of the precast wave-shaped steel web 3 in the post-cast strip, spot-welding the transverse steel bar 8 and the high-strength bolt 1.10 of the post-cast concrete bottom plate to realize the connection of the transverse steel bar 8 and the precast wave-shaped steel web 3, connecting the upper layer and the lower layer of the transverse steel bar 8 by the stirrup 9, and pouring construction of the gap between the precast concrete bottom plate 1 of the previous section, the U-shaped connecting steel bar 1, the transverse steel bar 8, the previous section and the previous section of the precast concrete bottom plate 1, The stirrups 9 and the high-strength bolts 1.10 of the post-cast strip of the concrete bottom plate form a post-cast strip 1.2 of the concrete bottom plate.
Seventhly, as shown in fig. 4-8 and 15, firstly hoisting the precast concrete top plate 2 to the bridge, anchoring a fixed steel plate 3.9-at the bottom of the precast corrugated steel web plate 3 in the groove of the corrugated steel web plate through a reserved bolt hole 3.11 of the corrugated steel web plate and a post-cast strip high-strength bolt 2.5 of the groove of the corrugated steel web plate in the top plate, so as to fix the precast corrugated steel web plate 3 and the precast concrete top plate 2 by a high-strength bolt, connecting a stay cable with a cable saddle on the precast corrugated steel web plate 3 by penetrating the reserved hole of the precast concrete top plate 2 to be hoisted, adjusting the line shape, arranging longitudinal steel bars in the groove joint 2.3 of the corrugated steel web plate in the top plate and casting concrete, forming a post-cast strip 2.7 of the groove of the corrugated steel web plate in the top plate together with the post-cast strip anchor bolt 2.5 of the groove of the corrugated steel web plate in the top plate, so that the fixed steel plate 3.9, the post-cast strip anchor bolt 1.5 of the groove of the corrugated steel web plate and the top plate groove of the corrugated steel web plate are cast together with the top plate in the groove of the top plate Pouring the strip 2.7, finally tensioning the stay cable of the section, simultaneously chiseling the connecting part of the concrete precast top plate 2, erecting a mould, cross-connecting the U-shaped connecting steel bar 2.1 with the U-shaped connecting steel bar 2.1 of the previous section, transverse steel bars 8 are inserted and bound between the U-shaped connecting steel bars 2.1, the transverse steel bars 8 are provided with an upper row and a lower row, a concrete top plate post-cast strip high-strength bolt 2.10 is arranged on a corrugated steel web reserved bolt hole 3.11 of a fixed steel plate 3.9 of a prefabricated corrugated steel web 3 positioned in a post-cast strip, a transverse steel bar 8 is connected with the concrete top plate post-cast strip high-strength bolt 2.10 in a spot welding manner to realize the connection of the transverse steel bar 8 and the prefabricated corrugated steel web 3, and the upper and lower layers of transverse steel bars 8 are connected by the stirrups 9, and the gap between the pouring construction and the concrete prefabricated top plate 2 at the previous section, the U-shaped steel bars 2.1, the transverse steel bars 8, the stirrups 9 and the high-strength bolts 2.10 of the concrete top plate post-cast strip form the concrete top plate post-cast strip 2.2. Before the next cycle construction, certain intervals are respectively arranged among the concrete prefabricated top plate post-cast strip 2.2, the concrete prefabricated bottom plate post-cast strip 1.2 and the welding seams 3.5 among the corrugated steel web plates so as to reduce the influence of early strength and later shrinkage creep of the concrete on the post-cast strip, and the cycle construction is carried out in the fifth step to the seventh step, so that the second-stage stay cable area cantilever construction is completed.
And in the third stage, construction is carried out after the inhaul cable:
and eighthly, as shown in fig. 12 and 16, respectively setting certain intervals among the concrete prefabricated top plate post-cast strip 2.2, the concrete prefabricated bottom plate post-cast strip 1.2 and the welding seams 3.5 among the corrugated steel webs so as to reduce the influence of early strength and later shrinkage creep of the concrete on the post-cast strips, and circularly performing second-fourth operation of the first-stage construction to complete the whole cantilever section construction.
And ninthly, as shown in fig. 17, adopting concrete cast-in-place construction of the closure segment, firstly erecting a formwork, binding reinforcing steel bars through the reinforcing steel bar holes 3.8 of the corrugated steel web plate to connect the corrugated steel web plate with the reinforcing steel bars of the concrete web plate, and pouring concrete to complete the cast-in-place construction of the closure segment.
And tenth, performing bridge deck construction and finishing full-bridge construction.
