CN112195802A - Variable-section U-shaped hollow thin-wall pier steel bar partition prefabricated jig frame and partition installation method - Google Patents
Variable-section U-shaped hollow thin-wall pier steel bar partition prefabricated jig frame and partition installation method Download PDFInfo
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- CN112195802A CN112195802A CN202011199698.6A CN202011199698A CN112195802A CN 112195802 A CN112195802 A CN 112195802A CN 202011199698 A CN202011199698 A CN 202011199698A CN 112195802 A CN112195802 A CN 112195802A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 181
- 239000010959 steel Substances 0.000 title claims abstract description 181
- 238000005192 partition Methods 0.000 title claims abstract description 28
- 238000000034 method Methods 0.000 title claims abstract description 25
- 238000009434 installation Methods 0.000 title claims abstract description 12
- 230000002787 reinforcement Effects 0.000 claims description 25
- 210000001503 joint Anatomy 0.000 claims description 19
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 11
- 230000005484 gravity Effects 0.000 claims description 11
- 239000002023 wood Substances 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 9
- 230000005540 biological transmission Effects 0.000 claims description 6
- 238000009417 prefabrication Methods 0.000 claims description 4
- 238000012545 processing Methods 0.000 claims description 4
- 238000001125 extrusion Methods 0.000 claims description 3
- 210000002784 stomach Anatomy 0.000 claims 1
- 238000010276 construction Methods 0.000 description 9
- 244000309464 bull Species 0.000 description 5
- 244000309466 calf Species 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
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Abstract
本申请公开了一种变截面日字型空腹薄壁墩钢筋分区预制胎架及分区安装方法，包括胎架组件和劲性骨架，胎架组件分为工型胎架和两个凹型胎架，胎架组件包括若干立柱、若干第一工字钢、若干绑扎平台和若干扁担梁，若干立柱的下部通过若干第一工字钢相连，若干绑扎平台安装于邻近的两个立柱之间，若干扁担梁安装于若干立柱之间，劲性骨架包括若干立杆和若干第二工字钢，若干邻近两个立杆之间均通过第二工字钢相连，若干第二工字钢分别通过主筋与若干扁担梁相连。本方案通过将日字型薄壁墩钢筋分割成工型和两个凹型，在胎架上分别加工成型，实现整体的吊装，分割后的重量减小，便于吊装，且截面尺寸较小，便于拼接。
The present application discloses a prefabricated tire frame with variable cross-section Japanese-shaped hollow thin-walled pier steel bars and a partition installation method, including a tire frame assembly and a rigid frame. The tire frame assembly is divided into an I-shaped tire frame and two concave tire frames. The tire frame assembly includes a number of columns, a number of first I-beams, a number of binding platforms and a number of flat pole beams. The beam is installed between several uprights, the rigid frame includes several uprights and several second I-beams, several adjacent two uprights are connected by second I-beams, and several second I-beams are connected with the main bars respectively. Several pole beams are connected. In this scheme, the steel bar of the Japanese-shaped thin-walled pier is divided into I-shaped and two concave-shaped, which are respectively processed and formed on the tire frame to realize the overall hoisting. stitching.
Description
Technical Field
The application relates to the technical field of high-pier bridge construction, in particular to a variable-section U-shaped hollow thin-wall pier steel bar structure and an installation method.
Background
With the continuous development of the traffic industry, bridges in China are more and more widely built, and ultrahigh pier bridges spanning mountainous areas and canyons are also more and more. Although some design and construction researches of ultra-high pier bridges exist at home and abroad, the ultra-high pier construction still has some problems: the linear control difficulty is large, the integral hoisting of the steel bars is time-consuming, and the like.
In the prior art, the height of a main pier of an ultrahigh pier bridge is usually 159m, the transverse bridge width of the pier is 18.5m, and the longitudinal bridge is widened from the top of the pier to the bottom of the pier according to the ratio of 80: 1. The binding of the reinforcing steel bars is a key process for pier body construction, the number of main reinforcing steel bars on the standard section of the pier body exceeds 1200, the splicing time of the reinforcing steel bars is as long as 3 days, and the construction efficiency is low. The existing steel bar integral hoisting method is suitable for integral hoisting of small-section pier body steel bars, and 1) the single-section steel bar of the project is 70t heavy, the requirement on equipment for integral hoisting is high, and the hoisting risk is large; 2) the cross-sectional dimension is big, and the easy deformation of reinforcing bar skeleton leads to the butt joint difficulty in the lift by crane process.
And to the super high mound construction, its holistic weight is great, and is required the height to the required equipment of hoist and mount, and the hoist and mount risk is big, and cross-sectional size is big, lifts by crane the in-process reinforcing bar skeleton yielding and leads to the butt joint difficulty, influences the efficiency of construction.
