CN112900269A - Construction process of cable tower cross beam - Google Patents
Construction process of cable tower cross beam Download PDFInfo
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- CN112900269A CN112900269A CN202110038431.7A CN202110038431A CN112900269A CN 112900269 A CN112900269 A CN 112900269A CN 202110038431 A CN202110038431 A CN 202110038431A CN 112900269 A CN112900269 A CN 112900269A
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- 239000010959 steel Substances 0.000 claims abstract description 108
- 238000009434 installation Methods 0.000 claims abstract description 13
- 238000009415 formwork Methods 0.000 claims abstract description 6
- 230000009194 climbing Effects 0.000 claims abstract description 5
- 239000011440 grout Substances 0.000 claims description 42
- 238000003825 pressing Methods 0.000 claims description 38
- 238000003466 welding Methods 0.000 claims description 32
- 239000004567 concrete Substances 0.000 claims description 23
- 239000002002 slurry Substances 0.000 claims description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 11
- 230000001681 protective effect Effects 0.000 claims description 11
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- 230000005489 elastic deformation Effects 0.000 claims description 7
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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 process of a cable tower beam, which comprises the following steps: a. constructing a thin-wall box-type structure tower column and an embedded part; b. mounting a protection construction platform; c. pi frame installation specifically includes: c1, arranging four Pi racks in the longitudinal direction of the tower column, installing and fixing two outer oblique legs by using cone climbing embedded parts of the creeping formwork, and arranging 3I-steel parallel connections between the two outer oblique legs; and then installing two inner inclined legs, wherein the upper sides and the lower sides of the inner inclined legs are fixedly connected with the corresponding I-shaped steel in a parallel mode. The invention has the advantages of reducing construction cost and shortening construction period.
Description
Technical Field
The invention relates to the field of beam construction. More specifically, the invention relates to a construction process of a cable tower beam.
Background
The cable tower refers to a tower-shaped structure for supporting a main cable of a suspension bridge or a cable-stayed bridge, and actually, an important supporting structure of the bridge. The existing construction of the cable tower beam mainly utilizes a floor support to carry out construction, the floor support occupies the space at the lower part of the cable tower, and the steel box beam can be pushed after the support is removed, so that the construction period is long; secondly, the floor stand needs a large amount of steel, still needs the drilling bored concrete pile, has the high problem of operating expenses.
Disclosure of Invention
The invention aims to provide a construction process of a cable tower cross beam, which reduces the construction cost and shortens the construction period.
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a construction process of a cable tower beam, characterized by comprising the steps of:
a. constructing a thin-wall box-type structure tower column and an embedded part;
b. mounting a protection construction platform;
c. pi frame installation specifically includes:
c1, arranging four Pi racks in the longitudinal direction of the tower column, installing and fixing two outer oblique legs by using cone climbing embedded parts of the creeping formwork, and arranging 3I-steel parallel connections between the two outer oblique legs; then installing two inner inclined legs, wherein the upper sides and the lower sides of the inner inclined legs are fixedly connected with corresponding I-shaped steel in a parallel mode;
c2, each inclined leg is divided into a plurality of sections, and the sections are connected by flanges; installing a first section of a pi-frame inclined leg by using a tower crane, assembling the rest part of the inclined leg above a steel box girder, adding a temporary chord member on the inclined leg, and then lifting and installing by using 2 tower cranes, wherein the temporary chord member is detached after the pi-frame is assembled;
c3, installing a pi-frame upper chord by using a tower crane, symmetrically installing the pi-frame upper chord from two ends to the middle, dividing the upper chord into a plurality of sections, arranging joints among the sections at the top center of the oblique legs, connecting the joints after butt welding by attaching welding steel plates, and arranging a stiffening plate at the fulcrum of the upper chord and the oblique legs;
c4, mounting a lifting system by using a tower crane, jacking a continuous jack of the lifting system to bear force tightly, removing the connection between the pi frame and the tower column, and lifting the pi frame to a set position by using the lifting system; before lifting, actually measuring deviation of the tower column and deformation of a pi frame in a lifting state, wherein gaps between two sides of the pi frame and the tower column are set according to the deviation influence of the tower column, the deformation of the pi frame and 18-25 mm;
c5, after the pi frame is integrally lifted in place, welding and fixing the pi frame and the tower column through an embedded part in a left-right symmetrical sequence from bottom to top, and longitudinally installing a distribution beam along the top of the pi frame;
c6, assembling a rigid connection system truss on the steel box girder right below the cable tower cross beam, arranging a lifting point between the pi frame and the rigid connection system truss, lifting the rigid connection system truss by using a continuous jack, and welding and fixing after the rigid connection system truss is lifted in place;
c7, erecting a pi-frame top full-space support, and in order to consider pre-pressing and stacking, firstly erecting an inclined-plane support to be horizontal, and recovering after pre-pressing is finished;
c8, hoisting the pre-pressed concrete block by using a tower crane, and pre-pressing the bracket; pouring the beam for three times, wherein after the second pouring is finished, the third concrete pouring can be carried out only after 50% of prestress is applied to the prestress steel beam of the beam bottom plate, the third pouring of the beam is finished, and after the concrete strength and the elasticity modulus reach the design requirements and the age is not less than 7 days, the residual prestress is tensioned;
c10, after the beam pouring and tensioning are finished, removing the full framing and the template system on the pi frame;
c11, installing a hanging and lowering system, integrally lowering the rigid connection system truss to the steel box girder, and then utilizing a crane to disassemble the rigid connection system truss;
c12, installing a hanging and lowering system between the cross beam and the pi frame, lowering the whole pi-shaped support to a set position, and then welding and fixing the upper chord member and the upper inclined leg of the pi frame by utilizing an embedded part of the original pi frame to form an upper decoration block construction bearing support; installing a full-hall bracket and a template system, and pouring decorative blocks for three times;
c13, integrally lowering the pi frame to a set position, welding and fixing the upper chord of the pi frame by utilizing an embedded part of the original pi frame to form a lower decoration block construction bearing support, and after welding and fixing, not releasing the hanging system and simultaneously bearing force; installing a full-hall bracket and a template system, and pouring lower decorative blocks for three times;
c14, integrally lowering the pi frame to the steel box girder, and detaching the pi frame on the steel box girder on the crane in a scattered way, which specifically comprises the following steps: and (3) firstly removing the first section of the oblique leg, after removal, integrally lowering the pi frame, removing the rest oblique legs, after removal, integrally lowering the pi frame upper chord above the steel box girder, and removing the lifting point.