The above embodiments are merely illustrative of the present invention and are not to be construed as limiting the invention. Although the present invention has been described in detail with reference to the embodiments, it should be understood by those skilled in the art that various combinations, modifications or equivalents may be made to the technical solution of the present invention without departing from the spirit and scope of the technical solution of the present invention, and the technical solution of the present invention is covered by the claims of the present invention.
Claims (6)
1. A construction method of a fully-prefabricated assembled corrugated steel web short-tower cable-stayed bridge is characterized by comprising the following steps:
preparing materials: manufacturing a 2# and later-segment concrete prefabricated bottom plate and a concrete prefabricated top plate, wherein corrugated steel web plate groove joints connected with a prefabricated corrugated steel web plate are pre-embedded in the upper surface of the concrete prefabricated bottom plate and the lower surface of the concrete prefabricated top plate, anchoring bolts matched with reserved bolt holes are pre-embedded in the corrugated steel web plate groove joints, and U-shaped connecting reinforcing steel bars for connection are pre-embedded in two ends of the concrete prefabricated bottom plate and two ends of the concrete prefabricated top plate respectively;
in the first stage, the construction before the inhaul cable:
step 1, constructing a bridge pier foundation and a cable tower, constructing cantilever sections of a bridge in sections on the bridge pier foundation, and completing cast-in-place construction of 0# section and 1# section, embedding prefabricated corrugated steel webs into concrete webs in the construction process of the 1# section, reserving U-shaped connecting steel bars at the end parts of a top plate and a bottom plate of the 1# section, welding fixing steel plates in the horizontal direction at the upper end and the lower end of each prefabricated corrugated steel web used in the method respectively, and reserving bolt holes on the fixing steel plates;
step 2, constructing the 2# section, namely firstly hoisting a new prefabricated corrugated steel web plate to a bridge, then temporarily fixing the new prefabricated corrugated steel web plate with the prefabricated corrugated steel web plate of the 1# section through a high-strength bolt, adjusting the line shape, finally welding to form a welding seam between the corrugated steel web plates, and installing the two prefabricated corrugated steel web plates of the 2# section according to the method;
step 3, hoisting the steel diaphragm plate to a position between two prefabricated corrugated steel webs of the No. 2 section, temporarily fixing the steel diaphragm plate with the two prefabricated corrugated steel webs through high-strength bolts and reserved joints of the steel diaphragm plate, adjusting the position, and welding to form a welding seam of the steel diaphragm plate;
step 4, hoisting the concrete prefabricated bottom plate to the position under the bridge, fixing the concrete prefabricated bottom plate and the prefabricated corrugated steel web by using a reserved bolt hole in a fixed steel plate and an anchoring bolt in a corrugated steel web groove joint, then adjusting linearity, arranging longitudinal steel bars in the corrugated steel web groove joint, and forming a corrugated steel web groove joint post-cast strip together with the anchoring bolt and the fixed steel plate in a cast-in-situ manner; then, forming a post-cast strip of the concrete bottom plate by cast-in-place construction between the two sections of bottom plates;
step 5, hoisting the concrete prefabricated top plate to the bridge, fixing the concrete prefabricated top plate and the prefabricated corrugated steel web by using a reserved bolt hole in a fixed steel plate and an anchoring bolt in a corrugated steel web groove joint, then adjusting linearity, arranging longitudinal steel bars in the corrugated steel web groove joint, and forming a corrugated steel web groove joint post-cast strip together with the anchoring bolt and the fixed steel plate in a cast-in-situ manner; forming a post-cast strip of the concrete roof plate by cast-in-place construction between the two sections of roof plates;
step 6, repeating the steps 2 to 5, and constructing the No. 3 and the subsequent sections until the cantilever construction of the area before the inhaul cable in the first stage is completed;
and in the second stage, construction in a cable area:
step 7, firstly hoisting the prefabricated corrugated steel web plate with the cable saddle to the bridge, then temporarily fixing the prefabricated corrugated steel web plate with the previous section through a high-strength bolt, adjusting the line shape, finally welding to form a welding seam between the corrugated steel web plates, installing two prefabricated corrugated steel web plates with the cable saddle of the section according to the method, hanging the cable in a cable hole of the cable saddle, and hanging the other end of the cable on a cable tower at a corresponding position;