Disclosure of Invention
The application mainly aims to provide a variable cross-section U-shaped hollow thin-wall pier steel bar partition prefabricated jig frame and a partition installation method, so as to solve the problems that in the related art, the ultrahigh pier construction hoisting difficulty is large, the butt joint is difficult, and the construction efficiency is influenced.
In order to achieve the above object, the present application provides a section-variable r-shaped hollow thin-wall pier reinforcement partition prefabricating jig frame, comprising:
the jig assembly is divided into an I-shaped jig and two concave jig, and comprises a plurality of stand columns, a plurality of first I-shaped steels, a plurality of binding platforms and a plurality of shoulder pole beams, wherein the lower parts of the stand columns are connected through the first I-shaped steels, the binding platforms are installed between the two adjacent stand columns, and the shoulder pole beams are installed between the stand columns;
the stiff framework comprises a plurality of upright rods and a plurality of second I-shaped steels, wherein a plurality of adjacent upright rods are connected through the second I-shaped steels, and the second I-shaped steels are respectively connected with the carrying pole beams through main ribs.
In an embodiment of the present invention, a support trestle is installed at the lower part of each of the plurality of columns, and a support leg is installed at the lower part of the support trestle.
In an embodiment of the invention, the trestle comprises a third i-steel and a plurality of first channel steels, a support is arranged at the lower part of the third i-steel, the support leg is mounted at the lower part of the support, the plurality of first channel steels are all mounted at the upper part of the third i-steel, the upright is mounted at the upper part of the first channel steels, and the side parts of the first channel steels and the side parts of the upright are connected with reinforcing plates.
In one embodiment of the invention, the first I-beam is positioned at the upper part of the first channel steels, and the side parts of the first I-beam are provided with the anti-falling net.
In one embodiment of the invention, the binding platform comprises a second channel steel, a first bracket plate, a second bracket plate and a wood plate, the first bracket plate is mounted on the side part of the second channel steel, the side part of the first bracket plate is connected with the upright, the wood plate is mounted on the upper part of the second channel steel, and the lower part of the wood plate side is connected with the upright through the second bracket plate.
In one embodiment of the invention, a tripod is connected to the lower side of the second channel steel and the side of the upright.
In an embodiment of the invention, the first bracket plate comprises a first connecting plate and two first side plates, the two first side plates are symmetrically installed on the lower wall of the first connecting plate, the cross section of each first side plate is in a trapezoidal arrangement, and the side parts of the first connecting plate and the two first side plates are provided with first notches matched with the upright columns.
In an embodiment of the invention, the second bracket plate comprises a second connecting plate and two second side plates, the two second side plates are symmetrically installed on the side walls of the second connecting plate, the cross section of each second side plate is rectangular, and the side parts of the second connecting plate and the two second side plates are provided with second notches matched with the stand columns.
In one embodiment of the invention, the integral profile of the stiff skeleton is matched to the integral profile of the bed assembly.
In an embodiment of the invention, inclined struts are connected between the plurality of upright columns and the side walls of the plurality of second i-beams.
The application also provides a partition installation method of the variable cross-section U-shaped hollow thin-wall pier reinforcement partition prefabricated bed-jig, which comprises the following steps:
s1: performing partition prefabrication, namely dividing the standard section steel bar into 2 [ -shaped block sections and 1 [ -shaped block section, reserving 30-40cm between the block sections to prevent the steel bar from colliding, and prefabricating other main bars in advance; the steel bar segments are prefabricated on the pier body accessory jig frame in a partition mode, the prefabricated part comprises all main bars in a stiff framework area and all stirrups in the height of 4-4.5m, horizontal partition bars are arranged in the middle of the double-limb main bars and are connected with the pier frame through the cantilever bars;
s2: lifting lugs are installed, the steel bar sections are lifted at 4 points, the lifting lugs are machined by adopting 1-3cm steel plates, the lifting lugs are arranged on a top opening flat connection of a stiff framework, the lifting centers of the sections are close to the gravity centers of the sections as much as possible so as to ensure the lifting balance, the flat connection welded with the lifting lugs is replaced by double-limb angle steel through angle steel, two force transmission angle steel are welded on the lifting lugs, and bottom openings of the force transmission angle steel are welded on upright columns of the stiff framework so as to meet the stress requirements of the lifting points;
s3: hoisting the segments, marking every 1m before removing the sleeve to prevent wrong connection when the main reinforcements are butted again when the pier is installed; removing the connection between the reference section and the next section of the steel bar section, removing the connection of the steel bar sleeve at first, then disconnecting the stiff skeleton connection, and checking whether other constraints are not removed, so that the connection removal omission phenomenon is prevented;
s4: guiding, wherein the guiding device is designed to adopt the form of an inner steel sleeve and an outer steel sleeve, a vertical guiding steel pipe is arranged at the contact surface of a reference section and a secondary section of steel bars, the height of the guiding steel sleeve is 1-1.5m, each angular point is provided with one guiding steel sleeve, and each section of framework is provided with 4 guiding steel sleeves;
s5: segment steel bars are butted, the space positions of main bars before and after hoisting are slightly changed due to the inevitable slight deformation of a stiff framework after hoisting, the butting is carried out according to the principle of 'butting while lowering and first contacting and first butting', local individual main bars can not be butted temporarily when the local individual main bars cannot be butted in the lowering process, and the rest main bars which are not butted are processed after the butt joint of large main bars is finished and the stiff framework is connected and fixed;
s6: and installing the rest reinforcing steel bars, installing main reinforcements at gaps of 32-38cm between the prefabricated block sections after the prefabricated block section reinforcing steel bars are butted, installing horizontal hoop reinforcements and counter-pulling reinforcing steel bars at gaps of 0-1.7m and 32-36cm on the concrete surface, and loosening hooks of a tower crane to install the other section of reinforcing steel bars.