Preferably, the construction of the thin-wall box-type structure tower column and the embedded part comprises the following steps:
a1, installing the embedded part along with the construction of the tower column, and fixing the embedded part with the structural steel bar or the stiff skeleton of the tower column during installation; when the tower column concrete is poured, the position of the embedded part needs to be reinforced and vibrated, and meanwhile, the vibrating rod is prevented from being directly contacted with the embedded part;
a2, when the tower column is constructed and installed, arranging a counter-bracing steel pipe in the tower column inner box, performing rust prevention treatment, and keeping in the tower column.
Preferably, the embedded part is made of steel plates, steel bars and steel pipes; the steel plate is all connected at the both ends of steel pipe, the opposite side and a plurality of reinforcing bar of steel sheet adopt plug welding's mode to be connected, and a plurality of reinforcing bars are the matrix distribution.
Preferably, the protective construction platform installation comprises:
b1, arranging a column periphery construction platform at a fulcrum corresponding to the pi-shaped frame on the tower column, wherein the column periphery construction platform consists of a triangular support frame, channel steel and a protective railing; the triangular support frames are welded and fixed with embedded parts on the side walls of the tower columns, channel steel is laid among the triangular support frames at equal intervals, and protective railings are arranged at the periphery of the channel steel;
b2, a crawling channel is arranged on the inclined leg before the inclined leg of the pi frame is installed, the bottom of the crawling channel is arranged at equal intervals by adopting threaded steel bars, and protective guards with the height of 90cm are arranged on two sides of the crawling channel.
Preferably, in the c4, before the pi-shaped frame is lifted by the lifting system, an i-shaped steel parallel connection is additionally arranged between the four inclined legs of the pi-shaped frame, and an i-shaped steel parallel connection is additionally arranged between the upper chord members at two ends and the inclined legs.
Preferably, in the c5, after the pi frame is lifted to the proper position, triangular steel shoes are installed, fillet welds are adopted after the triangular steel shoes are attached to the embedded parts, and the height of the welds is not less than 15 mm;
the pi-frame upper chord and the tower column embedded part are connected by adopting an angle welding seam, the height of the welding seam is 15mm, a stiffening plate is arranged at the joint, and the height of the welding seam is 15 mm; the end of the upper chord is provided with a telescopic adjusting joint.
Preferably, the pi-shaped frame comprises an inclined leg and an upper chord; the inclined legs are spiral steel pipes, and connecting rods are arranged between the inclined legs; each segmented structure of the upper chord comprises a pair of H-shaped steels arranged at intervals and a plurality of batten plates arranged between the pair of H-shaped steels; wherein, the oblique legs and the upper chord are connected with the side wall of the tower column through embedded parts.
Preferably, in the c8, the pre-pressing is carried out by four stages of 60%, 80%, 100% and 110%, and each stage is respectively stacked with 2 layers, 3 layers, 3.5 layers and 4 layers; observing the overall verticality of the preblocking block in the stacking process, and if the preblocking block on the layer and above is inclined, adopting a phi 8 steel bar to transversely connect the lifting rings of the preblocking block; settlement observation is needed in the prepressing process, the observation position is arranged in the midspan, each group is provided with a point on the left side and the right side of the prepressing block, and 10 observation points are arranged in total; fixing an observation rod at a point position to facilitate settlement observation, performing settlement observation by using a level gauge, measuring the elevation of the top of the observation rod before loading after the observation rod is arranged, and monitoring the settlement of the support at intervals of 12 hours after each stage of loading is finished; when the average value of the settlement difference of the support measuring point for 2 times is less than 2mm, the support can be continuously loaded; when the fourth loading is finished and the settlement average value of each measuring point is less than 1mm or the settlement average value of each measuring point is less than 5mm in three consecutive times, unloading can be carried out, observation is continued while unloading is carried out, an observation value is recorded after unloading is finished so as to calculate the comprehensive deformation of the support, the elastic deformation data of the support is calculated according to the observation record, and the pre-camber setting of the pi-frame top full-hall support is carried out according to the elastic deformation;
the crossbeam is cast and constructed for the first time to construct the box chamber modeling structure at the two wings of the crossbeam bottom, the crossbeam is cast and constructed for the second time to construct the crossbeam bottom plate and the web plate, and the crossbeam is cast and constructed for the third time to construct the crossbeam top plate;
preferably, in the c8, the pore canal grouting is completed within 48 hours after the prestress tension is completed, and the grouting adopts M50 non-shrinkage cement slurry, which specifically comprises the following steps:
1) preparation of grouting
After the tensioning construction is finished, cutting the exposed steel strand, sealing the anchor, cleaning and flattening the surface of the anchor backing plate, cleaning grouting holes in the anchor backing plate and ensuring that a channel is smooth; before grouting, removing impurities in the pipeline by using compressed air or high-pressure water, and grouting; the outlet of the grouting exhaust pipe is higher than the pipeline by not less than 50cm in the grouting process and before the initial setting of slurry;
2) pore canal grouting
Slurry mixing: adding water before mixing the slurry, and rotating for minutes to fully wet the inner wall of the stirrer and completely pour accumulated water; pouring the weighed water into a stirrer, then pouring cement while stirring, and stirring for 3-5 minutes until the cement is uniform; pouring the additive dissolved in water and other additives into a stirrer, stirring for 5-15 minutes, and then pouring into a slurry containing barrel;
grouting: opening all the grout inlet holes and the air outlet holes, pressing grout into the grout pressing holes by using a grout pressing pump, closing the original grout pressing holes when the grout flowing out of the grout pressing hole at the other end has the same consistency as the grout pressed into the grout pressing holes, moving to a new grout pressing hole to continuously feed the grout, continuously moving forwards until the grout reaches the air outlet hole at the other end, closing an air outlet valve, gradually increasing to 0.6-0.7Mpa, stabilizing for 2-5 minutes, and closing a grout pressing nozzle; the grouting sequence is that the grouting is performed first and then; the straight line tunnel grout should be from one end of the member to the other.
End capping: before the end sealing, the periphery of the anchorage device is washed clean and roughened, then the reinforcing mesh is arranged, and the end sealing concrete is poured.
The invention at least comprises the following beneficial effects: the cable tower cross beam is constructed by utilizing the pi frame, additional cast-in-situ bored piles are not needed, the steel quantity required by the pi frame is greatly reduced, and the construction cost is reduced. In addition, the construction of the pi-shaped frame is adopted, the space at the lower part of the cable tower does not need to be occupied, the steel box girder pushing can be carried out after the lower tower column construction is finished, and the construction period is shortened.
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 an elevation view of a # 3 cable tower beam;
FIG. 2 is a schematic layout of four pi-stands;
FIG. 3 is a schematic view of the installation of a first section of a pi-frame oblique leg;
FIG. 4 is a schematic view of a temporary chord arrangement;
FIG. 5 is a schematic view of an upper chord of a pi-shaped frame for mounting a tower crane;
FIG. 6 is a schematic view of a lift system lifting a pi frame;
FIG. 7 is a schematic illustration of the erection of a truss of the rigid connection system;
FIG. 8 is a schematic view of the erection of a pi-shaped frame top full of brackets;
FIG. 9 is a schematic view of pre-pressing a pi-shaped frame top full-space frame
FIG. 10 is a schematic view of a triple cast beam;
FIG. 11 is a schematic view of the rigid connection system truss lowering;
FIG. 12 is a schematic view of the integral lowering of a pi-shaped stent;
FIG. 13 is a schematic view of the lower trim piece construction;
FIG. 14 is a schematic view of the pi-frame being lowered integrally onto a steel box girder;
FIG. 15 is a pi-rack removal schematic;
FIG. 16 is a schematic view of a protective construction platform;
FIG. 17 is a cross-sectional view taken at 1-1 of FIG. 16;
FIG. 18 is a schematic view of a tower crane layout;
fig. 19 is a schematic view of beam construction using a floor-standing support.
Description of reference numerals: 1 cable tower, 2 built-in fittings, 3 steel plates, 4 pi frame, 5I-steel parallel connection, the first section of 6 pi frame sloping leg, 7 temporary chord members, 8 upper chord members, 9 tower crane, 10 hoisting system, 11 rigid connection system trusses, 12 pi frame top full support, 13 pre-pressed concrete block, 14 first pouring area, 15 second pouring area, 16 third pouring area, 17 hanging and lowering system, 18 steel box girder, 19 built-in fittings, 20 column circumference construction platform, 21 triangular support frame, 22 channel steel, 23 guard rail, 24 crawling channel, 25A tower crane, 26B tower crane, 27 floor type support.
Detailed Description
The present invention is further described in detail below with reference to examples so that those skilled in the art can practice the invention with reference to the description.
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 invention provides a construction process of a cable tower 1 cross beam, which is applied to a Huai city high-weir west-way water-dancing bridge, wherein the number of piles at the starting point K2+605.280, the number of piles at the end point K3+048.600 are designed, the total length of the bridge is 443.28 meters, and the bridge span is arranged to be (49.9+40+190+110+39.9) m. East-bank anchor span (49.9+40) m is a prestressed concrete continuous beam and is positioned in a curve section; the west bank anchor span 39.9m is a prestressed concrete continuous beam and is positioned on a straight line section; the main bridge (190+110) m is a self-anchored suspension bridge and is positioned on a straight line segment. As shown in figure 1, the 3# cable tower 1 adopts a reinforced concrete door type structure, the height of the tower is 98.15m, and the height of the tower above a bridge deck is about 78.15 m. The tower column is a step-type variable cross section, and a cross beam is arranged at the position 85m of the tower column. The inner side of the tower column below the cross beam is provided with an inverted step type decorative model.
As shown in fig. 18, it is planned that one midstream tower crane of TC7013-10 type is arranged outside each of 2 pylons 1, and the arm length of the upstream tower crane (tower crane a) is 60 m; the downstream tower crane (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 is not less than 8.4m (3 standard sections). The maximum hoisting weight of the TC7013-10 type tower crane is 10t, and the hoisting requirements of a climbing formwork support body and a beam support can be met. Each tower column is provided with a construction elevator, the elevator is arranged on the large-mileage side of the tower column and can be directly butted with a creeping formwork construction platform, the adhesion is arranged between the tower columns, and the adhesion distance is not more than 9 m. The elevator selects a middle-linkage heavy department SC200/200 construction elevator.
The construction process of the cable tower 1 cross beam comprises the following steps:
a. constructing a thin-wall box-type structure tower column and an embedded part 2;
b. mounting a protection construction platform;
c. pi frame installation specifically includes:
c1, as shown in fig. 2, arranging four pi frames in the longitudinal direction of the tower column, wherein the distance between the four pi frames in the longitudinal direction is 230cm +100cm +230cm, installing and fixing two outer oblique legs by using a climbing cone embedded part 2 of the creeping formwork, and arranging 3I-steel parallel connections between the two outer oblique legs; then installing two inner inclined legs, wherein the upper sides and the lower sides of the inner inclined legs are fixedly connected with corresponding I-shaped steel in a parallel mode; each inclined leg is divided into a plurality of sections, and the sections are connected by flanges; as shown in fig. 3, a first section 6 of a pi-shaped frame inclined leg is installed by using a tower crane, the rest part of the inclined leg is assembled above a steel box girder, in order to ensure the self stability of a rod piece, a temporary chord is added on the inclined leg as shown in fig. 4, and then 2 tower cranes are used for lifting and installing, wherein the temporary chord is detached after the pi-shaped frame is assembled;
in this embodiment, because monolithic slant leg weight reaches 13.6t, the tower crane is difficult to hoist, and the slant leg plan is divided into two sections, adopts flange joint between the festival section. The weight of the bottom section inclined leg is 6.7t, the hoisting radius of the tower crane is 16.5m, and the allowable hoisting weight of the tower crane under the working condition is 10t, so that the requirement can be met. The rest part of the inclined leg is integrally lifted and hoisted by 2 tower cranes, the weight is 13t, the hoisting radius of the tower cranes is 20m, the hoisting weight of the tower cranes is 8t under the working condition, 8 x 2 is 16t and 13 x 1.2 is 15.6t (the lifting and hoisting factor is 1.2), and the requirement is met.
C2, as shown in figure 5, installing pi-frame upper chords by using a tower crane, symmetrically installing the pi-frame upper chords from two ends to the middle, dividing the upper chords into a plurality of sections, arranging joints between the sections at the top centers of the oblique legs, connecting the joints by welding and then attaching and welding steel plates, and arranging a stiffening plate at the supporting points of the upper chords and the oblique legs; in the embodiment, the cross rod is divided into 5 sections with the length of 7.8-9 m.
C3, as shown in figure 6, installing a lifting system by using a tower crane, jacking a continuous jack of the lifting system to bear force tightly, then removing the connection between the pi frame and the tower column, and lifting the pi frame to a set position by using the lifting system; before lifting, actually measuring deviation of a tower column and deformation of a pi frame lifting state, comprehensively considering the deviation of the tower column and the deformation of the pi frame, and setting the clearance between two sides of the pi frame and the tower column according to the deviation influence of the tower column + the deformation of the pi frame + 18-25 mm;
c4, as shown in FIG. 6, after the pi frame is integrally lifted to a proper position, the pi frame and the tower column are welded and fixed through the embedded part 2 in a left-right symmetrical sequence from bottom to top, and the distribution beam is longitudinally arranged along the top of the pi frame;
c5, as shown in figure 7, assembling a rigid connection system truss 11 on a steel box girder right below a cross beam of the cable tower 1, arranging a lifting point between the pi-shaped frame and the rigid connection system truss, lifting the rigid connection system truss 11 by using a continuous jack, and welding and fixing after the rigid connection system truss is lifted in place;
c6, as shown in figure 8, erecting a pi-frame top full-hall bracket 12, in order to consider pre-pressing and surcharge, firstly erecting a slope bracket to be horizontal, and recovering after pre-pressing is finished;
c7, in order to verify the structural safety of the pi-frame top full-space support, eliminate the inelastic deformation of the pi-frame top full-space support, obtain elastic deformation data, perform support pre-pressing after the pi-frame top full-space support is completed, as shown in FIG. 9, hoisting a pre-pressed concrete block by using a tower crane, and pre-pressing the pi-frame top full-space support 12; pouring the beam for three times (such as a first pouring area 14, a second pouring area 15 and a third pouring area 16 shown in fig. 10), wherein after the second pouring is finished, the third concrete pouring can be carried out only after 50% of prestress is applied to the prestressed steel beam of the bottom plate of the beam, the third pouring of the beam is finished, and after the strength and the elastic modulus of the concrete meet the design requirements and the age is not less than 7 days, the residual prestress is tensioned; in the step, after partial stress is applied to the bottom plate of the cross beam, the cross beam poured twice before can bear dead weight and pour load for the third time independently, the pi-frame top full-space support can not participate in stress, and then the pre-pressing load of the pi-frame top full-space support is controlled according to the load poured twice before the cross beam.
In this example, the first two cast weights are 1530t, 65% of the total weight, and considering a pre-compaction factor of 110%, the pre-compaction weight is 1683 t. The plan is to adopt a pre-compaction concrete block as a preloading material, wherein the pre-compaction concrete block is about 2.4t/m3, the preloading width is 6m, and the length is 42 m. The prefabricated block size is 1m 0.78m, each block weighs 1.872t, the total stacking is 1683/1.872-899 blocks, and each section requires 899/42-21 blocks. The actual load distribution of the cross beam is considered, and the pre-compaction concrete blocks are stacked and loaded as shown in the following figure.
C8, after the beam pouring and tensioning are finished, removing the full framing and the template system on the pi frame;
c9, as shown in figure 11, installing a hanging and lowering system 17, lowering the rigid connection system truss 11 to the steel box girder 18 integrally, and then using a crane to disassemble the rigid connection system truss sporadically;
c10, as shown in figure 12, installing a hanging and lowering system 17 between the cross beam and the pi-shaped frame, lowering the whole pi-shaped frame to a set position, lowering the frame by 10.5m in the embodiment, and then welding and fixing the pi-shaped frame upper chord 8 and the upper inclined leg by utilizing an embedded part 219 of the original pi-shaped frame to form an upper decoration block construction bearing frame; installing a full-hall bracket and a template system, and pouring decorative blocks for three times; pouring the upper decoration block for three times from bottom to top, and pouring for 4m, 4m and 3m in sequence.
c11, as shown in FIG. 13, lowering the whole pi frame 4 to a set position, in the embodiment, lowering 20.1m, welding and fixing the upper chord of the pi frame by using the embedded part 2 of the original pi frame to form a lower decoration block construction bearing support, and after welding and fixing, not releasing the hanging system and bearing the force together; installing a full-hall bracket and a template system, and pouring lower decorative blocks for three times; pouring the lower decoration block for 2 times from bottom to top, and pouring for 5m and 5m in sequence.
c12, as shown in fig. 14, the pi-shaped frame is wholly lowered to the steel box girder, and the steel box girder on the crane is subjected to pi-shaped frame scattered dismantling, specifically: as shown in fig. 15, the first section of the oblique leg is firstly removed, after removal, the pi-shaped frame is integrally lowered, the rest oblique legs are removed, after removal, the pi-shaped frame upper chord is integrally lowered above the steel box girder, and the lifting point is removed; and (5) after the construction is finished, removing all temporary construction facilities.
In the technical scheme, in order to reduce the risk of high-altitude operation, the pi frame adopts a low-position assembling and integral lifting installation scheme, namely the pi frame assembling is completed above the steel box girder, and then the pi frame is integrally lifted and fixed by the tower column top hanger. And after the tower column construction is finished, the position of the embedded part 2 is accurately measured, the length of a connecting position member is ensured to meet the requirements of lifting and mounting before the integral lifting of the pi-shaped frame, and the mounting precision is ensured.
Further, the construction of the thin-wall box type structure tower column and the embedded part 2 comprises the following steps:
a1, mounting the embedded part 2 along with the construction of the tower column, fixing the embedded part with the structural steel bar or the stiff skeleton of the tower column during mounting, strictly controlling the elevation and the plane position before fixing, and controlling the mounting precision within 10 mm; when the tower column concrete is poured, the position of the embedded part 2 needs to be reinforced and vibrated, so that the concrete at the embedded part 2 is ensured to be dense; meanwhile, the vibrating rod is prevented from being in direct contact with the embedded part 2, and the embedded part 2 is prevented from deviating;
a2, when the tower column is constructed and installed, the inner box of the tower column is provided with a butt-bracing steel pipe and is subjected to rust prevention treatment, and the steel pipe is left in the tower column without being removed in consideration of the difficulty in later-stage removal.
Further, the embedded part 2 is made of a steel plate 3, a steel bar and a steel pipe; the both ends of steel pipe all connect steel sheet 3, the opposite side and a plurality of reinforcing bar of steel sheet 3 adopt plug welding's mode to be connected, and a plurality of reinforcing bars are the matrix distribution.
The conventional embedded part 2 is in a bracket form commonly used, but considering that the vertical load of a diagonal leg fulcrum of a Pi-shaped support is large, if the embedded bracket is adopted, the local concrete bearing of the side wall of the tower column is difficult to meet, so that the embedded part 2 can be effectively connected, and the local concrete bearing of the side wall of the tower column is improved
Further, as shown in fig. 16-17, the installation of the protection construction platform comprises:
b1, arranging a column periphery construction platform 20 at a fulcrum corresponding to the pi-shaped frame on the tower column, wherein the column periphery construction platform 20 is composed of a triangular support frame 21, channel steel 22 and a guard rail 23; the triangular support frames are welded and fixed with the embedded parts 2 on the side walls of the tower columns, channel steel is laid among the triangular support frames at equal intervals, and protective railings are arranged at the periphery of the channel steel;
b2, arranging a crawling channel 24 on the inclined leg before the installation of the pi-frame inclined leg, arranging the threaded steel bars at equal intervals at the bottom of the crawling channel 24 to form steps, arranging 90 cm-high protective guards at two sides, and synchronously installing the facility when the pi-frame inclined leg is processed on the ground.
Further, in the c3, before the pi frame is lifted by the lifting system, an I-shaped steel parallel connection is additionally arranged between the inclined legs of the four pi frames, and an I-shaped steel parallel connection is additionally arranged between the upper chords at the two ends and the inclined legs, so that the problem of overlarge deformation of the pi frame during integral lifting is solved.
Further, in the c4, after the pi frame is lifted in place, triangular steel shoes are installed, fillet welds are adopted after the triangular steel shoes are attached to the embedded parts 2, the height of the welds is not less than 15mm, and the sizes and the installation positions of the triangular steel shoes need to be properly adjusted according to the actually measured distance between the inclined legs and the embedded parts 2 of the tower wall;
the pi-frame upper chord and the tower column embedded part 2 are connected by adopting an angle welding seam, the height of the welding seam is 15mm, 8 stiffening plates with the height of 100-15 mm are arranged at the connecting position for increasing the safety coefficient, and the height of the welding seam is 15 mm; in addition, in order to ensure that when the pi frame is integrally lifted, a sufficient gap is reserved between a cross rod of the pi frame and a tower wall, the end of the upper chord is provided with a 500mm adjusting joint, and the length of the adjusting joint needs to be properly adjusted according to the actual measurement distance.
Further, the pi frame comprises an inclined leg and an upper chord; the oblique legs adopt phi 820 x 10mm spiral steel pipes, and phi 325 x 6mm spiral steel pipe connecting rods are arranged between the oblique legs; each segmented structure of the upper chord comprises a pair of H-shaped steels arranged at intervals and a plurality of batten plates arranged between the pair of H-shaped steels; wherein, the oblique legs, the upper chord and the side wall of the tower column are connected through an embedded part 230mm thick steel plate.
