CN110952448A - Construction method of steel shell concrete combined cable tower - Google Patents
Construction method of steel shell concrete combined cable tower Download PDFInfo
- Publication number
- CN110952448A CN110952448A CN201911078503.XA CN201911078503A CN110952448A CN 110952448 A CN110952448 A CN 110952448A CN 201911078503 A CN201911078503 A CN 201911078503A CN 110952448 A CN110952448 A CN 110952448A
- Authority
- CN
- China
- Prior art keywords
- shell
- steel
- concrete
- cable tower
- section
- 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.)
- Pending
Links
Images
Classifications
-
- 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
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
-
- 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
- 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 steel shell concrete combined cable tower which comprises a vertical combined cable tower formed by splicing a plurality of sections of steel shells up and down, wherein concrete is poured into each section of steel shell to form a steel-concrete combined structure, and all parts of the steel-concrete combined structure are processed in advance according to the size and then are transported to a construction site for assembly. The invention has the technical effects of stable structure, greatly reduced construction wind direction and high construction efficiency, and can be widely applied to the field of building construction.
Description
Technical Field
The invention relates to the field of building construction. More particularly, the invention relates to a construction method of a steel shell concrete combined cable tower.
Background
The cable tower (or called bridge tower) is the key stressed structure of the cable bearing bridge, and has the important function of transmitting strong cable and cable internal force to the bridge foundation, the borne axial force is tens of thousands of tons, the borne bending moment can reach more than hundreds of thousands of tons of meters, and the bearing capacity of the cable tower directly determines the safety of the full bridge. The cable bearing bridge has extremely high requirements on the bearing capacity, the compression rigidity and the bending rigidity of the cable tower, and has no obvious significance on the cable bearing bridge.
The common forms of cable towers include steel cable towers and concrete cable towers. As is known, a steel structure cable tower has higher bearing capacity and structural ductility, but the compression stiffness and the bending stiffness of the steel structure cable tower are smaller than those of a concrete structure under the condition of the same section outline dimension, so that the steel structure cable tower has a relatively large outline dimension, high steel consumption and higher construction cost in order to meet the requirement of stiffness. Compared with a steel structure cable tower, the concrete cable tower has the advantages of high rigidity, good economical efficiency and the like, and is the most common cable tower structure. However, the construction of the concrete cable tower mainly depends on a hydraulic creeping formwork to provide a working platform, a template needs to be installed on site, a mode of manually binding a steel bar in situ by a single steel bar is adopted, the personnel investment is high, and the concrete curing condition is poor. Particularly, in a large-span cable bearing bridge tower, the operation is completed under the high-altitude condition, the construction risk is relatively high, and the construction quality is difficult to ensure.
Disclosure of Invention
The invention aims to provide a steel shell concrete combined cable tower which is stable in structure, greatly reduces the construction wind direction and is high in construction efficiency.
To achieve these objects and other advantages in accordance with the purpose of the invention, a steel-shell concrete composite cable tower is provided, which comprises a vertical composite cable tower formed by splicing several sections of steel shells one above the other, wherein each section of the steel shells is further poured with concrete to form a steel-concrete composite structure.
Preferably, the steel-concrete composite structure comprises an inner steel shell and an outer steel shell which are formed by an inner shell and an outer shell, and a pouring gap is reserved between the inner steel shell and the outer steel shell and used for pouring the concrete;
wherein, interior casing and shell body all include, four steel sheet head and the tail concatenation enclose the cube tubular structure who establishes and form, just interior casing with still be provided with reinforcing apparatus between the shell body respectively to increase the stability of pouring back between the two.
Preferably, the reinforcing device comprises a plurality of plate-shaped stiffening ribs which are respectively arranged along the opposite surfaces of the inner shell and the outer shell transversely and longitudinally at equal intervals, and all the stiffening ribs form a grid shape; and a plurality of reinforcing bars which are vertically and equidistantly arranged along the ribbed plates of all the stiffening ribs arranged transversely and longitudinally.
Preferably, still include a plurality of even setting in connecting rods between interior casing and the shell body, and the both ends of all connecting rods correspond respectively and connect on a pair of stiffening rib of interior casing and shell body opposite face horizontal position, form and be used for connecting and keep distance and stability between interior casing and the shell body.
Preferably, all the stiffening ribs transversely arranged on the inner shell and the outer shell sequentially penetrate through a plurality of through holes for pouring and vibrating from top to bottom along the plate bodies.
Preferably, the sections of the steel shells comprise different sections of each steel shell from bottom to top, and the variable sections of the steel shells are jointed and combined and assembled into a whole through detachable connection;
wherein a plurality of pairs of vertical connecting rods are arranged among a plurality of steel shells and are connected through a plurality of adjusting and locking devices for controlling the distance between each pair of connecting rods.
Preferably, the plurality of adjusting and locking devices each comprise a taper sleeve locking sleeve which comprises,
the locking plate is a first cylinder with two ends gradually enlarging the diameter to the middle, a plurality of equidistant adjusting openings are arranged along the vertical direction of the section of one end of the cylinder, and the adjusting openings extend from one end of the cylinder to the tail section of the other end;
the retainer is annular and is sleeved in the middle of the outer side of the cylinder;
the pair of push sleeves are hollow second cylinders which are respectively sleeved at two ends of the locking plate and can push the pair of second cylinders to move towards the middle direction of the lock sleeve through external force so as to gradually reduce the internal diameter of the first cylinder;
wherein, the opposite ends of a pair of connecting rods are respectively sleeved at the two ends of a second cylinder.
A construction method of a steel shell concrete combined cable tower is characterized by comprising the following steps:
s1, preparing a plurality of shell forming parts of a group cubic cylindrical structure; each set of the housing profiles comprises: an inner shell and an outer shell which can be sleeved inside and outside;
s2, sleeving the inner shell in each group of shell forming parts in the outer shell, enabling the circumferential distances of the inner shell and the outer shell to be consistent, and connecting the inner shell and the outer shell by using connecting rods to form a basic section of the combined cable tower;
s3, performing concrete pouring and vibrating processes between the inner shell and the outer shell in the foundation section in the step S2, and performing concrete curing, chiseling and slag removing processes after the concrete is dried and solidified to form a finished foundation section;
s4, repeating steps 1-3 on the completed body of the base section in step S3 until the pylon is capped.
Preferably, in step S2, the inner housing of each set of housing forming member is sleeved in the outer housing, and the circumferential distances between the inner housing and the outer housing are consistent, specifically including the following steps:
with every group casing formed part in the interior casing cover establish in the shell body to the bottom including casing and shell body sets up two-layer reinforcing bar locating plate in advance, and corresponds the mounted position department at casing and shell body place and set up many locating holes in this reinforcing bar locating plate on one's body, then places casing and shell body and carry out the accurate positioning in the locating hole department that corresponds.
Preferably, a plurality of positioning frames are arranged on the inner shell and the outer shell bottom connecting steel bar positioning plate respectively around positioning holes in the steel bar positioning plate and used for fixing bottom feet of the inner shell and the outer shell.
The invention at least comprises the following beneficial effects:
1. the structure is stable, and concrete is poured in the double-deck box hat of inside and outside to form the steel-concrete integrated configuration, makes the vertical structure of cable tower more stable, more can guarantee it more firm under the environment of anti-wind and bearing.
2. The construction is simple and convenient, smooth, sets up the inside and outside steel casing of multisection section in advance according to the size, then moves to the job site and assembles from top to bottom, assembles the back at every section and pours, makes it form the cable tower of predetermineeing the height, has saved a large amount of engineering time.
3. The installation of basis festival section is firm, has guaranteed the overall stability of upper cable tower, is provided with various securing device in the bottom of basis festival section for the stability of firm basis festival section, including locating frame, locating plate etc..
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic illustration of the position of the inner and outer housings of the present invention;
FIG. 2 is a block diagram of the inner and outer housings of the present invention;
FIG. 3 is a top view of the inner and outer housings of the present invention;
fig. 4 is a schematic structural diagram of the adjusting and locking device of the invention.
The specification reference numbers indicate: 1. the steel bar reinforced plastic pipe comprises an outer shell, 2, an inner shell, 3, a stiffening rib, 4, a through hole, 5, a connecting rod, 6, a steel bar, 7, a push sleeve, 8, a locking plate, 9 and a retainer.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
In the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
As shown in fig. 1-4, a steel shell concrete combined cable tower comprises a vertical combined cable tower formed by splicing a plurality of sections of steel shells up and down, and is characterized in that concrete is further poured into each section of steel shell to form a steel-concrete combined structure.
According to the technical scheme, the concrete is poured in the steel structure of each section of the cable tower to form the steel-concrete combined structure so as to enhance the vertical stress and bearing capacity of the cable tower, and the vertical rigidity and stability of the cable tower can be effectively guaranteed in a gravity environment.
In another technical scheme, the reinforced concrete composite structure comprises an inner steel shell and an outer steel shell which are formed by an inner shell 2 and an outer shell 1, wherein a pouring gap is reserved between the inner steel shell and the outer steel shell for pouring concrete;
wherein, interior casing 2 and shell body 1 all include, four steel sheet head and the tail concatenation enclose the cube tubular structure who establishes and form, just interior casing 2 with still be provided with reinforcing apparatus between the shell body 1 respectively to increase the stability of pouring between the two.
In above-mentioned technical scheme, set up the steel casing into inside and outside bilayer structure to and set up between interior casing 2 and the shell body 1 and pour the clearance, be used for concreting, during the setting, should strictly calculate interior casing 2 and shell body 1's size, form a complete steel and concrete combination whole after guaranteeing to pour, and then guarantee the stability of its structure.
In another technical solution, as shown in fig. 2, the reinforcing device includes a plurality of plate-shaped stiffening ribs 3 disposed at equal intervals in the transverse and longitudinal directions along the opposite surfaces of the inner casing 2 and the outer casing 1, respectively, and all the stiffening ribs 3 form a grid shape; and a plurality of reinforcing bars 6 vertically and equidistantly inserted along the rib plates of all the transversely and longitudinally arranged stiffening ribs 3.
In above-mentioned technical scheme, stiffening rib 3 can form the stress spare of perpendicular to its casing itself for the casing inner wall of steel-shelled, make in concreting and later stage concrete from the inside out structural reaction can adjust control its from the inside out pressure, and all stiffening ribs 3 form latticedly, and latticedly have the effect of cutting apart the concrete of pouring into in the casing and its by horizontal, the grid that vertical stiffening rib 3 constitutes can have stronger holding power and interact to itself, with the inside stability of assurance its steel-shelled.
In another kind of technical scheme, still include a plurality of even settings be in connecting rod 5 between interior casing 2 and the shell body 1, and all the both ends of connecting rod 5 all correspond respectively and connect on a pair of stiffening rib 3 of interior casing 2 and shell body 1 opposite face horizontal position, form and be used for connecting and keep distance and stability between interior casing 2 and the shell body 1.
In the above technical solution, a connecting rod 5 is further arranged between the inner shell 2 and the outer shell 1 for forming a connecting body therebetween;
during the installation, assemble inside and outside steel casing earlier, adjust the distance, then install connecting rod 5, with connecting rod 5's both ends horizontally connect to inside casing 2 and shell body 1's relative position one by one on, then begin to pour.
In another technical scheme, a plurality of through holes 4 for pouring and vibrating are sequentially arranged in a penetrating manner along the plate body of the stiffening ribs 3 which are transversely arranged on the inner shell 2 and the outer shell 1 from top to bottom.
As shown in fig. 4, in another technical solution, the plurality of sections of the steel shells include that the sections of the steel shells are different from bottom to top, and the variable sections of the steel shells are jointed and combined and assembled into a whole through detachable connection;
wherein a plurality of pairs of vertical connecting rods 5 are arranged between a plurality of steel shells and are connected through a plurality of adjusting and locking devices for controlling the distance between each pair of connecting rods 5.
In the above technical scheme, one end of the adjusting and locking device is respectively sleeved at one end of the connecting rod 5, and the other end is connected with the steel shell at the corresponding side.
In another technical scheme, each of the plurality of adjusting and locking devices comprises a taper sleeve locking sleeve which comprises,
the locking plate 8 is a first cylinder with two ends gradually enlarging the diameter to the middle, a plurality of equidistant adjusting openings are arranged along the vertical direction of the section of one end of the cylinder, and the adjusting openings extend from one end of the cylinder to the tail section of the other end;
the retainer 9 is annular and is sleeved in the middle of the outer side of the cylinder;
the pair of push sleeves 7 are hollow second cylinders which are respectively sleeved at two ends of the locking plate 8 and can push the pair of second cylinders to move towards the middle of the lock sleeve through external force, so that the inner diameter of the first cylinder is gradually reduced;
wherein, the opposite ends of a pair of connecting rods 5 are respectively sleeved at the two ends of a second cylinder.
In the above technical scheme, the pair of pushing sleeves 7 are respectively sleeved at two ends of the locking plate 8, and the diameter of the first cylinder can be slowly contracted when the pushing sleeves are close to the middle of the first cylinder of the locking plate 7, on the contrary, when the pair of pushing sleeves 7 are gradually far away from the middle of the first cylinder, the diameter of the first cylinder can be slowly expanded to the maximum expansion degree of the adjusting opening starting end.
A construction method of a steel shell concrete combined cable tower is characterized by comprising the following steps:
s1, preparing a plurality of shell forming parts of a group cubic cylindrical structure; each set of the housing profiles comprises: an inner shell 2 and an outer shell 1 which can be sleeved inside and outside;
s2, sleeving the inner shell 2 in each group of shell forming parts in the outer shell 1, enabling the circumferential distances of the inner shell 2 and the outer shell to be consistent, and connecting the inner shell 2 and the outer shell 1 by using a connecting rod 5 to form a base section of the combined cable tower;
s3, performing concrete pouring and vibrating processes between the inner shell 2 and the outer shell 1 in the foundation section in the step S2, and performing concrete curing, chiseling and slag removing processes after the concrete is dried and solidified to form a foundation section finished body;
s4, repeating steps 1-3 on the completed body of the base section in step S3 until the pylon is capped.
In the technical scheme, the whole cable tower structure adopts a longitudinal diamond-shaped inner shell 2, an outer shell 1 and a steel-concrete combined structure formed by pouring concrete. The bottom of the lower cable tower section is combined and separated upwards gradually, the two tower limbs in the middle of the cable tower are closed upwards gradually, the two tower limbs in the middle of the cable tower are combined into a whole until the top of the middle cable tower section is combined, and a cross beam is arranged at the joint part of the middle cable tower section and the lower cable tower section. The cable tower is divided into 36 sections, the standard section is 4.8m high, the highest section is 5.2m high, the lower cable tower steel shell is hoisted by a floating crane according to the section height of the cable tower and the weight of each section, and the upper cable tower steel shell is hoisted by a tower crane. The lower cable tower is installed by using the main beam block bracket as a construction operation platform, and the upper cable tower section is installed by adopting a hydraulic automatic climbing operation platform system.
In order to enable the segment to be installed to be easily positioned and butted with the installed segment, a matching piece is installed between the installed segment and the segment to be installed, the matching device is installed in place when the matching piece is pre-assembled in a steel shell factory, and the matching device is removed after the connection between the tower column segments on site is completed. When the on-site accurate positioning is carried out, the deviation of a measuring point on the surface of the groove is preferentially ensured to be within a design allowable range;
the inner shell 2 and the outer shell 1 are installed in a mode of lagging one-section adjustment, namely, the measurement error of the concrete poured in the previous section is adjusted according to the error of the previous section through the relative relation between the matching piece and the counterpoint line when the new section is installed;
when the inner shell 2 and the outer shell 1 are welded, the longitudinal bridge and the transverse bridge are symmetrically welded, so that the condition that the temperature gradient of the steel shell is overlarge due to asymmetric welding is avoided. During girth welding, firstly, a code plate is printed, a ceramic gasket is lined, girth welding is carried out through CO2 gas shielded welding, and welding seams are polished and coated. And the adsorption type welding protective cover is adopted, so that the quality is ensured, and the pollution is avoided. The steel bars in the first section of the steel shell are mechanically connected with the joints of the embedded steel bars in the bearing platform by taper sleeve locking steel bars, and the steel bars in the other sections are mechanically connected by straight thread sleeves;
the steel shell carries out the longitudinal bridge to horizontal bridge to the symmetry welding through the circumferential weld at prefabricated in-process, wherein, avoids causing the steel shell temperature gradient too big because of asymmetric welding. During girth welding, firstly, a code plate is printed, a ceramic gasket is lined, girth welding is carried out through CO2 gas shielded welding, and welding seams are polished and coated. And the adsorption type welding protective cover is adopted, so that the quality is ensured, and the pollution is avoided. The steel bars in the first section of the steel shell are mechanically connected with the joints of the embedded steel bars in the bearing platform by taper sleeve locking steel bars, and the steel bars in the other sections are mechanically connected by straight thread sleeves;
in order to ensure that the concrete of the tower wall is poured compactly, through holes 4 for tamping the concrete are arranged on the horizontal stiffening plate of the tower wall; in the concrete pouring and vibrating process, the vibrating rod is inserted into the through hole 4 for vibrating, so that the concrete pouring is compact, and the stress of the structure is guaranteed. When the concrete close to the steel shell wall plate is poured, the through holes 4 formed in the stiffening ribs 3 are fully utilized for exhausting, so that the concrete pouring construction quality is ensured;
in order to prevent the cracks between the concrete and the steel shell caused by the too fast dehydration of the concrete surface layer, the top surface concrete is maintained in time by water storage after the concrete is initially set, and the water storage depth is not less than 10 cm. The water for health preservation adopts river water, and a water tank is lifted to the top of the steel shell segment by a tower crane. A water collecting pit is arranged at the corner of the steel shell so as to be convenient for pumping out the maintenance water at the later stage;
and after the concrete is finally set for 48 hours, the electric pick is adopted to carry out scabbling treatment on the top surface of the concrete, and simultaneously, all floating pulp and a soft layer on the surface of the concrete are removed. In order to improve the slag removal efficiency and effect, the chiseled concrete slag is cleaned by a dust collector.
In another technical solution, in step S2, the inner housing 2 in each set of housing forming members is sleeved in the outer housing 1, and the circumferential distances between the inner housing and the outer housing are consistent, specifically including the following steps:
with every group casing formed part interior 2 covers establish in the shell body 1 to including casing 2 and shell body 1's bottom set up two-layer reinforcing bar locating plate in advance, and correspond the mounted position department at interior casing 2 and shell body 1 place and set up many locating holes on this reinforcing bar locating plate board body, then place interior casing 2 and shell body 1 and carry out the accurate positioning in the locating hole department that corresponds.
In another technical scheme, a plurality of positioning frames are arranged on the inner shell 2 and the outer shell 1 bottom connecting steel bar positioning plate respectively around positioning holes in the steel bar positioning plate, and are used for fixing the bottoms of the inner shell 2 and the outer shell 1.
In above-mentioned technical scheme, the pylon setting is on the cushion cap, sets up two-layer reinforcing bar locating plate in the cushion cap, and the reinforcing bar hole is joined in marriage by digit control machine tool accurate positioning and bores on the locating plate, guarantees buried reinforcing bar accurate positioning through two-layer locating plate accurate positioning. The longitudinal and transverse positioning frames are arranged at the column base of the steel shell, the positioning frames and the first section of the steel shell are manufactured in a matching mode in a factory, the positioning frames are pre-embedded during bearing platform construction, and the mounting accuracy of the first section of the steel shell is guaranteed through the high accuracy of the positioning frames.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (10)
1. A steel shell concrete combined cable tower comprises a vertical combined cable tower formed by splicing a plurality of sections of steel shells up and down, and is characterized in that concrete is poured in each section of steel shell to form a steel-concrete combined structure.
2. The steel-shell concrete combined cable tower according to claim 1, wherein the steel-concrete combined structure comprises an inner steel shell and an outer steel shell which are formed by an inner shell and an outer shell, and a pouring gap is reserved between the inner steel shell and the outer steel shell for pouring the concrete;
wherein, interior casing and shell body all include, four steel sheet head and the tail concatenation enclose the cube tubular structure who establishes and form, just interior casing with still be provided with reinforcing apparatus between the shell body respectively to increase the stability of pouring back between the two.
3. The steel shell concrete tower according to claim 2, wherein the reinforcing means comprises a plurality of plate-shaped stiffening ribs arranged at equal intervals in the transverse and longitudinal directions along the opposite surfaces of the inner shell and the outer shell, respectively, all of the stiffening ribs forming a grid shape; and a plurality of reinforcing bars which are vertically and equidistantly arranged along the ribbed plates of all the stiffening ribs arranged transversely and longitudinally.
4. The steel shell concrete combined cable tower according to claim 1, further comprising a plurality of connecting rods uniformly arranged between the inner shell and the outer shell, wherein both ends of all the connecting rods are respectively correspondingly connected to a pair of stiffening ribs at horizontal positions of opposite surfaces of the inner shell and the outer shell, so as to form a structure for connecting and maintaining the distance and stability between the inner shell and the outer shell.
5. The steel shell concrete tower as claimed in claim 3, wherein all the transverse stiffening ribs on the inner and outer shells are sequentially provided with a plurality of through holes for pouring and tamping from top to bottom along the plate bodies.
6. The steel shell concrete combined cable tower according to claim 1, wherein the sections of the steel shells comprise different sections of each steel shell from bottom to top, and the variable sections of the steel shells are jointed and combined and assembled into a whole through detachable connection;
wherein a plurality of pairs of vertical connecting rods are arranged among a plurality of steel shells and are connected through a plurality of adjusting and locking devices for controlling the distance between each pair of connecting rods.
7. The steel shell concrete tower assembly according to claim 6, wherein said plurality of adjustment locking devices each comprise a taper sleeve locking sleeve comprising,
the locking plate is a first cylinder with two ends gradually enlarging the diameter to the middle, a plurality of equidistant adjusting openings are arranged along the vertical direction of the section of one end of the cylinder, and the adjusting openings extend from one end of the cylinder to the tail section of the other end;
the retainer is annular and is sleeved in the middle of the outer side of the cylinder;
the pair of push sleeves are hollow second cylinders which are respectively sleeved at two ends of the locking plate and can push the pair of second cylinders to move towards the middle direction of the lock sleeve through external force so as to gradually reduce the internal diameter of the first cylinder;
wherein, the opposite ends of a pair of connecting rods are respectively sleeved at the two ends of a second cylinder.
8. The construction method of the steel shell concrete combination cable tower according to any one of claims 1 to 7, characterized by comprising the following steps:
s1, preparing a plurality of shell forming parts of a group cubic cylindrical structure; each set of the housing profiles comprises: an inner shell and an outer shell which can be sleeved inside and outside;
s2, sleeving the inner shell in each group of shell forming parts in the outer shell, enabling the circumferential distances of the inner shell and the outer shell to be consistent, and connecting the inner shell and the outer shell by using connecting rods to form a basic section of the combined cable tower;
s3, performing concrete pouring and vibrating processes between the inner shell and the outer shell in the foundation section in the step S2, and performing concrete curing, chiseling and slag removing processes after the concrete is dried and solidified to form a finished foundation section;
s4, repeating steps 1-3 on the completed body of the base section in step S3 until the pylon is capped.
9. The construction method of the steel shell concrete combination cable tower according to claim 8, wherein the step S2 of sleeving the inner shell in each group of shell forming members in the outer shell and keeping the circumferential distance between the inner shell and the outer shell consistent specifically comprises the following steps:
with every group casing formed part in the interior casing cover establish in the shell body to the bottom including casing and shell body sets up two-layer reinforcing bar locating plate in advance, and corresponds the mounted position department at casing and shell body place and set up many locating holes in this reinforcing bar locating plate on one's body, then places casing and shell body and carry out the accurate positioning in the locating hole department that corresponds.
10. The method of claim 9, wherein the steel-shell concrete tower is connected to the steel bar positioning plates at the bottom of the inner and outer shells, and a plurality of positioning frames are respectively disposed around the positioning holes of the steel bar positioning plates for fixing the bottom feet of the inner and outer shells.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911078503.XA CN110952448A (en) | 2019-11-06 | 2019-11-06 | Construction method of steel shell concrete combined cable tower |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911078503.XA CN110952448A (en) | 2019-11-06 | 2019-11-06 | Construction method of steel shell concrete combined cable tower |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110952448A true CN110952448A (en) | 2020-04-03 |
Family
ID=69976135
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911078503.XA Pending CN110952448A (en) | 2019-11-06 | 2019-11-06 | Construction method of steel shell concrete combined cable tower |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110952448A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112030707A (en) * | 2020-08-26 | 2020-12-04 | 绍兴文理学院 | Assembled prefabricated steel-concrete combined capping beam and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103498536A (en) * | 2013-09-26 | 2014-01-08 | 青岛森林金属制品有限公司 | Extruding taper sleeve locking-type steel bar joint and method for connecting steel bars by using same |
| CN105887679A (en) * | 2016-01-20 | 2016-08-24 | 广东省交通规划设计研究院股份有限公司 | Space twisting curved surface A type bridge cable tower and construction method thereof |
| CN207211532U (en) * | 2017-07-24 | 2018-04-10 | 中建八局第四建设有限公司 | Connector |
| CN109183616A (en) * | 2018-09-27 | 2019-01-11 | 中交公路规划设计院有限公司 | Inside and outside double steel plate steel reinforced concrete synthetic rope tower structure and its assembling method of construction |
| KR20190089646A (en) * | 2018-01-23 | 2019-07-31 | 현대건설주식회사 | Pylon of Long Span Bridge and its Construction Method by Applying Hybrid Structure |
-
2019
- 2019-11-06 CN CN201911078503.XA patent/CN110952448A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103498536A (en) * | 2013-09-26 | 2014-01-08 | 青岛森林金属制品有限公司 | Extruding taper sleeve locking-type steel bar joint and method for connecting steel bars by using same |
| CN105887679A (en) * | 2016-01-20 | 2016-08-24 | 广东省交通规划设计研究院股份有限公司 | Space twisting curved surface A type bridge cable tower and construction method thereof |
| CN207211532U (en) * | 2017-07-24 | 2018-04-10 | 中建八局第四建设有限公司 | Connector |
| KR20190089646A (en) * | 2018-01-23 | 2019-07-31 | 현대건설주식회사 | Pylon of Long Span Bridge and its Construction Method by Applying Hybrid Structure |
| CN109183616A (en) * | 2018-09-27 | 2019-01-11 | 中交公路规划设计院有限公司 | Inside and outside double steel plate steel reinforced concrete synthetic rope tower structure and its assembling method of construction |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112030707A (en) * | 2020-08-26 | 2020-12-04 | 绍兴文理学院 | Assembled prefabricated steel-concrete combined capping beam and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105756356B (en) | A kind of steel pipe column casing mounting and adjusting alignment methods | |
| CN105649348B (en) | A kind of steel pipe column casing handling installation method | |
| CN102102443B (en) | Method for constructing combined steel and concrete column of large metallurgy industrial factory building | |
| CN112502714B (en) | Assembled shaft barrel structure and design and construction method | |
| CN107460889A (en) | Integral movable type rack template and its construction method in underground pipe gallery construction | |
| CN105756348B (en) | A kind of Core Walls Structure beam column steel pipe column interior concrete pouring construction method | |
| CN106827193A (en) | Multiple box culvert makes mould and the method for producing box culvert using three hole box culvert moulds | |
| CN105604183A (en) | Construction method of rear welded joints of a truss | |
| CN105735638B (en) | A kind of bracket is poured with arcuate die processing method and its bracket casting method | |
| CN113334568B (en) | Segment whole ring structure and segment whole ring prefabrication method | |
| CN105604197B (en) | A kind of beam column steel pipe column barrel structure | |
| CN105649335B (en) | A kind of high-rise building Core Walls Structure beam column construction construction method | |
| CN105735474B (en) | A kind of Core Walls Structure beam column monolayer steel pipe column construction method | |
| CN110952448A (en) | Construction method of steel shell concrete combined cable tower | |
| CN107558483B (en) | A kind of construction method of building foundation that installing wallboard | |
| CN205653708U (en) | Work platform that inclined plane climbed follows | |
| CN216941170U (en) | Shell ring frock, shell ring and tower section of thick bamboo | |
| CN105604248B (en) | A kind of steel pipe column casing docking protection welding method of steel pipe column | |
| CN111927111B (en) | Construction method of ultrahigh special-shaped outer frame steel structure | |
| CN108930406A (en) | Construction method for large-formwork narrow-space wall based on integral assembly | |
| CN104947853A (en) | Built-in stand type cast-in-place reinforced concrete pillar and construction method | |
| CN105756349B (en) | A kind of Core Walls Structure beam column bracket pouring construction method | |
| CN109083184A (en) | A kind of prefabricated cushion cap of land sectional type and its production and installation method | |
| CN105804402B (en) | A kind of Core Walls Structure beam column steel pipe column interior concrete blanking casting method | |
| CN114393673A (en) | Shell ring tool, shell ring, tower and construction method of tower |
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 | ||
| TA01 | Transfer of patent application right | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20210901 Address after: 430048 No. 11 Jinyinhu Road, Dongxihu District, Wuhan City, Hubei Province Applicant after: CCCC SECOND HARBOR ENGINEERING Co.,Ltd. Applicant after: CCCC SHEC FOURTH ENGINEERING Co.,Ltd. Applicant after: CCCC HIGHWAY BRIDGES NATIONAL ENGINEERING RESEARCH CENTER Co.,Ltd. Address before: 430048 No. 11 Jinyinhu Road, Dongxihu District, Wuhan City, Hubei Province Applicant before: CCCC SECOND HARBOR ENGINEERING Co.,Ltd. Applicant before: CCCC SHEC FOURTH ENGINEERING Co.,Ltd. |
|
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200403 |