CN111663451B - Construction method of ultrahigh tower of long-span bearing type continuous steel truss girder bridge in high mountain canyon - Google Patents
Construction method of ultrahigh tower of long-span bearing type continuous steel truss girder bridge in high mountain canyon Download PDFInfo
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- CN111663451B CN111663451B CN202010562575.8A CN202010562575A CN111663451B CN 111663451 B CN111663451 B CN 111663451B CN 202010562575 A CN202010562575 A CN 202010562575A CN 111663451 B CN111663451 B CN 111663451B
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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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- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
The invention belongs to the technical field of bridge construction, and discloses a construction method of an ultrahigh tower of a long-span uplift type continuous steel truss bridge in a high mountain canyon, which aims to solve the problem of high difficulty in constructing the ultrahigh tower at the high mountain canyon. According to the construction method of the ultrahigh tower suitable for the high mountain canyon, the ultrahigh temporary tower adopts a comprehensive design method integrating a double-tower type steel bracket (namely a double-tower type structure formed by the steel upright posts and the connecting system) and mountain protection, and the web members between the steel upright posts are in a shape of Chinese character 'mi', so that the safety and the economy of a design scheme are improved; and the ultrahigh temporary tower pile foundation and the pile foundation bearing platform adopt a single-pile single-column single-bearing platform form, and the pile foundation bearing platform are arranged along the slope of the mountain body, so that the damage to the mountain body is reduced, and the construction difficulty is also reduced.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a construction method of an ultrahigh tower of a long-span uplifting type continuous steel truss girder bridge in a high mountain canyon.
Background
The through-type continuous steel truss girder bridge is used as a structural form of a large-span bridge, has the advantages of large spanning capacity, light structural dead weight, clear structural stress, attractive building appearance and the like, and is often applied to bridges spanning highways, railways and large-span rivers. As the main bridge is mainly erected by adopting a construction method of side span-to-main span bidirectional cantilever erection, in order to assist the steel truss girder cantilever erection and reduce the steel truss girder cantilever erection length, a group of ultrahigh temporary towers are arranged on the secondary side span according to the topographic features, environmental factors and boundary conditions of the high mountain canyon.
With reference to fig. 1, the main bridge erection adopts a construction method of bidirectional cantilever erection from a side span to a main span, in order to assist the steel truss girder cantilever erection and reduce the steel truss girder cantilever erection length, a group of ultrahigh temporary towers are respectively arranged between a pier 1# to a pier 2# and a pier 3# to a pier 4# and are positioned as shown in fig. 1. For a long-span up-bearing type continuous steel truss bridge ultrahigh temporary tower under the condition of a high mountain canyon, the heights of the temporary towers between a pier 1# to a pier 2# and a pier 3# to a pier 4# are respectively 110.9m and 133.1m, a construction method of side-span to main-span bidirectional cantilever erection is adopted for main bridge erection, the bridge spans a red river deep V-shaped canyon, the field topography is complex, the terrain height difference is large, a field road is narrow, the ultrahigh temporary towers on two sides are positioned on a steep slope, and the ultrahigh temporary towers respectively reach 110.9m and 133.1m and bear loads of 4000 tons, so that the construction difficulty is very large.
Disclosure of Invention
The invention aims to solve the problem that the construction difficulty of the ultrahigh tower at the high-mountain canyon is high, and provides the construction method of the ultrahigh tower suitable for the high-mountain canyon, which has the advantages of safety and economy and construction safety guarantee on the premise of reducing the construction difficulty.
In order to solve the technical problem, the technical scheme adopted by the invention is as follows:
a construction method of an ultrahigh tower suitable for a high mountain canyon is characterized by comprising the following steps:
(1) measuring and paying off the construction position of the ultrahigh tower, and leveling a pile foundation platform and a station platform of a ground truck crane;
(2) carrying out pile foundation construction and pile foundation pile cap construction on a pile foundation platform, wherein the pile foundation is arranged along the slope of the mountain body;
(3) processing the manufactured steel upright columns in an assembly field, installing a safe operation platform and a vertical ladder on the steel upright columns in the assembly field, and then transporting the steel upright columns and the vertical ladder to a construction field together;
(4) determining the height operation range of the ground truck crane according to the height of a station platform of the ground truck crane, the height of a pile foundation platform and the lifting height of the ground truck crane, and hoisting the steel upright column by sections by using the ground truck crane within the height operation range of the ground truck crane;
(5) after the steel upright columns of the same section are installed, hoisting web members between the steel upright columns by using a ground truck crane, and welding and connecting the web members with the joints of the steel upright columns;
(6) after the steel upright posts and the web members of the same section are installed, installing inclined crawling ladders used for people to crawl up and down between the steel upright posts of the section;
(7) continuously installing the steel columns in sections until the designed elevation of the connection system is reached, and then installing the connection system, wherein the connection system comprises three groups of transverse truss connection systems, the three groups of transverse truss connection systems are firstly assembled and welded on a jig frame in an assembly field to form a whole, then the three groups of transverse truss connection systems are sequentially hung to corresponding elevation positions by adopting ground automobiles, then the connection positions of the connection system and the steel columns are welded, and after the three groups of transverse truss connection systems are welded, web members among the three groups of transverse truss connection systems are welded;
(8) continuing to install the steel upright columns in sections and installing the connecting system according to the designed elevation until the height reaches the height operation range of the ground truck crane, and adopting a bridge deck girder erection crane to install the steel upright columns in sections and the connecting system according to the designed elevation until the height of the steel upright columns reaches the designed elevation;
(9) and fixedly mounting a column head plate on the top surface of the steel column, and then sequentially arranging three layers of box-type distribution beams on the top of the column head plate by using a bridge deck crane beam crane, wherein the box-type distribution beams are connected with the column head plate and the box-type distribution beams by full welding.