Further, in the c7, four stages of prepressing are carried out according to 60%, 80%, 100% and 110%, and each stage is respectively stacked with 2 layers, 3 layers, 3.5 layers and 4 layers; observing the overall verticality of the preblocking block in the stacking process, and if the preblocking block on the layer and above is inclined, adopting a phi 8 steel bar to transversely connect the lifting rings of the preblocking block, so that the overall stability of the preblocking is ensured, and the overturning is prevented; settlement observation is needed in the prepressing process, the observation position is arranged in the midspan, each group is provided with a point on the left side and the right side of the prepressing block, and 10 observation points are arranged in total; fixing an observation rod at a point position to facilitate settlement observation, performing settlement observation by using a level gauge, measuring the elevation of the top of the observation rod before loading after the observation rod is arranged, and monitoring the settlement of the support at intervals of 12 hours after each stage of loading is finished; when the average value of the settlement difference of the support measuring point for 2 times is less than 2mm, the support can be continuously loaded; when the fourth loading is finished and the settlement average value of each measuring point is less than 1mm or the settlement average value of each measuring point is less than 5mm in three consecutive times, unloading can be carried out, observation is continued while unloading is carried out, an observation value is recorded after unloading is finished so as to calculate the comprehensive deformation of the support, the elastic deformation data of the support is calculated according to the observation record, and the pre-camber setting of the pi-frame top full-hall support is carried out according to the elastic deformation;
the crossbeam is cast and constructed for the first time to construct the box chamber modeling structure at the two wings of the crossbeam bottom, the crossbeam is cast and constructed for the second time to construct the crossbeam bottom plate and the web plate, and the crossbeam is cast and constructed for the third time to construct the crossbeam top plate;
further, in the step c7, the pore canal grouting is completed within 48 hours after the prestress tension is completed, and the grouting adopts M50 non-shrinkage cement slurry, which specifically comprises the following steps:
1) preparation of grouting
After the tensioning construction is finished, cutting the exposed steel strand, sealing the anchor, cleaning and flattening the surface of the anchor backing plate, cleaning grouting holes in the anchor backing plate and ensuring that a channel is smooth; before grouting, removing impurities in the pipeline by using compressed air or high-pressure water, and grouting; the outlet of the grouting exhaust pipe is higher than the pipeline by not less than 50cm in the grouting process and before the initial setting of slurry;
2) pore canal grouting
Slurry mixing: adding water before mixing the slurry, and rotating for minutes to fully wet the inner wall of the stirrer and completely pour accumulated water; pouring the weighed water into a stirrer, then pouring cement while stirring, and stirring for 3-5 minutes until the cement is uniform; pouring the additive dissolved in water and other additives into a stirrer, stirring for 5-15 minutes, and then pouring into a slurry containing barrel; pumping the cement slurry poured into the slurry containing barrel as soon as possible, otherwise, continuously stirring;
grouting: opening all the grout inlet holes and the air outlet holes, pressing grout into the grout pressing holes by using a grout pressing pump, closing the original grout pressing holes when the grout flowing out of the grout pressing hole at the other end has the same consistency as the grout pressed into the grout pressing holes, moving to a new grout pressing hole to continuously feed the grout, continuously moving forwards until the grout reaches the air outlet hole at the other end, closing an air outlet valve, gradually increasing to 0.6-0.7Mpa, stabilizing for 2-5 minutes, and closing a grout pressing nozzle; the mud jacking sequence is that the upper layer is arranged at first and then the lower layer is arranged at last, so that the lower layer is prevented from being blocked by the mud leaking from the upper layer; the straight line tunnel grout should be from one end of the member to the other. The stirred cement paste must pass through a filter, is placed in a paste storage cylinder, and is continuously stirred to prevent bleeding and precipitation. The grouting needs to pay attention to whether the hole stringing phenomenon and the slurry leakage occur. The pressure of the grouting pump is gradually increased, and the pressurizing speed cannot be too high.
End capping: before the end sealing, the periphery of the anchorage device is washed clean and roughened, then the reinforcing mesh is arranged, and the end sealing concrete is poured.
Comparative example 1
The bridge cable tower 1 has a beam net span of 42.2m, a height of 7.8-10.8 m and a weight of 2300 t. The large-span and large-volume cable tower 1 beam is rare at home and even abroad, and the reasonable design of the beam support system is the key of success or failure of construction. When the floor-type support 27 is adopted, as shown in fig. 19, the upright posts of the support adopt phi 820 x 12mm spiral steel pipes, 18 columns of 3 rows and 6 rows are arranged, and the upright post foundation adopts phi 1.5m cast-in-situ bored piles; in order to ensure the integral stability of the support, horizontal connecting systems are arranged at intervals of 12m on the upright columns and are connected with the tower column in an anchoring manner; and (4) paving a longitudinal and transverse distribution beam on the top of the upright post, and erecting a part of full-space supports to form a support system. The above two scaffold systems were compared in combination with the actual conditions of the present bridge, and the results are shown in table 1.
TABLE 1
And after sufficient selection, the construction period pressure of the bridge is considered, and a Pi-shaped support scheme is planned to be adopted, so that the synchronous operation of the tower and the beam is realized, and the total construction period is shortened.
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 to various fields of endeavor for which the invention may be embodied with additional modifications as would be readily apparent to those skilled in the art, and the invention is therefore not limited to the details given herein and to the embodiments shown and described without departing from the generic concept as defined by the claims and their equivalents.
Claims (9)
1. The construction process of the cable tower beam is characterized by comprising the following steps of:
a. constructing a thin-wall box-type structure tower column and an embedded part;
b. mounting a protection construction platform;
c. pi frame installation specifically includes:
c1, arranging four Pi racks in the longitudinal direction of the tower column, installing and fixing two outer oblique legs by using cone climbing embedded parts of the creeping formwork, and arranging 3I-steel parallel connections between the two outer oblique legs; then installing two inner inclined legs, wherein the upper sides and the lower sides of the inner inclined legs are fixedly connected with corresponding I-shaped steel in a parallel mode; each inclined leg is divided into a plurality of sections, and the sections are connected by flanges; installing a first section of a pi-frame inclined leg by using a tower crane, assembling the rest part of the inclined leg above a steel box girder, adding a temporary chord member on the inclined leg, and then lifting and installing by using 2 tower cranes, wherein the temporary chord member is detached after the pi-frame is assembled;
c2, installing a pi-frame upper chord by using a tower crane, symmetrically installing the pi-frame upper chord from two ends to the middle, dividing the upper chord into a plurality of sections, arranging joints among the sections at the top center of the oblique legs, connecting the joints after butt welding by attaching welding steel plates, and arranging a stiffening plate at the fulcrum of the upper chord and the oblique legs;
c3, mounting a lifting system by using a tower crane, jacking a continuous jack of the lifting system to bear force tightly, removing the connection between the pi frame and the tower column, and lifting the pi frame to a set position by using the lifting system; before lifting, actually measuring deviation of the tower column and deformation of a pi frame in a lifting state, wherein gaps between two sides of the pi frame and the tower column are set according to the deviation influence of the tower column, the deformation of the pi frame and 18-25 mm;
c4, after the pi frame is integrally lifted in place, welding and fixing the pi frame and the tower column through an embedded part in a left-right symmetrical sequence from bottom to top, and longitudinally installing a distribution beam along the top of the pi frame;
c5, assembling a rigid connection system truss on the steel box girder right below the cable tower cross beam, arranging a lifting point between the pi frame and the rigid connection system truss, lifting the rigid connection system truss by using a continuous jack, and welding and fixing after the rigid connection system truss is lifted in place;
c6, erecting a pi-frame top full-space support, and in order to consider pre-pressing and stacking, firstly erecting an inclined-plane support to be horizontal, and recovering after pre-pressing is finished;
c7, hoisting the pre-pressed concrete block by using a tower crane, and pre-pressing the pi-shaped frame top full support; pouring the beam for three times, wherein after the second pouring is finished, the third concrete pouring can be carried out only after 50% of prestress is applied to the prestress steel beam of the beam bottom plate, the third pouring of the beam is finished, and after the concrete strength and the elasticity modulus reach the design requirements and the age is not less than 7 days, the residual prestress is tensioned;
c8, after the beam pouring and tensioning are finished, removing the full framing and the template system on the pi frame;
c9, installing a hanging and lowering system, integrally lowering the rigid connection system truss to the steel box girder, and then utilizing a crane to disassemble the rigid connection system truss;
c10, installing a hanging and lowering system between the cross beam and the pi frame, lowering the whole pi-shaped support to a set position, and welding and fixing an upper chord and an upper inclined leg of the pi frame by utilizing an embedded part of the original pi frame to form an upper decoration block construction bearing support; installing a full-hall bracket and a template system, and pouring decorative blocks for three times;
c11, integrally lowering the pi frame to a set position, welding and fixing the upper chord of the pi frame by utilizing an embedded part of the original pi frame to form a lower decoration block construction bearing support, and after welding and fixing, not releasing the hanging system and simultaneously bearing force; installing a full-hall bracket and a template system, and pouring lower decorative blocks for three times;
c12, integrally lowering the pi frame to the steel box girder, and detaching the pi frame on the steel box girder on the crane in a scattered way, which specifically comprises the following steps: and (3) firstly removing the first section of the oblique leg, after removal, integrally lowering the pi frame, removing the rest oblique legs, after removal, integrally lowering the pi frame upper chord above the steel box girder, and removing the lifting point.
2. The construction process of the cable tower beam as claimed in claim 1, wherein the construction of the thin-wall box-type structure tower column and the embedded part comprises:
a1, installing the embedded part along with the construction of the tower column, and fixing the embedded part with the structural steel bar or the stiff skeleton of the tower column during installation; when the tower column concrete is poured, the position of the embedded part needs to be reinforced and vibrated, and meanwhile, the vibrating rod is prevented from being directly contacted with the embedded part;
a2, when the tower column is constructed and installed, arranging a counter-bracing steel pipe in the tower column inner box, performing rust prevention treatment, and keeping in the tower column.
3. The construction process of a cable tower beam according to claim 1 or 2, wherein the embedded parts are made of steel plates, steel bars and steel pipes; the steel plate is all connected at the both ends of steel pipe, the opposite side and a plurality of reinforcing bar of steel sheet adopt plug welding's mode to be connected, and a plurality of reinforcing bars are the matrix distribution.
4. The construction process of a cable tower beam according to claim 3, wherein the installation of the protective construction platform comprises:
b1, arranging a column periphery construction platform at a fulcrum corresponding to the pi-shaped frame on the tower column, wherein the column periphery construction platform consists of a triangular support frame, channel steel and a protective railing; the triangular support frames are welded and fixed with embedded parts on the side walls of the tower columns, channel steel is laid among the triangular support frames at equal intervals, and protective railings are arranged at the periphery of the channel steel;
b2, a crawling channel is arranged on the inclined leg before the inclined leg of the pi frame is installed, the bottom of the crawling channel is arranged at equal intervals by adopting threaded steel bars, and protective guards with the height of 90cm are arranged on two sides of the crawling channel.
5. The construction process of the cable tower beam as claimed in claim 1, wherein in c3, before the pi-shaped frame is lifted by the lifting system, an I-shaped steel parallel connection is added between the four inclined legs of the pi-shaped frame, and an I-shaped steel parallel connection is added between the upper chord and the inclined legs at two ends.
6. The construction process of the cable tower beam as claimed in claim 1, wherein in c4, after the pi frame is lifted to the proper position, triangular steel shoes are installed, fillet welds are adopted after the triangular steel shoes are attached to the embedded parts, and the height of the welds is not less than 15 mm;
the pi-frame upper chord and the tower column embedded part are connected by adopting an angle welding seam, the height of the welding seam is 15mm, a stiffening plate is arranged at the joint, and the height of the welding seam is 15 mm; the end of the upper chord is provided with a telescopic adjusting joint.
7. The process of constructing a cable tower beam of claim 6 wherein said pi-shaped frame comprises a diagonal leg and an upper chord; the inclined legs are spiral steel pipes, and connecting rods are arranged between the inclined legs; each segmented structure of the upper chord comprises a pair of H-shaped steels arranged at intervals and a plurality of batten plates arranged between the pair of H-shaped steels; wherein, the oblique legs and the upper chord are connected with the side wall of the tower column through embedded parts.
8. The construction process of the cable tower beam as claimed in claim 1, wherein in the c7, four stages of pre-pressing are carried out according to 60%, 80%, 100% and 110%, and each stage is respectively stacked with 2 layers, 3 layers, 3.5 layers and 4 layers; observing the overall verticality of the preblocking block in the stacking process, and if the preblocking block on the layer and above is inclined, adopting a phi 8 steel bar to transversely connect the lifting rings of the preblocking block; settlement observation is needed in the prepressing process, the observation position is arranged in the midspan, each group is provided with a point on the left side and the right side of the prepressing block, and 10 observation points are arranged in total; fixing an observation rod at a point position to facilitate settlement observation, performing settlement observation by using a level gauge, measuring the elevation of the top of the observation rod before loading after the observation rod is arranged, and monitoring the settlement of the support at intervals of 12 hours after each stage of loading is finished; when the average value of the settlement difference of the support measuring point for 2 times is less than 2mm, the support can be continuously loaded; when the fourth loading is finished and the settlement average value of each measuring point is less than 1mm or the settlement average value of each measuring point is less than 5mm in three consecutive times, unloading can be carried out, observation is continued while unloading is carried out, an observation value is recorded after unloading is finished so as to calculate the comprehensive deformation of the support, the elastic deformation data of the support is calculated according to the observation record, and the pre-camber setting of the pi-frame top full-hall support is carried out according to the elastic deformation;
the crossbeam is cast and constructed for the first time to construct the box chamber modeling structure at the two wings of the crossbeam bottom, the crossbeam is cast and constructed for the second time to construct the crossbeam bottom plate and the web plate, and the crossbeam is cast and constructed for the third time to construct the crossbeam top plate;
9. the construction process of the cable tower beam as claimed in claim 1, wherein the duct grouting is completed within 48 hours after the pre-stress tension in c7 is completed, and the grouting adopts M50 non-shrinkage cement slurry, which specifically comprises the following steps:
1) preparation of grouting
After the tensioning construction is finished, cutting the exposed steel strand, sealing the anchor, cleaning and flattening the surface of the anchor backing plate, cleaning grouting holes in the anchor backing plate and ensuring that a channel is smooth; before grouting, removing impurities in the pipeline by using compressed air or high-pressure water, and grouting; the outlet of the grouting exhaust pipe is higher than the pipeline by not less than 50cm in the grouting process and before the initial setting of slurry;
2) pore canal grouting
Slurry mixing: adding water before mixing the slurry, and rotating for minutes to fully wet the inner wall of the stirrer and completely pour accumulated water; pouring the weighed water into a stirrer, then pouring cement while stirring, and stirring for 3-5 minutes until the cement is uniform; pouring the additive dissolved in water and other additives into a stirrer, stirring for 5-15 minutes, and then pouring into a slurry containing barrel;
grouting: opening all the grout inlet holes and the air outlet holes, pressing grout into the grout pressing holes by using a grout pressing pump, closing the original grout pressing holes when the grout flowing out of the grout pressing hole at the other end has the same consistency as the grout pressed into the grout pressing holes, moving to a new grout pressing hole to continuously feed the grout, continuously moving forwards until the grout reaches the air outlet hole at the other end, closing an air outlet valve, gradually increasing to 0.6-0.7Mpa, stabilizing for 2-5 minutes, and closing a grout pressing nozzle; the grouting sequence is that the grouting is performed first and then; the straight line tunnel grout should be from one end of the member to the other.
End capping: before the end sealing, the periphery of the anchorage device is washed clean and roughened, then the reinforcing mesh is arranged, and the end sealing concrete is poured.
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| JPS6397703A (en) * | 1986-10-13 | 1988-04-28 | 三菱重工業株式会社 | Vibrationproof structure of tower like structure |
| JPH11181725A (en) * | 1997-12-22 | 1999-07-06 | Maeda Corp | Method for constructing horizontal beam of main tower made of concrete |
| CN103898836A (en) * | 2014-03-03 | 2014-07-02 | 中铁港航局集团有限公司 | Method for construction of high upper beam steel oblique leg prestress support of H-shaped cable bent tower of cable-stayed bridge |
| CN106436573A (en) * | 2015-10-28 | 2017-02-22 | 中铁四局集团有限公司 | Construction method of bracket steel truss support of long-span upper beam of ultrahigh cable tower |
| CN110512523A (en) * | 2019-08-05 | 2019-11-29 | 中铁七局集团有限公司 | A kind of construction method of large span gate-type upper beam Split type supporting stand |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JPS6397703A (en) * | 1986-10-13 | 1988-04-28 | 三菱重工業株式会社 | Vibrationproof structure of tower like structure |
| JPH11181725A (en) * | 1997-12-22 | 1999-07-06 | Maeda Corp | Method for constructing horizontal beam of main tower made of concrete |
| CN103898836A (en) * | 2014-03-03 | 2014-07-02 | 中铁港航局集团有限公司 | Method for construction of high upper beam steel oblique leg prestress support of H-shaped cable bent tower of cable-stayed bridge |
| CN106436573A (en) * | 2015-10-28 | 2017-02-22 | 中铁四局集团有限公司 | Construction method of bracket steel truss support of long-span upper beam of ultrahigh cable tower |
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