step 8, hoisting the steel diaphragm plate to a position between the two prefabricated corrugated steel webs of the section, temporarily fixing the steel diaphragm plate with the two prefabricated corrugated steel webs through high-strength bolts and reserved joints of the steel diaphragm plate, adjusting the position, welding to form a welding joint of the steel diaphragm plate, and then performing first tensioning and cable adjustment on a cable on the prefabricated corrugated steel web of the section;
step 9, hoisting the concrete prefabricated bottom plate to the position below the bridge, fixing the concrete prefabricated bottom plate and the prefabricated corrugated steel web by using a reserved bolt hole in a fixed steel plate and an anchoring bolt in a corrugated steel web groove joint, then adjusting linearity, arranging longitudinal steel bars in the corrugated steel web groove joint, forming a corrugated steel web groove joint post-cast strip by casting the longitudinal steel bars together with the anchoring bolt and the fixed steel plate, and then tensioning and adjusting the stay cable of the section for the second time; then, forming a post-cast strip of the concrete bottom plate by cast-in-place construction between the two sections of bottom plates;
step 10, hoisting a concrete prefabricated top plate to a bridge, fixing the concrete prefabricated top plate and a prefabricated corrugated steel web by using a reserved bolt hole in a fixed steel plate and an anchoring bolt in a corrugated steel web groove joint, connecting a cable with a cable saddle on the prefabricated corrugated steel web, adjusting linearity, arranging longitudinal steel bars in the corrugated steel web groove joint, forming a corrugated steel web groove joint cast-in-place together with the anchoring bolt and the fixed steel plate, and then tensioning and adjusting the cable of the section; then forming a post-cast strip of the concrete roof plate by cast-in-place construction between the two sections of roof plates;
step 11, repeating the steps 7 to 10, completing construction of the second-stage stay cable area construction cantilever, and then performing cast-in-place construction on the closure section to complete construction of the whole bridge cantilever section;
and step 12, constructing the bridge deck, and completing the construction of the fully prefabricated assembled corrugated steel web short-tower cable-stayed bridge.
2. The construction method of the fully-prefabricated assembled corrugated steel web short-tower cable-stayed bridge as claimed in claim 1, wherein the construction method comprises the following steps: the corrugated steel web plate groove joint is a concrete straight groove which is preset on the upper surface of the concrete prefabricated bottom plate or the lower surface of the concrete prefabricated top plate, and a plurality of anchoring bolts are pre-buried at the bottom of the concrete straight groove.
3. The construction method of the fully-prefabricated assembled corrugated steel web short-tower cable-stayed bridge as claimed in claim 2, wherein the construction method comprises the following steps: in the step 4, the concrete construction method of the post-cast strip of the concrete bottom plate comprises the following steps:
after the prefabricated corrugated steel web and the corrugated steel web groove joint are cast in place and fixed, chiseling is conducted on the connecting portion of the concrete prefabricated bottom plate, a formwork of the post-cast strip of the concrete bottom plate is erected, then U-shaped connecting reinforcing steel bars are bound, and then cast in place construction is conducted to form the post-cast strip of the concrete bottom plate.
4. The construction method of the fully-prefabricated assembled corrugated steel web short-tower cable-stayed bridge as claimed in claim 3, wherein the construction method comprises the following steps: in the step 5, the concrete construction method of the post-cast strip of the concrete roof comprises the following steps:
and after the prefabricated corrugated steel web and the corrugated steel web groove joint are cast in place and fixed, chiseling the connecting part of the concrete prefabricated top plate, erecting a formwork of the post-cast strip of the concrete top plate, binding U-shaped connecting steel bars, and then performing cast-in-place construction to form the post-cast strip of the concrete bottom plate.
5. The construction method of the fully-prefabricated assembled corrugated steel web short-tower cable-stayed bridge as claimed in claim 4, wherein the construction method comprises the following steps: in the step 4 and the step 5, the U-shaped connecting steel bar binding method comprises the following steps:
the U-shaped connecting steel bars and the previous U-shaped connecting steel bars are connected in a cross mode, transverse steel bars are inserted between the U-shaped connecting steel bars, reserved bolt holes of fixing steel plates on prefabricated corrugated steel webs located in the post-cast strip area of the concrete bottom plate or the post-cast strip area of the concrete top plate are screwed into high-strength bolts, the transverse steel bars are connected with the high-strength bolts in a spot welding mode, the upper layer of transverse steel bars and the lower layer of transverse steel bars are connected through stirrups, and binding of the U-shaped connecting steel bars is completed.