In an embodiment of the invention, in step S2, since the pier body is of a variable cross-section structure, an adjustable special lifting appliance is adopted, two-leg rigging is arranged at the upper part of the lifting appliance, the beam body is made of 340x250x14x 9H-shaped steel, four groups of lifting points are arranged at the lower part of the lifting appliance, a plurality of bolt holes are arranged on the lifting appliance at the position of each group of lifting points, different bolt holes are selected according to the cross-sectional dimensions, and the lifting points are ensured to coincide with the center of gravity projection of; the height of the hanging point can be adjusted by a chain block below the hanging point, and the posture of the framework can be adjusted.
In an embodiment of the invention, in step S3, the hoisting must be performed slowly in stages, the hoisting is suspended after the bright seam is opened, the distance between the upper and lower steel bar joints and the difference between the four points of the stiff framework are measured, and the hoisting point is adjusted by the hoisting tool as much as possible to coincide with the projection of the center of gravity on the ground; all bearing outriggers of the section are pulled off, so that the section is suspended; after the gravity center position is adjusted, the hoisting can be continuously and slowly carried out until the bed-jig is completely separated.
In an embodiment of the invention, in step S4, the speed of the tower crane walking trolley is controlled according to the theoretical distance between the lifting point and the placement point, when the steel bar segment is lifted above the projection plane, the steel bar segment is suspended and placed, and when the steel bar segment is stabilized, the steel bar segment is slowly lowered; the section is placed until the section is overlapped by 10cm away from the steel bar, the section is suspended, the guide pipe is aligned, and the section is positioned by the guide pipe and is continuously placed; when the steel reinforcement cage is contacted, the marked reference steel reinforcements are aligned and connected immediately, and the stiff frameworks at the four angular points are connected and fixed to start to be connected with other steel reinforcement joints.
In an embodiment of the present invention, in step S5, in order to prevent the situation that the alignment connection cannot be performed or the gap between the ends of the steel bars is not tight enough when the small steel bar joints are connected, the following steps are performed: a, purchasing an extrusion connection taper sleeve joint in advance, and extruding the connection taper sleeve joint one by using a taper sleeve joint extruding clamp to complete steel bar connection; b, welding by adopting a rib welding method, wherein the welding needs to meet the standard requirement; and c, dismantling the main rib with larger clearance, butting again, and marking and adjusting during the next section of processing.
In the embodiment of the application, a section-variable H-shaped hollow thin-wall pier steel bar partition prefabricating jig frame is provided, wherein a plurality of stand columns, a plurality of first I-shaped steels, a plurality of binding platforms and a plurality of shoulder pole beams are connected to form independent blocks, the integral sections of the independent blocks are in I shapes and concave shapes to form I-shaped jig frames and two concave-shaped jig frames, and the I-shaped jig frames and the concave-shaped jig frames are connected to form an H-shaped jig frame assembly; and then connecting the plurality of upright posts and the plurality of second I-shaped steels to form a stiff framework matched with the jig frame assembly, matching the integral section of the stiff framework with the I-shaped jig frame and the concave jig frame, and sequentially stacking and assembling the I-shaped jig frames, the two concave jig frames and the stiff framework to finish the assembly of the high pier.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, serve to provide a further understanding of the application and to enable other features, objects, and advantages of the application to be more apparent. The drawings and their description illustrate the embodiments of the invention and do not limit it. In the drawings:
FIG. 1 is a schematic top view of a steel bar structure of a variable cross-section hollow thin-wall pier provided in an embodiment of the present application;
FIG. 2 is a schematic cross-sectional view of a jig frame assembly at A-A in FIG. 1 of a steel bar structure of a variable cross-section hollow thin-wall pier provided according to an embodiment of the application;
FIG. 3 is a schematic cross-sectional view of a tire frame assembly at B-B in FIG. 1 of a steel bar structure of a variable cross-section hollow thin-wall pier provided according to an embodiment of the application;
fig. 4 is a schematic cross-sectional view of the bed-jig assembly and the stiff skeleton at D-D in fig. 1 of the steel bar structure of the variable cross-section japanese-type open-web thin-wall pier provided according to the embodiment of the present application;
FIG. 5 is a schematic cross-sectional view taken at C-C and D-D of the steel bar structure of the variable cross-section Japanese-type hollow thin-wall pier provided by the embodiment of the application;
fig. 6 is a schematic cross-sectional view at E in fig. 4 of a steel bar structure of a variable cross-section japanese-type hollow thin-walled pier provided in accordance with an embodiment of the present application;
fig. 7 is a schematic cross-sectional view at F in fig. 5 of a steel bar structure of a variable cross-section japanese-type hollow thin-walled pier provided in accordance with an embodiment of the present application;
FIG. 8 is a schematic view of a first angle of view of a first bull square with a cross-sectional H-shaped open web thin-walled pier rebar structure according to an embodiment of the present disclosure;
FIG. 9 is a schematic diagram of a second view of a first bull corner plate of a variable cross-section hollow thin-walled pier rebar structure according to an embodiment of the present disclosure;
FIG. 10 is a third perspective view of a first bull corner plate of a variable cross-section gazette-type open-web thin-walled pier rebar structure according to an embodiment of the present disclosure;
fig. 11 is a schematic view of a first viewing angle of a second bull horn plate of a variable cross-section japanese-type open-web thin-walled pier steel bar structure according to an embodiment of the present application;
FIG. 12 is a schematic view of a second bull's corner plate of a variable cross-section gazette-type open-web thin-walled pier rebar structure according to an embodiment of the present disclosure;
fig. 13 is a schematic diagram of a third view angle of a second ox horn plate of a steel bar structure of a variable cross-section japanese-type hollow thin-walled pier provided by an embodiment of the present application;
fig. 14 is a schematic cross-sectional view of a stiff framework at a-a in fig. 1 of a variable cross-section japanese-type open-web thin-walled pier steel bar structure provided according to an embodiment of the present application.
In the figure: 100. a jig frame assembly; 110. an I-shaped jig frame; 120. a concave jig frame; 130. a column; 140. a first I-steel; 141. the anti-falling net; 150. binding a platform; 151. a second channel steel; 152. a first calf shank plate; 1521. a first connecting plate; 1522. a first side plate; 1523. a first notch; 153. a second calf shank plate; 1531. a second connecting plate; 1532. a second side plate; 1533. a second notch; 154. a wood board; 155. a tripod; 160. a shoulder pole beam; 170. a trestle is supported; 171. a third I-steel; 172. a first channel steel; 173. a support; 174. adding a rib plate; 180. a support leg; 200. a stiff skeleton; 210. erecting a rod; 220. a second I-steel; 221. bracing; 230. and (5) main ribs.
Detailed Description
In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only partial embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It should be noted that the terms "first," "second," and the like in the description and claims of this application and in the drawings described above are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It should be understood that the data so used may be interchanged under appropriate circumstances such that embodiments of the application described herein may be used. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed, but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
In this application, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "lateral", "longitudinal", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings. These terms are used primarily to better describe the present application and its embodiments, and are not used to limit the indicated devices, elements or components to a particular orientation or to be constructed and operated in a particular orientation.
Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meaning of these terms in this application will be understood by those of ordinary skill in the art as appropriate.
In addition, the term "plurality" shall mean two as well as more than two.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
Example 1
Referring to fig. 1 to 14, the present application provides a variable cross-section japanese-type open-web thin-wall pier steel bar partition prefabricated jig frame, which includes a jig frame assembly 100 and a stiff framework 200, wherein the stiff framework 200 is connected to the side portion of the jig frame assembly 100.