In some embodiments, the rear side slope and the front side slope of the station platform of the ground truck crane are respectively protected by a soil nail wall and an anchor rod frame beam, the front side slope of the pile foundation platform is protected by an anchor cable frame beam, the station platform of the ground truck crane and the rest side slopes of the pile foundation platform are protected by mixed spraying concrete, and a construction intercepting ditch is arranged at the top of the side slope.
In some embodiments, the pile foundation and the pile foundation cap adopt a single-pile single-column single-pile foundation cap structure form, the side surface of the pile foundation cap is provided with embedded parts, and adjacent pile foundation caps are connected together by using steel pipes and the embedded parts.
In some embodiments, when the steel columns are installed in alignment with the steel columns, the upper steel column and the lower steel column are fixedly connected through the positioning code plate, the steel columns are corrected in verticality and elevation through the jacks and the wedge-shaped iron, and the steel columns are welded after adjustment.
In some embodiments, the web members between the steel columns of the same section include horizontal web members and diagonal web members, the horizontal web members are installed first, and then the diagonal web members are installed, and the horizontal web members and the diagonal web members are connected together to form a cross shape.
In some embodiments, the three-layer box-type distribution beam comprises a bottom layer distribution beam, a middle layer distribution beam and a top layer distribution beam, wherein at least one layer of dip-pad steel plate is arranged on the top of the top layer distribution beam, a dip-pad rubber pad is arranged above the uppermost dip-pad steel plate, and the peripheries of the dip-pad steel plates are respectively provided with an assembled temperature change limiting device.
In some embodiments, the fabricated temperature-change limiting device comprises a transverse fabricated temperature-change limiting device and a longitudinal fabricated temperature-change limiting device, and the transverse fabricated temperature-change limiting device and the longitudinal fabricated temperature-change limiting device are respectively arranged around the shoveling and padding steel plate and the shoveling and padding rubber plate and limit the shoveling and padding steel plate.
In some embodiments, the transverse assembled temperature-variable limiting device comprises a steel column, wherein a bracket is connected to the upper end of the steel column, and a steel plate is connected to the bracket; the longitudinal assembly type temperature change limiting device comprises a steel column, and a steel plate is connected to the upper end of the steel column.
In some embodiments, in steps (1) to (9), strain gauges are arranged at the bottom, middle and top of the steel upright column according to different construction stages for monitoring stress conditions.
Compared with the prior art, the invention has the following beneficial effects:
according to the construction method of the ultrahigh tower suitable for the high mountain canyon, the ultrahigh temporary tower adopts a comprehensive design method that a double-tower type steel support (namely a double-tower structure formed by steel upright posts and a connecting system) and mountain protection are integrated, and web members between the steel upright posts are in a shape of Chinese character mi, so that the safety and the economy of a design scheme are improved; and the ultrahigh temporary tower pile foundation and the pile foundation bearing platform adopt a single-pile single-column single-bearing platform form, and the pile foundation bearing platform are arranged along the slope of the mountain body, so that the damage to the mountain body is reduced, and the construction difficulty is also reduced. The problems that in the prior art, when the ultrahigh tower is constructed in a high mountain canyon region, the construction period is long, the construction cost is high, and the damage to a mountain body is large are solved.
The ultrahigh temporary tower frame is completed by the cooperation of a ground truck crane and a bridge deck girder erection crane, and compared with the prior art in which a tower crane is adopted, the ultrahigh temporary tower frame not only can reduce the construction cost, but also can improve the construction safety and reliability.
The ultrahigh temporary tower disclosed by the invention is segmented according to construction in the construction process, and special designs (a safety operation platform, a vertical ladder, an inclined ladder and a strain gauge) are carried out on the steel upright construction safety protection facilities, so that the construction safety is ensured.