6. The construction method of the fully-prefabricated assembled corrugated steel web short-tower cable-stayed bridge as claimed in any one of claims 1 to 5, wherein the construction method comprises the following steps: the welding seams between the corrugated steel webs, the concrete top plate post-cast strip and the concrete bottom plate post-cast strip are arranged in a staggered mode, so that the corrugated steel webs, the concrete top plate post-cast strip and the concrete bottom plate post-cast strip are not on the same plumb line.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010639602.7A CN111893883B (en) | 2020-07-06 | 2020-07-06 | Construction method of full-prefabricated assembled corrugated steel web short-tower cable-stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010639602.7A CN111893883B (en) | 2020-07-06 | 2020-07-06 | Construction method of full-prefabricated assembled corrugated steel web short-tower cable-stayed bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111893883A CN111893883A (en) | 2020-11-06 |
| CN111893883B true CN111893883B (en) | 2021-09-03 |
Family
ID=73191634
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010639602.7A Active CN111893883B (en) | 2020-07-06 | 2020-07-06 | Construction method of full-prefabricated assembled corrugated steel web short-tower cable-stayed bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111893883B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112323640B (en) * | 2020-11-10 | 2023-11-07 | 中交二公局第三工程有限公司 | Construction method for temporary cable-stayed corrugated steel web bridge advanced closure web |
Family Cites Families (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005256341A (en) * | 2004-03-10 | 2005-09-22 | Oriental Construction Co Ltd | Corrugated steel-plate web u component bridge |
| JP4403051B2 (en) * | 2004-10-25 | 2010-01-20 | 株式会社ピーエス三菱 | Corrugated steel web bridge construction method |
| JP2007092313A (en) * | 2005-09-27 | 2007-04-12 | Ps Mitsubishi Construction Co Ltd | Construction method for precast concrete corrugated steel plate web box girder |
| CN1952261A (en) * | 2006-11-16 | 2007-04-25 | 东南大学 | Split type prestressed concrete combined box beam |
| CN201202084Y (en) * | 2008-06-03 | 2009-03-04 | 万水 | Corrugated steel web-prestressed concrete combined box grinder subsection |
| CN102251479B (en) * | 2011-04-28 | 2013-08-28 | 中交第二公路工程局有限公司 | Device and method for positioning and adjusting corrugated steel webs |
| CN206109960U (en) * | 2016-09-26 | 2017-04-19 | 浙江省交通规划设计研究院 | Steel that can be under construction fast concrete integrated configuration bridge |
| CN106758856B (en) * | 2017-03-09 | 2018-07-24 | 河南省交通规划设计研究院股份有限公司 | The construction method of the pretensioned prestressing corrugated steel web plate composite box girder of precast block |
| CN109457593A (en) * | 2018-11-11 | 2019-03-12 | 中铁二院工程集团有限责任公司 | A kind of assembled steel web plate composite box joist steel web and precast slab connecting structure |
| CN111021227B (en) * | 2019-11-29 | 2021-06-01 | 东南大学 | Steel-concrete composite structure continuous box girder and manufacturing method thereof |
-
2020
- 2020-07-06 CN CN202010639602.7A patent/CN111893883B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN111893883A (en) | 2020-11-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN113202219B (en) | Fully prefabricated assembled steel-concrete composite floor system and design calculation method | |
| CN109577539A (en) | Build inclined roof fabricated construction technique | |
| CN114427258B (en) | High-altitude large-span cantilever concrete member disassembly-free construction system and construction method | |
| CN110924287A (en) | Semi-fabricated large-span combined box girder and construction method thereof | |
| CN111424850A (en) | Prefabricated reinforced concrete shear wall and construction method | |
| CN111893887B (en) | Construction method for prefabricated assembled corrugated steel web bridge stub | |
| CN111893883B (en) | Construction method of full-prefabricated assembled corrugated steel web short-tower cable-stayed bridge | |
| CN111411721A (en) | Assembly type prefabricated floor slab secondary beam combined component | |
| JP2000017613A (en) | Connection of corrugated steel plate web girder | |
| CN101230660B (en) | Force-bearing type underplate component | |
| CN111893885B (en) | Construction method of full-prefabricated assembled corrugated steel web bridge with embedded connection of web and top and bottom plates | |
| CN216616865U (en) | High-efficient construction system of super high-rise structure of encorbelmenting | |
| CN111893886B (en) | Construction method of full-prefabricated assembled corrugated steel web bridge with web and top and bottom plates in welded connection | |
| CN111893884B (en) | Asynchronous construction method for full-prefabricated assembled construction corrugated steel web bridge | |
| CN210369316U (en) | Steel construction adds armpit combination beam module | |
| CN110029729B (en) | Splicing joint of prefabricated reinforced concrete main beam and secondary beam and construction method | |
| CN107762071B (en) | Prefabricated reinforcement cage structure, pouring structure body and structure body construction method | |
| CN111411722A (en) | Prefabricated superimposed beam slab suitable for assembly system | |
| CN217871457U (en) | Combined roof cornice structure | |
| CN101230667A (en) | Force-bearing type superposed component | |
| KR102294468B1 (en) | Prestressed Concrete Girder Manufacturing Method | |
| CN219774140U (en) | Urban underpass spliced tunnel | |
| KR102316270B1 (en) | Prestressed Concrete Girder | |
| CN211645912U (en) | Prefabricated prestressed concrete beam and steel-concrete composite beam splicing bridge | |
| CN218345930U (en) | Bridge structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |