CN112942106A - Construction method of portal cable tower - Google Patents
Construction method of portal cable tower Download PDFInfo
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- CN112942106A CN112942106A CN202110043972.9A CN202110043972A CN112942106A CN 112942106 A CN112942106 A CN 112942106A CN 202110043972 A CN202110043972 A CN 202110043972A CN 112942106 A CN112942106 A CN 112942106A
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- 238000010276 construction Methods 0.000 title claims abstract description 144
- 238000009415 formwork Methods 0.000 claims abstract description 66
- 239000004567 concrete Substances 0.000 claims abstract description 45
- 230000009194 climbing Effects 0.000 claims abstract description 33
- 230000009193 crawling Effects 0.000 claims abstract 3
- 229910000831 Steel Inorganic materials 0.000 claims description 86
- 239000010959 steel Substances 0.000 claims description 86
- 238000000034 method Methods 0.000 claims description 24
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 19
- 239000000463 material Substances 0.000 claims description 8
- 238000012546 transfer Methods 0.000 claims description 8
- 238000009826 distribution Methods 0.000 claims description 4
- 239000011513 prestressed concrete Substances 0.000 claims description 4
- 238000013461 design Methods 0.000 claims description 3
- 238000009432 framing Methods 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 claims description 2
- 238000010586 diagram Methods 0.000 description 7
- 238000009434 installation Methods 0.000 description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000005086 pumping Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 238000005266 casting Methods 0.000 description 3
- 238000001816 cooling Methods 0.000 description 3
- 238000005034 decoration Methods 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 2
- 235000017491 Bambusa tulda Nutrition 0.000 description 2
- 241001330002 Bambuseae Species 0.000 description 2
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 2
- 239000011425 bamboo Substances 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 239000000498 cooling water Substances 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 230000036571 hydration Effects 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
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- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000011144 upstream manufacturing 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
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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
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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Abstract
The invention discloses a construction method of a gantry cable tower, which comprises the following steps: s1: dividing the tower column into sections; s2: constructing a bearing platform and a tower column head section; s3: installing a creeping formwork; s4: upwards constructing a plurality of sections of the tower column and concrete buttresses; s5: installing a climbing formwork on the inner side surface of the tower column, constructing a plurality of sections of the tower column upwards again, and erecting a capping support; s6: after the angle of the crawling rail passes through the step is adjusted, continuously constructing a plurality of sections of the tower column upwards; s7: continuously constructing a plurality of sections of the tower column upwards, and erecting a capping support; s8: after the angle of the crawling rail passes through the steps, continuously constructing a plurality of sections of the tower column, and mounting a beam Pi-shaped bracket; s9: constructing the rest tower column sections to finish the construction of the tower columns and the cross beams; s10: and finishing the construction of the cable tower. The construction method solves the technical problem that the existing mature construction scheme cannot be used in actual construction, is newly designed in each construction stage, and successfully completes the construction of the bridge cable tower supported by the application.
Description
Technical Field
The invention relates to the technical field of tower column construction of bridges. More particularly, the present invention relates to a construction method of a gate type cable tower.
Background
In the construction project that this application was based on, bridge cable tower is located the river bank limit, and cable tower mainly has following several characteristics: 1) the height of the cable tower is higher than that of the conventional cable tower, the cable tower does not contain a tower top decorative part, and the height of the cable tower is nearly 100 meters; 2) the cable tower is a door-type cable tower; 3) the inclined slope of the cable tower is larger than that of the conventional cable tower, so that the construction is difficult, and the conventional construction scheme cannot meet the requirements; 4) the cable tower is complex in structure, and the structure of the cable tower is unconventional, such as the cross beam is only provided with an upper cross beam, the middle cross beam is omitted, and the lower cross beam is replaced by other structures. Based on the construction requirements to be met by the cable tower under the construction environment, the construction can not be carried out by using a conventional construction scheme, a new construction scheme must be developed, reasonable setting needs to be carried out again according to actual conditions in each construction step, and otherwise, the construction project can not be smoothly completed.
Disclosure of Invention
The invention aims to provide a portal cable tower construction method, which solves the technical problem that the existing mature construction scheme cannot be used in actual construction, is newly designed in each construction stage, and successfully completes the bridge cable tower construction supported by the application.
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a gate type cable tower construction method, comprising the steps of:
s1: according to design and construction requirements, tower columns on two sides are segmented, the outer side surfaces of the tower columns are inclined planes, steps are arranged at intervals up and down, and a tower crane and an elevator are arranged;
s2: constructing a bottom bearing platform, binding a first section of steel bar, installing a template through a tower crane, and pouring concrete to complete the construction of the first section of the tower column;
s3: binding a 2 nd section of steel bar, installing a climbing formwork triangular support frame of the tower column except the inner side surface by using a tower crane, and installing a climbing formwork by using the tower crane;
s4: installing the rest components of the tower column creeping formwork by using a tower crane, and upwards constructing a plurality of sections of the tower column and concrete buttresses on the inner side;
s5: installing a creeping formwork on the inner side surface of the tower column, constructing a plurality of sections of the tower column upwards again after entering normal creeping formwork construction circulation, and erecting a capping support in a next section of the uppermost section;
s6: continuously upwards passing through a plurality of sections of the creeping formwork construction tower column, wherein the creeping formwork construction process is changed when the creeping formwork meets the step inclination, and the construction is continued after the creeping rail firstly adjusts the step angle;
s7: continuing to normally climb upwards to form a plurality of sections of the tower column in a creeping construction mode, wherein a capping support is erected in a next section of the uppermost section;
s8: continuously constructing a plurality of sections of the tower column by climbing up the formwork, adjusting the step angle of the climbing rail in the process, and hoisting and mounting the beam Pi-shaped bracket by using a tower crane in a crossed manner;
s9: continuing to upwards construct the rest tower column sections by normal creeping formwork, completing the construction of the tower column, dismantling the creeping formwork by using a tower crane, and completing the construction of the cross beam;
s10: and after the beam is poured and constructed and tensioned, removing the beam support and constructing a decorative block below the beam, and constructing other decorative structures of the cable tower to finish the cable tower construction.
Preferably, in step S1, the tower crane is provided with one corresponding to each of two sides of the cable tower, and is marked as tower crane a and tower crane B, and is responsible for hoisting A, B tower column material, formwork, support and construction equipment, hoisting beam material and formwork support together, and is responsible for transporting reinforcing steel bars in the site, and the process of transporting reinforcing steel bars is as follows: (1) covering a reinforcing steel bar field by the tower crane B, and directly hoisting reinforcing steel bars to a tower column B; (2) and the tower crane A is covered on the tower column B to hoist the reinforcing steel bars in the transfer area to the tower column A.
Preferably, the cross operation flow of the two tower cranes is as follows:
a. when the tower column is constructed, the operation range of a lifting hook of the tower crane A is limited to be not more than 20m of the arm length, and the double towers are not interfered with each other;
b. when the tower crane A transfers the reinforcing steel bars, the rotation allowable area of the large arm of the tower crane A is the direction from the transfer area to the river channel, and the lifting hook can freely rotate after entering the range of the length of the large arm being 20 m; the large arm of the tower crane B is only allowed to rotate in a large-mileage area;
C. when the cross beam is constructed, when the lifting hook of the tower crane A exceeds the large arm by 20m, the large arm of the tower crane B must avoid the area; when the tower crane rotates to the position where the lifting hook does not exceed the large arm by 20m, the lifting hook is moved.
Preferably, the cable tower is a door-type cable tower, the tower column is of a box-type section, a prestressed concrete cross beam is arranged above the tower column and below the top of the bearing platform, an inverted step-type decorative block is arranged below the cross beam, and a concrete buttress is arranged on the inner side of the tower column and used for replacing a conventional lower cross beam.
Preferably, the tower column of the cable tower is divided into a lower tower column, a middle tower column and an upper tower column, the connection position of each tower column is a vertical surface at the inner side, a stepped abrupt slope is arranged at the outer side, the climbing rail is adjusted through the step angle in the steps S6 and S8 at the connection positions of the lower tower column and the middle tower column and the upper tower column respectively, the steps S2 to S5 are all lower tower column construction, the steps S6 and S7 are all middle tower column construction, and the steps S8 and S9 are all upper tower column construction.
Preferably, the construction of the plurality of sections and the first section of the tower column in the step S4 includes the construction of a concrete buttress, the side surface of the concrete buttress and the tower column both adopt creeping formwork, and the front and back surfaces of the concrete buttress adopt steel formworks modified by a cushion cap formwork.
Preferably, in steps S5 and S7, a capping support is constructed at the connection between the lower tower column, the middle tower column and the upper tower column, a plurality of steel bars are pre-embedded in advance during the construction of the next section, the steel bars are arranged along the inner side of the tower column at intervals, and after the inner mold of the next section is removed, the capping support of the capping section template is set up: (1) mounting a pair of I-shaped steel cross beams on the pre-embedded steel bar; (2) i-steel longitudinal beams are laid on a pair of I-steel cross beams to form a support bottom platform; (3) erecting a fastener type full-space bracket on the I-shaped steel longitudinal beam; (4) and finally, paving the longitudinal and transverse distribution beams and the panels above and on the side surfaces of the full framing.
Preferably, the cross beam is constructed by adopting an overhead pi-shaped support, the construction of the cross beam support is started after the construction of the middle tower column is completed, the cross beam support is installed on the constructed tower column section, and after the construction of the cross beam is completed, the construction of the decorative block below the cross beam is performed.
Preferably, a stiff framework is further arranged in the tower column and comprises 4 standard trusses respectively located on 4 side faces, the standard trusses form an integral stiff framework through connecting frames, the standard trusses and the connecting frames are connected into a whole through a plurality of vertical rods and connecting rods, and the interval between adjacent vertical rods at the connecting frames and the inclination angle of the vertical rods are adjusted and set according to the cross section size and the inclination angle of the tower column and then connected through the connecting rods.
Preferably, be provided with support platform in the pylon for centre form construction and reinforcement simultaneously as the support pre-buried many excellent steel of the pylon construction time that support platform waited to set up, it sets up along the inboard relative and interval of pylon, support platform includes chassis and steel pipe support, the chassis sets up on the excellent steel, the steel pipe support full weld in on the chassis, the chassis is telescopic sleeve structure, the chassis is set up by the channel-section steel of the channel-section steel in middle part and the channel-section steel of both sides and forms by interlude each other.
The invention at least comprises the following beneficial effects:
the construction method aims at special construction of the cable tower structure different from the conventional construction, solves the technical problem that the conventional mature construction scheme is not suitable, adopts the specific construction scheme suitable for the construction project corresponding to each independent construction step, finally and smoothly completes the construction of the construction project, has uniqueness, construction safety and high efficiency, and provides a different construction scheme for the subsequent construction of the same type.
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 structural diagram of the front side of a cable tower of the present invention;
FIG. 2 is a schematic side view of the pylon of the present invention;
FIG. 3 is a schematic illustration of the tower column segment division of the present invention;
FIG. 4 is a schematic diagram of a tower crane elevator arrangement of the present invention;
FIG. 5 is a schematic diagram I of a tower crane cross construction process of the invention;
FIG. 6 is a schematic diagram of a tower crane cross construction process of the invention;
FIG. 7 is a schematic diagram of a tower crane cross construction process III of the invention;
FIG. 8 is a plan view of a column form of sections 1 to 4 of the present invention, which includes concrete piers;
FIG. 9 is a layout view of steel bars during construction of the capping stand of the present invention;
FIG. 10 is a view of the construction of the capping stand of the present invention;
FIG. 11 is a structural view of a formwork support in the construction of the outer peripheral decorative structure of the upper tower column according to the present invention;
FIG. 12 is a cross beam bracket configuration of the present invention;
FIG. 13 is a plan view of a lower tower column stiff skeleton standard knot configuration of the present invention;
FIG. 14 is a structural elevation view of a stiff skeleton standard joint of a lower tower column according to the present invention;
fig. 15 is a structural view of the tower inner support platform of the present invention.
Description of reference numerals:
1. the concrete support comprises a tower column, 2, cross beams, 3, concrete buttresses, 4, decorative blocks, 5, a tower crane, 6, an elevator, 7, a transit area, 8, a climbing formwork, 9, a steel formwork, 10, steel bars, 11, I-steel cross beams, 12, I-steel longitudinal beams, 13, full space supports, 14, distribution beams, 15, panels, 16, cross beam supports, 17, standard trusses, 18, connecting frames, 19, vertical rods, 20, connecting rods, 21, an underframe, 22 and steel pipe supports.
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.
It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials, if not otherwise specified, are commercially available; 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.
The following detailed description is based on the construction scheme of the 3# cable tower of the high weir west way water dancing bridge.
Overview of engineering
The 3# cable tower of the high-weir west-way water dancing big bridge is positioned on the west bank of the water dancing river, the height of the cable tower is 98.15m (without tower top decoration), and the height above the bridge deck is 78.15 m. The cable tower is of a door type structure, the net space of a tower column 1 is 41.2m, a prestressed concrete cross beam 2 is arranged at a position 84.7m away from the bearing platform top, an inverted step type decoration block 4 is arranged below the cross beam 2, and a concrete buttress 3 (replacing a lower cross beam) is arranged on the inner side of the tower column 1.
The tower column 1 adopts a box-shaped section and is divided into a lower tower column, a middle tower column and an upper tower column which are respectively 46m, 25m and 27.15m high, and the wall thickness is respectively 80cm, 70cm and 60 cm.
Step type mutation is arranged at the joint of each tower column 1, wherein the width of the longitudinal bridge step is 25cm, the width of the transverse outer step is 50cm, and no step is arranged on the transverse inner side. The horizontal bridge inclination angle of the lower tower column is 2.5 degrees (the outer side inclination angle, the inner side is a vertical plane, the lower part is the same), and the longitudinal bridge inclination angle is 1.3 degrees; the horizontal bridge inclination angle of the middle tower column is 2.3 degrees, and the longitudinal bridge inclination angle is 0.6 degrees; the transverse bridge inclination angle of the upper tower column is 3-0, and the longitudinal bridge inclination angle is 0.2-0.
The upper beam 2 is 7.8m high and 42.2m net span, and is a prestressed concrete box type structure, wherein the bottom plate is provided with 20 bundles
The steel strand and the top plate are provided with 6 bundles
And (4) steel strands.
The main tower layout structure is shown in fig. 1 and fig. 2.
Second, general construction scheme of cable tower
The tower columns 1 are constructed by conventional creeping formwork segmental casting, the maximum casting height of the creeping formwork is 4.5m, each tower column 1 is provided with a 7013-10 tower crane 5 and an elevator 6 which are matched with the creeping formwork for construction, and the cross beams 2 are constructed by pi-shaped supports.
1. Main tower segment division
According to the maximum construction height of the creeping formwork and the comprehensive consideration of the junction of the buttress, the upper tower column, the middle tower column and the lower tower column, the tower column 1 is divided into 22 sections, and the maximum casting height of the sections is 4.5 m. Fig. 3 is a schematic diagram of the division of the main tower segment.
2. Arrangement of tower crane 5 and elevator 6
(1) Arrangement scheme
Planning to arrange a middle-junked heavy family TC7013-10 type tower crane 5 on the outer sides of 2 tower columns 1 respectively, wherein the arm length of an upstream tower crane 5(A tower crane) is 60 m; the downstream tower crane 5(B tower crane) has the arm length of 45m and can cover a steel bar processing field; in order to ensure the operation safety of the tower group, according to the actual field progress, the progress of the A bearing platform leads the progress of the B bearing platform for about 30 days, the A tower crane is set as a high-position tower, and the safety height difference between 2 tower cranes 5 is not less than 8.4m (3 standard knots).
The maximum hoisting weight of the TC7013-10 type tower crane 5 is 10t, and the hoisting requirements of the climbing formwork support body and the beam support 16 can be met.
Every pylon 1 respectively disposes a construction elevator 6, and elevator 6 sets up in pylon 1 big mileage side, can directly dock with creeping formwork construction platform, and it adheres to set up between 1 with the pylon, adheres to the interval and is not more than 9 m. The elevator 6 selects a SC200/200 construction elevator of the middle-linkage department.
The layout schematic diagram of the tower crane elevator is shown in fig. 4, and a tower crane 5 and an elevator 6 are respectively arranged on two sides.
(2) Tower crane 5 task
A. The tower crane B is respectively responsible for hoisting A, B tower column materials, templates, supports and construction machines, hoisting the beam 2 materials and the template supports together, and transporting reinforcing steel bars in the site. The steel bar transporting process comprises the following steps: (1) covering a reinforcing steel bar field by the tower crane B, and directly hoisting reinforcing steel bars to a tower column B; (2) and the tower crane A is covered on the tower column B to hoist the transferred reinforcing steel bars to the tower column A. As shown in FIGS. 5 to 7, the left side is A tower crane, and the right side is B tower crane.
(3) Tower crane 5 cross flow
a. When the tower column 1 is constructed, the operation range of the lifting hook of the tower crane A is limited to be not more than 20m of the arm length, and the double towers are not interfered with each other, as shown in fig. 5.
b. When the tower crane A transfers the reinforcing steel bars, the rotation allowable area of the large arm of the tower crane A is from the transfer area 7 to the river channel, and the lifting hook can freely rotate within the range of the length of the large arm being 20 m; the large arm of the tower B crane is only allowed to rotate in a large-mileage area, as shown in figure 6.
C. When the cross beam 2 is constructed, when the lifting hook of the tower crane A exceeds the large arm by 20m, the large arm of the tower crane B must avoid the area. When the tower crane rotates to the position that the lifting hook does not exceed the large arm by 20m, the lifting hook is moved again when the tower crane rotates to the position, as shown in figure 7.
(4) Installation climbing process
According to the requirements of the TC7013-10 type tower crane 5 on the maximum independent operation height of 52m without adhesion, the maximum allowable independent height above adhesion of 39m and the maximum allowable interval of adhesion of 25.2m, and in combination with the requirements of climbing formwork construction, the installation and jacking process of the tower crane 5 is as follows:
(1) after the construction of the bearing platform is finished, a tower crane 5, a high tower 52m and a low tower 43.6m are installed;
(2) when climbing to the 11 th section, B tower column climbing formwork climbs to the 9 th section, the first way of attachment is installed, and the tower crane jacking is 19.6m (7 standard sections).
(3) When climbing to the 15 th section and climbing to the 13 th section, the climbing form of the tower column A and the climbing form of the tower column B are installed for the second attachment and the jacking tower crane is 16.8m (6 standard sections).
(4) When the climbing form of the tower column A climbs to the 19 th section and the climbing form of the tower column B climbs to the 17 th section, a third attachment is installed to lift the tower crane by 16.8m (6 standard sections).
(5) And when the climbing formwork of the tower A climbs to 22 sections, installing a fourth attachment, and climbing a tower crane by 14m (5 standard sections).
3. Overall construction steps of main tower
(1) After the construction of the bearing platform is completed, the first section of steel bars of the tower column 1 are bound, a formwork is installed by using the tower crane 5 (the tower column 1 adopts a creeping formwork 8, and the concrete buttress 3 adopts a steel formwork), and concrete is poured.
(2) Binding the 2 nd section of reinforcing steel bar of the tower column, installing a climbing formwork triangular support frame on 3 surfaces (except the inner side surface) of the tower column by using the tower crane 5, and installing a formwork by using the tower crane 5.
(3) And (3) installing the tower column 1 and other components of the climbing template by using a tower crane 5, and constructing the front 5 sections of the tower column and the concrete buttress 3.
(4) And (3) mounting a creeping formwork on the inner side surface of the tower column 1, entering 12 sections in front of the tower column in normal creeping formwork circulation construction, wherein a capping support needs to be erected in an 11 th section of the tower column 1.
(5) And (4) carrying out climbing formwork construction on 13-15 sections of the tower column, wherein the climbing rail needs to be subjected to step angle adjustment.
(6) And (4) normally climbing formwork construction of 16-18 sections of the tower column, wherein a capping support needs to be erected in a 17 th section of the inner box.
(7) Performing 19-20-section creeping formwork construction on the tower column, and adjusting the step angle of a creeping rail; and hoisting and mounting the beam Pi-shaped bracket by using the tower crane 5 in a crossed manner.
(8) Normally climbing formwork construction tower columns 21 and 22 sections, completing construction of the tower column 1, and dismantling the climbing formwork by using a tower crane 5; and simultaneously cross-constructing the beam 2.
(9) And (4) finishing the installation and the pre-pressing of the beam support 16, and pouring the beam 2 for three times.
(10) After the beam 2 is tensioned, the beam bracket 16 is removed, and the decoration block 4 below the beam 2 is constructed; after the cable is installed, constructing a tower top saddle chamber and a decorative structure; and (5) completing construction of the cable tower, and dismantling the tower crane 5 and the construction elevator 6.
Third, cable tower construction process
1. Creeping formwork construction process
And (5) adopting conventional creeping formwork construction.
2. Lower tower construction
The lower tower column is 46m high and is constructed in 11 sections, namely 3m +4.5m + 2+2.82m +4.5m + 6+4.18m, a creeping formwork process is adopted, and special measures and processes of a first section of 3m solid section, sections 1-4 of tower column concrete-containing buttresses 3, a section 11 top sealing section and an inner support of the concrete buttresses 3 are explained.
2.1 column head section (including concrete buttress 3) solid section cooling pipe
The first section of the tower column 1 is 3m high, the size of the top surface is 9.4mx9.9m, and the tower column is mass concrete. In order to reduce the influence of hydration heat, a cooling water pipe is arranged in the tower column 1 for cooling the inside of the tower column in a pipe cooling mode during construction, and the outside of the tower column is maintained in a heat preservation mode by covering 2 layers of geotextile. The cooling water pipe adopts a phi 50x2.5mm steel pipe, 3 layers are arranged, and each layer is provided with a water inlet and a water outlet.
2.2 section 1 ~ 4 tower column (including concrete buttress 3) template
The tower column 1 adopts a creeping formwork template 8; the side surface of the concrete buttress 3 adopts a creeping formwork template 8, and the front surface and the back surface adopt a steel formwork 9 (modified by a bearing platform formwork), as shown in figure 8.
2.3 Tower 11 th section capping support
When the 10 th segment is constructed, 8 segments with the length of 600mm are embedded at the position 1m below the top
Pipe, after stripping, is taken in
The steel bar 10 forms the support point of the stand, the specific arrangement being shown in fig. 9.
After the 10 th section internal mold is removed, starting to set up a top sealing section template support: (1) installing a steel bar 10, and installing 2I 32a I-shaped steel beams 11 on the steel bar 10; (2) laying I32a I-shaped steel longitudinal beams 12 to form a bracket bottom platform; (3) a fastener type full-space bracket 13 (a steel pipe bracket, a top support and a bottom support) is erected on the I-shaped steel; (4) finally, the longitudinal and transverse distribution beams 14 and the panels 15 are laid. The stent structure is shown in figure 10.
In order to ensure the safety of construction of personnel, bamboo gangboards need to be fully paved among I32I-shaped steels, and the bamboo gangboards are paved by staggering the positions of the bottom supports of the vertical rods. And after the strength of the 11 th section of concrete reaches 75%, workers enter the lower tower chamber from the reserved manhole, perform formwork removal on the formwork and the support and transport the concrete out of the manhole.
2.4 inner support of concrete buttress 3
The inner support of the concrete buttress 3 adopts a fastener type steel pipe support and is erected section by section along with the construction of the buttress. The early stage is used as a construction platform, and the later stage is directly used as a capping support frame. The distance between the steel pipe vertical rods is 60cm by 60cm, the step pitch is 120cm, and the step pitch is encrypted to 60cm when the steel pipe vertical rods enter the chamfering range. After the strength of the capping concrete reaches 75%, the support can be dismantled, and personnel and materials enter and exit from a manhole between the concrete buttress 3 and the tower column 1.
3. Construction of middle and upper tower column
The middle tower column is 25m high and is constructed in 6 sections, and the construction lengths are respectively 4.5m by 4+2.5m +4.5 m; go up the column height 21.5m, divide 5 segmental constructions, be 4.5m 3+3.7m +4.5m respectively, all adopt creeping formwork technology, capping section support, template structure are with lower column capping section, wherein go up column periphery decorative structure construction process as follows:
(1) pre-burying bracket brackets and reserving connecting steel bars during construction of 20 th to 22 th sections of tower columns;
(2) after the external mold is removed, a bracket is installed, a full support is installed for decorative structure construction, and the steel pipe support 2 must be effectively anchored with the tower column to ensure the stability of the support;
(3) the template holder structure is shown in fig. 11.
4. Cross beam 2 construction
In order to not influence the synchronous operation of the tower beam, the beam 2 is constructed by adopting an overhead pi-shaped bracket, and the 18 th section of the tower column 1 is constructed and the beam 2 is constructed; and after the construction of the cross beam 2 is finished, the construction of the decorative block 4 below the cross beam 2 is carried out. The beam bracket 16 is constructed as shown in fig. 12.
5. Construction of stiff skeleton
Because the tower column 1 is higher, the structure is complex, and a larger inclination exists, great difficulty is brought to the construction positioning and fixing of the steel bars and the templates, and in order to ensure the construction quality, a stiff framework is arranged in the tower column 1.
The stiff framework upright rods 19 adopt L100X 10 angle steel, and the connecting rods 20 formed by the horizontal rods and the oblique rods adopt L75X 75X 8 angle steel. The stiff skeleton is manufactured and hoisted in sections according to the height of the tower column 1 section, the standard section is 4.5m high, and the distance between the horizontal rods is 2.25 m.
The inner side surface of the tower column 1 is a vertical surface, and the rest are inclined surfaces. According to the structural characteristics of the tower column 1, the stiff skeleton is divided into 4 standard trusses 17, and then a connecting frame 18 and a connecting rod 20 are additionally arranged according to the inclination of the tower column 1 to be connected into a whole, as shown in fig. 13 and 14, the number of the upright rods 19 is correspondingly reduced according to the reduction of the cross section of the upper tower column and the middle tower column. The adjacent standard trusses 17 are a deformation adjusting area formed by connecting frames, the space between the upright rods 19 and the inclination of the upright rods are arranged according to the cross section and the inclined plane of the tower column to form a connecting frame 18 with adjustable cross section and inclination, and the standard trusses 17 and the connecting frame 18 are connected into a whole through a tie rod 20.
The lower tower column has a larger section, the stiff framework is manufactured by sectioning the stiff framework A, B, C in a steel structure processing field, the stiff framework is transported to the site, respectively hoisted to the tower column 1 and welded, and then the connecting frame pieces are welded to form the framework; the stiff framework of the middle and upper tower column is directly combined on the ground to form an integral estimation, and then the integral estimation is hoisted to the tower column 1 by a tower crane 5 to be welded.
Processing and mounting requirements: when the stiff framework is installed, the top surface elevation error is controlled within +/-5 mm, the plane size error is not more than 5mm, the inclination is not more than 1/1500, the lap joint part of the support rod piece is subjected to full welding, and the welding height of the welding line is not less than 6 mm.
6. Support platform in tower column 1
Along with the increase of the construction height in the tower column 1, a construction platform needs to be arranged in the tower so as to facilitate the installation and the removal of the inner mould and the binding and installation of reinforcing steel bars, and the inner mould is used as the bottom of the inner mould and the support of a concrete distributor.
The construction platform in the middle and lower tower columns consists of embedded parts, a bottom frame 21 and a steel pipe support 22, and the height is 5.2 m. Inserting a phi 50mm steel bar 10 into the embedded part, and embedding a phi 60mm PVC pipe in the tower column 1 during construction; the underframe 21 adopts 2[20 channel steel to insert 2[16 channel steel, so as to form a telescopic device which can be correspondingly adjusted along with the reduction of the section of the inner box of the tower column 1; the [10 channel steel is paved on the underframe 21, and a steel pipe bracket 22 with the diameter of 48mm is erected to form an inner bracket platform. And the steel pipe bracket 22 and the bottom frame 21 are fully welded, so that the integral hoisting is facilitated. Adopt tower crane 5 to carry out supplementary hoist and mount, steel pipe support 22 top four corners welding phi 16mm reinforcing bar rings form 4 hoisting points. The structural view of the support platform in the tower 1 is shown in fig. 15.
The upper tower column is small in height, the floor steel pipe support 22 is directly erected to serve as a construction platform in the tower, and the steel pipe support structure is characterized in that the distance between vertical rods is 90 cm-90 cm and the step pitch is 120 cm.
The construction sequence among platform, interior outer mould etc. in the tower does: concrete pouring → connecting a long stiff framework → dismantling the inner and outer molds → climbing the mold → lifting the platform in the tower → installing the steel bar → installing the inner and outer molds → pouring concrete.
7. Construction of steel bars
Connecting steel bars:
firstly, the steel bars with the diameter of less than 20mm adopt binding lap joints, and the steel bars with the diameter of more than or equal to 20mm adopt straight thread sleeves to connect the joints.
Secondly, the position of the steel bar joint should avoid the bending part of the steel bar, and the distance from the bending starting point is not less than 10 times of the diameter of the steel bar.
The steel bar joints arranged in the same section are not more than 50% of the number of the steel bars; and in the same section, the same steel bar is not provided with more than one joint.
8. Construction of concrete
The concrete mixing proportion is as follows:
the design strength rating of the tower concrete is C50. The concrete adopts commercial concrete, the construction adopts a pumping concrete construction process, the concrete is transported by a tank truck, the concrete slump is controlled according to the maximum pumping height of the concrete, the maximum pumping height is 95m, and the slump is controlled at 220mm of 180-fold sand. In order to ensure the pumping performance of the concrete, river sand is adopted as the fine aggregate.
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 construction method of a portal cable tower is characterized by comprising the following steps:
s1: according to design and construction requirements, tower columns on two sides are segmented, the outer side surfaces of the tower columns are inclined planes, steps are arranged at intervals up and down, and a tower crane and an elevator are arranged;
s2: constructing a bottom bearing platform, binding a first section of steel bar, installing a template through a tower crane, and pouring concrete to complete the construction of the first section of the tower column;
s3: binding a 2 nd section of steel bar, installing a climbing formwork triangular support frame of the tower column except the inner side surface by using a tower crane, and installing a climbing formwork by using the tower crane;
s4: installing the rest components of the tower column creeping formwork by using a tower crane, and upwards constructing a plurality of sections of the tower column and concrete buttresses on the inner side;
s5: installing a creeping formwork on the inner side surface of the tower column, constructing a plurality of sections of the tower column upwards again after entering normal creeping formwork construction circulation, and erecting a capping support in a next section of the uppermost section;
s6: continuously upwards passing through a plurality of sections of the creeping formwork construction tower column, wherein the creeping formwork construction process is changed when the creeping formwork meets the step inclination, and the construction is continued after the creeping rail firstly adjusts the step angle;
s7: continuing to normally climb upwards to form a plurality of sections of the tower column in a creeping construction mode, wherein a capping support is erected in a next section of the uppermost section;
s8: continuously constructing a plurality of sections of the tower column by climbing up the formwork, adjusting the step angle of the climbing rail in the process, and hoisting and mounting the beam Pi-shaped bracket by using a tower crane in a crossed manner;
s9: continuing to upwards construct the rest tower column sections by normal creeping formwork, completing the construction of the tower column, dismantling the creeping formwork by using a tower crane, and completing the construction of the cross beam;
s10: and after the beam is poured and constructed and tensioned, removing the beam support and constructing a decorative block below the beam, and constructing other decorative structures of the cable tower to finish the cable tower construction.
2. The door-type cable tower construction method of claim 1, wherein in step S1, two tower cranes are respectively and correspondingly arranged on two sides of the cable tower, and are respectively responsible for hoisting A, B tower column materials, templates, supports and construction machines, hoisting beam materials and template supports, and transporting reinforcing steel bars in a field, and the process of transporting reinforcing steel bars is as follows: (1) covering a reinforcing steel bar field by the tower crane B, and directly hoisting reinforcing steel bars to a tower column B; (2) and the tower crane A is covered on the tower column B to hoist the reinforcing steel bars in the transfer area to the tower column A.
3. The door-type cable tower construction method of claim 2, wherein the two tower cranes realize the following cross operation process:
a. when the tower column is constructed, the operation range of a lifting hook of the tower crane A is limited to be not more than 20m of the arm length, and the double towers are not interfered with each other;
b. when the tower crane A transfers the reinforcing steel bars, the rotation allowable area of the large arm of the tower crane A is the direction from the transfer area to the river channel, and the lifting hook can freely rotate after entering the range of the length of the large arm being 20 m; the large arm of the tower crane B is only allowed to rotate in a large-mileage area;
C. when the cross beam is constructed, when the lifting hook of the tower crane A exceeds the large arm by 20m, the large arm of the tower crane B must avoid the area; when the tower crane rotates to the position where the lifting hook does not exceed the large arm by 20m, the lifting hook is moved.
4. The method as claimed in claim 1, wherein the pylon is a portal pylon, the pylon has a box-shaped cross section, a prestressed concrete beam is disposed above the pylon and below the top of the bearing platform, an inverted-step-type decorative block is disposed below the beam, and a concrete buttress is disposed inside the pylon to replace a conventional lower beam.
5. The door-type cable tower construction method of claim 1, wherein the tower columns of the cable tower are divided into a lower tower column, a middle tower column and an upper tower column, the connection positions of the tower columns are vertical at the inner side, stepped abrupt slopes at the outer side, step angle adjustment of the crawling rail is performed at the joints of the lower tower column and the middle tower column and the joints of the middle tower column and the upper tower column in steps S6 and S8, step S2 to step S5 are lower tower column construction, step S6 and step S7 are middle tower column construction, and step S8 and step S9 are upper tower column construction.
6. The method of claim 5, wherein the step S4 of constructing the tower column includes constructing concrete buttresses, the side faces and the tower column of the concrete buttresses are made of climbing formwork, and the front and back faces of the concrete buttresses are made of steel formwork modified by a bearing formwork.
7. The method of claim 5, wherein in steps S5 and S7, a capping support is constructed at the joint of the lower tower, the middle tower and the upper tower, a plurality of steel bars are pre-embedded in advance during the construction of the next section, the steel bars are oppositely arranged along the inner side of the tower at intervals, and after the inner mold of the next section is removed, the capping support of the template of the capping section is set up: (1) mounting a pair of I-shaped steel cross beams on the pre-embedded steel bar; (2) i-steel longitudinal beams are laid on a pair of I-steel cross beams to form a support bottom platform; (3) erecting a fastener type full-space bracket on the I-shaped steel longitudinal beam; (4) and finally, paving the longitudinal and transverse distribution beams and the panels above and on the side surfaces of the full framing.
8. The method of constructing a door-type cable tower as claimed in claim 5, wherein the beam is constructed using an overhead pi-shaped bracket, the construction of the beam bracket is started after the construction of the middle tower column is completed, the beam bracket is installed on the constructed tower column section, and the construction of the decorative block under the beam is performed after the construction of the beam is completed.
9. The method for constructing a door-type cable tower according to claim 5, wherein a stiff framework is further arranged in the tower column, the stiff framework comprises 4 standard trusses respectively arranged on 4 sides, the standard trusses form the integral stiff framework through connecting frames, the standard trusses and the connecting frames are connected into a whole through a plurality of vertical rods and connecting rods, and the interval between adjacent vertical rods at the connecting frames and the inclination angle of the vertical rods are adjusted and set according to the section size and the inclination angle of the tower column and then are connected through the connecting rods.
10. The door-type cable tower construction method of claim 5, wherein a support platform is arranged in the tower column for inner mold construction and reinforcement binding and is used as a support, a plurality of steel bars are pre-embedded when the tower column to be erected on the support platform is constructed, the steel bars are oppositely arranged along the inner side of the tower column at intervals, the support platform comprises a bottom frame and steel pipe supports, the bottom frame is arranged on the steel bars, the steel pipe supports are fully welded on the bottom frame, the bottom frame is of a telescopic sleeve structure, and the bottom frame is formed by the arrangement that channel steel in the middle and channel steel on two sides are mutually inserted.
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| CN113684758A (en) * | 2021-09-07 | 2021-11-23 | 中国铁建大桥工程局集团有限公司 | Self-anchored suspension bridge construction auxiliary device |
| CN113957802A (en) * | 2021-11-22 | 2022-01-21 | 安徽省公路桥梁工程有限公司 | Construction method for long-span upper beam of single-tower asymmetric cable-stayed bridge high tower |
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Application publication date: 20210611 |