Referring to fig. 1 to 13, the overall cross section of the jig frame assembly 100 is arranged in a shape of a Chinese character 'ri', the jig frame assembly 100 is divided into an i-shaped jig frame 110 and two concave jig frames 120, the jig frame assembly 100 includes a plurality of upright posts 130, a plurality of first i-beams 140, a plurality of binding platforms 150 and a plurality of shoulder pole beams 160, the lower portions of the upright posts 130 are connected by the first i-beams 140, the upright posts 130 are steel tubes, the binding platforms 150 are installed between the adjacent two upright posts 130 by bolts, the shoulder pole beams 160 are installed between the upright posts 130 by bolts, and the shoulder pole beams 160 are channel steel.
In this embodiment, a trestle 170 is installed on the lower portions of a plurality of upright posts 130, a support leg 180 is installed on the lower portion of the trestle 170, when the trestle 170 is specifically installed, the trestle 170 includes a third i-steel 171 and a plurality of first channel steels 172, a support 173 is welded on the lower portion of the third i-steel 171, the support leg 180 is welded on the lower portion of the support 173, the plurality of first channel steels 172 are all welded on the upper portion of the third i-steel 171, the upright posts 130 are installed on the upper portions of the first channel steels 172, reinforcing plates 174 are connected to the side portions of the first channel steels 172 and the side portions of the upright posts 130, specifically, the first i-steel 140 is located on the upper portions of the plurality of first channel steels 172, anti-falling nets 141 are installed on the side portions of the first i-.
In this embodiment, the binding platform 150 includes a second channel steel 151, a first bracket plate 152, a second bracket plate 153, and a wood plate 154, the first bracket plate 152 is installed at a side portion of the second channel steel 151, a side portion of the first bracket plate 152 is connected to the column 130, when specifically configured, a lower side portion of the second channel steel 151 and a side portion of the column 130 are connected to form a tripod 155, the wood plate 154 is installed on an upper portion of the second channel steel 151, a lower side portion of the wood plate 154 is connected to the column 130 through the second bracket plate 153, specifically, the first bracket plate 152 includes a first connecting plate 1521 and two first side plates 1522, the two first side plates 1522 are symmetrically installed at a lower wall of the first connecting plate 1521, a cross section of the first side plate 1522 is in a trapezoidal configuration, first notches 1523 matched with the column 130 are formed at side portions of the first connecting plate 1521 and the two first side plates 1522, the first notches 1523 facilitate effective connection between the first side plates 1522 and the first connecting plate, the second channel-section steel 151 is conveniently supported and fixed, it is specific, second bracket board 153 includes second connecting plate 1531 and two second side boards 1532, two second side boards 1532 are symmetrically installed in the lateral wall of second connecting plate 1531, the cross section of second side board 1532 is the rectangle setting, second connecting plate 1531 and two second side boards 1532's lateral part all is provided with the second breach 1533 with stand 130 complex, second breach 1533 makes things convenient for second side board 1532 and the effectual connection of second connecting plate 1531, the convenience supports and fixes second channel-section steel 151.
Referring to fig. 1, 4, 5 and 14, an overall cross section of the stiff skeleton 200 is matched with an overall cross section of the jig frame assembly 100, the stiff skeleton 200 includes a plurality of vertical rods 210 and a plurality of second i-beams 220, a plurality of adjacent two vertical rods 210 are connected by the second i-beams 220, when the stiff skeleton is specifically arranged, inclined struts 221 are connected between side walls of the plurality of vertical columns 130 and the plurality of second i-beams 220, the inclined struts 221 increase the connection strength, and the plurality of second i-beams 220 are respectively connected with the plurality of shoulder pole beams 160 by main ribs 230.
Specifically, the working principle of the variable cross-section U-shaped hollow thin-wall pier steel bar structure is as follows: when in use, the upright columns 130, the first I-beams 140, the binding platforms 150 and the shoulder pole beams 160 are connected to form independent blocks, the integral sections of the independent blocks are in I shapes and concave shapes, so that an I-shaped jig frame 110 and two concave jig frames 120 are formed, and the I-shaped jig frame 110 and the concave jig frames 120 are connected to form the Y-shaped jig frame assembly 100; then, a plurality of upright rods 210 and a plurality of second i-beams 220 are connected to form a stiff framework 200 matched with the jig assembly 100, the integral section of the stiff framework 200 is matched with the I-shaped jig 110 and the concave jig 120, the I-shaped jig 110, the two concave jigs 120 and the stiff framework 200 are sequentially stacked and assembled, and the assembly of the high pier can be completed.
The application also provides a partition installation method of the variable cross-section U-shaped hollow thin-wall pier reinforcement partition prefabricated bed-jig, which comprises the following steps:
s1: and (4) partition prefabrication. Dividing the standard section steel bar into 2 [ -shaped block sections and 1 [ -shaped block section, reserving 35cm between the block sections to prevent the steel bar from colliding, and prefabricating other main bars in advance; the steel bar segments are prefabricated on the pier body accessory jig frame in a partition mode, and the prefabricated parts comprise all main bars in a stiffened framework area and all stirrups in the height of 4.2m (joints are removed, staggered by 1.3m and the exposed concrete surface is 0.5 m). The middle of the double-limb main rib is provided with a horizontal division rib, and the horizontal division rib is connected with the carrying framework through a picking rib.
S2: and (6) mounting a lifting lug. The reinforcing bar festival section adopts 4 points to lift by crane, and the lug adopts 2cm steel sheet processing, and the lug is arranged on strength nature skeleton top opening parallel connection, and the festival section lifts by crane the center and presses close to as far as possible with the festival section focus to guarantee to lift by crane balanced. The parallel connection welded with the lifting lugs is replaced by double-limb angle steel, two force transmission angle steel are welded on the lifting lugs, and bottom openings of the force transmission angle steel are welded on the stiff skeleton stand columns so as to meet the stress requirements of the lifting lugs.
Because the pier body is of a variable cross-section structure, an adjustable special lifting appliance is adopted. The upper part of the lifting appliance is provided with two double-leg riggings, the beam body adopts H-shaped steel of 340x250x14x9, the lower part of the beam body is provided with four groups of lifting points, the position of each group of lifting points is provided with a plurality of bolt holes on the lifting appliance, different bolt holes are selected according to the cross section size, and the lifting points are ensured to coincide with the center of gravity projection of the framework; the height of the hanging point can be adjusted by a chain block below the hanging point, and the posture of the framework can be adjusted.
S3: and (5) hoisting the segments. Marking every 1m before the sleeve is dismantled so as to prevent wrong connection when the main ribs are butted again when the pier is installed; removing the connection between the reference section and the next section of the steel bar section, removing the connection of the steel bar sleeve at first, then disconnecting the stiff skeleton connection, and checking whether other constraints are not removed, so that the connection removal omission phenomenon is prevented;
hoisting must be carried out slowly in stages, the hoisting stops after the bright seam is hoisted, the air posture of the segment is carefully observed, the distance between the upper and lower steel bar joints and the four-point height difference of the stiff skeleton are measured, and the hoisting point and the projection of the gravity center on the ground are overlapped as much as possible through the proper adjustment of the hoisting tool; all bearing outriggers of the section are pulled off, so that the section is suspended; after the gravity center position is adjusted, the hoisting can be continuously and slowly carried out until the bed-jig is completely separated.
S4: and (6) guiding. The guide device is designed to adopt the form of an inner steel sleeve and an outer steel sleeve, a vertical guide steel pipe is arranged at the contact surface of a reference section and a secondary section of steel bar, the height of the guide steel sleeve is about 1.2m, each angular point is provided with one guide steel sleeve, and each section of framework is provided with 4 guide steel sleeves;
controlling the speed of a tower crane walking trolley according to the theoretical distance between a lifting point and a placement point, suspending and standing when a steel bar section is lifted above a projection surface, and slowly lowering the steel bar section after the steel bar section is stabilized (manually assisted for adjustment); the section is placed until the section is overlapped by 10cm away from the steel bar, the section is suspended, the guide pipe is aligned, and the section is positioned by the guide pipe and is continuously placed; when the steel reinforcement cage is contacted, the marked reference steel reinforcements are aligned and connected immediately, and the stiff frameworks at the four angular points are connected and fixed to start to be connected with other steel reinforcement joints.
S5: and butt joint of the segment steel bars. The spatial positions of main reinforcements before and after lifting are slightly changed due to inevitable slight deformation of the rigid framework after lifting, the butt joint is carried out according to the principle of 'butt joint while lowering and contact first butt joint', individual local main reinforcements can not be temporarily butt jointed when the local main reinforcements cannot be butt jointed in the lowering process, and the rest main reinforcements which are not butt jointed are treated after the butt joint of the large main reinforcements is finished and the rigid framework is connected and fixed;
when the unable counterpoint connection or the too big condition in reinforcing bar end tight clearance in top appear when preventing that the connection of fractional part steel bar joint, adopt following mode to handle:
and a, purchasing an extrusion connection taper sleeve joint in advance, and extruding the connection taper sleeve joint one by using a taper sleeve joint extruding clamp to finish the connection of the steel bars.
And b, welding by adopting the upper strip welding, wherein the welding needs to meet the standard requirement.
And c, dismantling the main rib with larger clearance, butting again, and marking and adjusting during the next section of processing.
S6: installing residual steel bars
After the prefabricated block section steel bars are butted, main bars at 35cm gaps between the prefabricated block sections are installed, and then horizontal stirrup bars and split steel bars at the 35cm gaps and within the range of 1.7m on the concrete surface are installed. And releasing the hook of the tower crane, and installing another section of steel bar.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. The utility model provides a prefabricated bed-jig of variable cross section day style of calligraphy empty stomach thin wall mound reinforcing bar subregion which characterized in that includes:
the jig assembly is divided into an I-shaped jig and two concave jig, and comprises a plurality of stand columns, a plurality of first I-shaped steels, a plurality of binding platforms and a plurality of shoulder pole beams, wherein the lower parts of the stand columns are connected through the first I-shaped steels, the binding platforms are installed between the two adjacent stand columns, and the shoulder pole beams are installed between the stand columns;
the stiff framework comprises a plurality of upright rods and a plurality of second I-shaped steels, wherein a plurality of adjacent upright rods are connected through the second I-shaped steels, and the second I-shaped steels are respectively connected with the carrying pole beams through main ribs.
2. The pre-fabricated steel bar partition jig frame for the variable cross-section hollow thin-wall piers in the claim 1, wherein a plurality of vertical columns are provided with a support bridge at the lower part, and support legs are provided at the lower part of the support bridge.
3. The variable cross-section japanese-type open-web thin-wall pier steel bar partition prefabrication jig frame of claim 2, wherein the support trestle comprises a third i-steel and a plurality of first channel steels, a support is arranged at the lower part of the third i-steel, the support legs are arranged at the lower part of the support, the plurality of first channel steels are all arranged at the upper part of the third i-steel, the upright is arranged at the upper part of the first channel steels, and the side parts of the first channel steels and the upright are connected with reinforcing plates.
4. The sectional prefabricated bed-jig of a steel bar for a hollow thin-walled pier with variable cross section as claimed in claim 3, wherein said first I-steel is arranged at the upper part of said first channel steel, and the side of said first I-steel is installed with an anti-falling net.
5. The sectional precast jig frame for reinforcing bars of a hollow thin-walled pier with variable cross section according to claim 1, wherein the binding platform comprises a second channel, a first bracket plate, a second bracket plate and a wood plate, the first bracket plate is mounted on the side of the second channel, the side of the first bracket plate is connected with the upright, the wood plate is mounted on the upper part of the second channel, and the lower side of the wood plate is connected with the upright through the second bracket plate.
6. A partition installation method for a variable-section U-shaped hollow thin-wall pier steel bar partition prefabricated bed-jig is characterized by comprising the following steps:
s1: performing partition prefabrication, namely dividing the standard section steel bar into 2 [ -shaped block sections and 1 [ -shaped block section, reserving 30-40cm between the block sections to prevent the steel bar from colliding, and prefabricating other main bars in advance; the steel bar segments are prefabricated on the pier body accessory jig frame in a partition mode, the prefabricated part comprises all main bars in a stiff framework area and all stirrups in the height of 4-4.5m, horizontal partition bars are arranged in the middle of the double-limb main bars and are connected with the pier frame through the cantilever bars;
s2: lifting lugs are installed, the steel bar sections are lifted at 4 points, the lifting lugs are machined by adopting 1-3cm steel plates, the lifting lugs are arranged on a top opening flat connection of a stiff framework, the lifting centers of the sections are close to the gravity centers of the sections as much as possible so as to ensure the lifting balance, the flat connection welded with the lifting lugs is replaced by double-limb angle steel through angle steel, two force transmission angle steel are welded on the lifting lugs, and bottom openings of the force transmission angle steel are welded on upright columns of the stiff framework so as to meet the stress requirements of the lifting points;
s3: hoisting the segments, marking every 1m before removing the sleeve to prevent wrong connection when the main reinforcements are butted again when the pier is installed; removing the connection between the reference section and the next section of the steel bar section, removing the connection of the steel bar sleeve at first, then disconnecting the stiff skeleton connection, and checking whether other constraints are not removed, so that the connection removal omission phenomenon is prevented;
s4: guiding, wherein the guiding device is designed to adopt the form of an inner steel sleeve and an outer steel sleeve, a vertical guiding steel pipe is arranged at the contact surface of a reference section and a secondary section of steel bars, the height of the guiding steel sleeve is 1-1.5m, each angular point is provided with one guiding steel sleeve, and each section of framework is provided with 4 guiding steel sleeves;
s5: segment steel bars are butted, the space positions of main bars before and after hoisting are slightly changed due to the inevitable slight deformation of a stiff framework after hoisting, the butting is carried out according to the principle of 'butting while lowering and first contacting and first butting', local individual main bars can not be butted temporarily when the local individual main bars cannot be butted in the lowering process, and the rest main bars which are not butted are processed after the butt joint of large main bars is finished and the stiff framework is connected and fixed;
s6: and installing the rest reinforcing steel bars, installing main reinforcements at gaps of 32-38cm between the prefabricated block sections after the prefabricated block section reinforcing steel bars are butted, installing horizontal hoop reinforcements and counter-pulling reinforcing steel bars at gaps of 0-1.7m and 32-36cm on the concrete surface, and loosening hooks of a tower crane to install the other section of reinforcing steel bars.
7. The sectional installation method of the steel bar sectional prefabricated bed-jig for the H-shaped hollow thin-walled pier with the variable cross section as claimed in claim 6, wherein in step S2, since the pier body is of the variable cross section structure, an adjustable special lifting tool is adopted, two double-leg riggings are arranged at the upper part of the lifting tool, the beam body adopts H-shaped steel of 340x250x14x9, four groups of lifting points are arranged at the lower part of the beam body, a plurality of bolt holes are arranged on the lifting tool at the position of each group of lifting points, different bolt holes are selected according to the cross section size, and the lifting points are ensured to coincide with the center of gravity projection; the height of the hanging point can be adjusted by a chain block below the hanging point, and the posture of the framework can be adjusted.
8. The partition installation method of the variable cross-section Ri-shaped hollow thin-wall pier reinforcement partition prefabricated bed-jig of claim 6, characterized in that the hoisting must be performed slowly and in stages, the hoisting stops after the bright joint is lifted, the distance between the upper and lower reinforcement joints and the difference between the four points of the stiff framework are measured, and the lifting point is properly adjusted by the lifting appliance to be overlapped with the projection of the gravity center on the ground as much as possible; all bearing outriggers of the section are pulled off, so that the section is suspended; after the gravity center position is adjusted, the hoisting can be continuously and slowly carried out until the bed-jig is completely separated.
9. The sectional installation method of the steel bar sectional prefabricated bed-jig for the h-shaped hollow thin-walled pier with the variable cross section as claimed in claim 6, wherein in step S4, the speed of the tower crane walking trolley is controlled according to the theoretical distance between the lifting point and the placing point, when the steel bar segment is lifted above the projection surface, the steel bar segment is suspended and placed still, and when the steel bar segment is stabilized, the steel bar segment is slowly lowered; the section is placed until the section is overlapped by 10cm away from the steel bar, the section is suspended, the guide pipe is aligned, and the section is positioned by the guide pipe and is continuously placed; when the steel reinforcement cage is contacted, the marked reference steel reinforcements are aligned and connected immediately, and the stiff frameworks at the four angular points are connected and fixed to start to be connected with other steel reinforcement joints.
10. The sectional installation method of the steel bar sectional prefabricated jig frame for the h-shaped hollow thin-walled pier with variable cross section according to claim 6, wherein in step S5, in order to prevent the condition that the steel bar joints cannot be aligned for connection or the gap between the steel bar ends is not tight enough, the following steps are adopted: a, purchasing an extrusion connection taper sleeve joint in advance, and extruding the connection taper sleeve joint one by using a taper sleeve joint extruding clamp to complete steel bar connection; b, welding by adopting a rib welding method, wherein the welding needs to meet the standard requirement; and c, dismantling the main rib with larger clearance, butting again, and marking and adjusting during the next section of processing.
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| CN202011199698.6A CN112195802B (en) | 2020-10-29 | 2020-10-29 | Variable-section solar-type hollow thin-wall pier reinforcement partition prefabricating jig and partition installation method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114620201A (en) * | 2021-12-13 | 2022-06-14 | 上海江南长兴造船有限责任公司 | Ship heating coil unit jig frame arrangement method and ship heating coil unit jig frame |
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| CN213804941U (en) * | 2020-10-29 | 2021-07-27 | 中交路桥建设有限公司 | Variable cross section day style of calligraphy empty stomach thin wall mound reinforcing bar subregion prefabricated bed-jig |
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| CN104818675A (en) * | 2015-02-13 | 2015-08-05 | 中交路桥华南工程有限公司 | Assembly method of steel bar segment |
| CN204780601U (en) * | 2015-02-13 | 2015-11-18 | 中交路桥华南工程有限公司 | Bed -jig is assembled to reinforcing bar festival section |
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| CN114620201A (en) * | 2021-12-13 | 2022-06-14 | 上海江南长兴造船有限责任公司 | Ship heating coil unit jig frame arrangement method and ship heating coil unit jig frame |
| CN114620201B (en) * | 2021-12-13 | 2024-05-17 | 上海江南长兴造船有限责任公司 | Ship heating coil unit jig frame arrangement method and ship heating coil unit jig frame |
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