According to the invention, the distribution beams with three layers of box-type structures are arranged at the pier tops of the ultrahigh tower frame, so that the vertical force is uniformly distributed to each column top. Meanwhile, the invention utilizes the rigidity ratio of the rubber pad and steel, coordinates the uniform distribution of fulcrum counterforces, avoids the sliding of a steel plate generated by the longitudinal movement of the steel bridge through the assembled temperature-variable limiting device, and simultaneously adopts a multilayer distribution beam system to uniformly distribute vertical force, thereby improving the safety of bridge erection. Meanwhile, the stepped multilayer distribution beams are adopted, so that the investment of large-scale components can be reduced when the steel truss girders are erected, the cost is reduced, and the adaptability of the ultrahigh tower to large-scale erection load is improved.
The invention adapts to the height of the shoveling mat of different erection schemes by setting the layer number of the shoveling mat steel plate, and the lower height of the shoveling mat can reduce the reaction force of the shoveling mat in the cantilever erection scheme, thereby reducing the cost input. Vertical counter-force generated by the elastic adjusting cantilever erection end of the shoveling pad rubber pad is distributed on the shoveling pad, so that the shoveling pad component is prevented from being damaged due to local stress concentration, the component is ensured to be recycled, and the investment cost is reduced. The assembled temperature limiting device is used for reducing the temperature lateral movement generated when the steel truss girder is erected, reducing the eccentric bending moment, ensuring the safety and being capable of adapting to the size change of the joint of the steel truss girder.
Drawings
FIG. 1 is a schematic layout of an ultra-high temporary tower of the present invention;
FIG. 2 is a schematic structural view of an ultra-high temporary tower according to the present invention, wherein the left part of the figure is a schematic front view and the right part of the figure is a schematic side view;
FIG. 3 is a schematic distribution diagram of a safety operation platform, a vertical ladder and an inclined ladder arranged on the steel upright post;
FIG. 4 is a schematic view of the distribution of the strain gage installation on the ultra-high temporary tower of the present invention;
FIG. 5 is a schematic view of the construction process of the ultra-high temporary tower according to the present invention;
FIG. 6 is a schematic view of the construction process of the ultra-high temporary tower according to the present invention;
FIG. 7 is a schematic view of the construction process of the ultra-high temporary tower according to the present invention;
FIG. 8 is a schematic view of the construction process of the ultra-high temporary tower of the present invention;
FIG. 9 is a schematic structural view of a three-layer box-type distribution beam according to the present invention;
FIG. 10 is a schematic view of another angle configuration of a three-tiered box distribution beam of the present invention;
FIG. 11 is a schematic structural view of a three-layer box-shaped distribution beam with a mat steel plate and a mat rubber plate mounted on the upper part;
FIG. 12 is another angle structure diagram of the three-layer box-type distribution beam with a dip-pad steel plate and a dip-pad rubber plate mounted on the upper part;
FIG. 13 is a schematic structural view of the longitudinally assembled temperature-varying limiting device of the present invention;
FIG. 14 is a schematic structural view of the transversely assembled temperature-varying limiting device of the present invention;
FIG. 15 is a schematic view of the control point and prism mounting distribution of the present invention;
FIG. 16 is a schematic view of the arrangement of the bottom reflecting sticker of the steel upright post of the present invention;
FIG. 17 is a schematic view of the invention for observing and measuring the lower section of a steel column;
FIG. 18 is a schematic view of the arrangement of the light reflecting sticker on the top of the steel upright post of the present invention;
FIG. 19 is a schematic view of the present invention observing and measuring the upper section of a steel stud;
the labels in the figure are: 01. the system comprises a first ultrahigh temporary tower, 02, a first ultrahigh temporary tower, 03, a construction access road, 04, a pile foundation platform, 05, a station platform of a ground truck crane, 06, a soil nail wall, 07, an anchor rod frame beam, 08, an anchor cable frame beam, 09, a ground truck crane, 10, a bridge deck frame beam crane, 11, a three-layer box distribution beam, 12, a top layer distribution beam, 13, a middle layer distribution beam, 14, a bottom layer distribution beam, 15, a steel upright post, 16, a web member, 17, a connection system, 18, a safety operation platform, 19, an inclined ladder stand, 20, a straight ladder stand, 21, a strain gauge, 22, a shoveling steel plate, 23, a shoveling rubber plate, 24, a longitudinal assembled temperature change limiting device, 25, a transverse assembled temperature change limiting device, 26, a steel column, 27, a bracket, 28, a steel plate, 29, a control point, 30, a prism and 31 reflective sticker.
Detailed Description
The present invention will be further described with reference to the following examples, which are intended to illustrate only some, but not all, of the embodiments of the present invention. Based on the embodiments of the present invention, other embodiments used by those skilled in the art without any creative effort belong to the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but 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 terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance; furthermore, unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, as they may be fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
With the accompanying drawings, the construction method of the ultrahigh tower applicable to the high mountain canyon comprises the following steps:
(1) measuring and paying off the construction position of the ultrahigh tower, and leveling out a pile foundation platform 04 and a station platform 05 of a ground truck crane; that is to say, the construction positions of the first ultrahigh temporary tower 01 and the first ultrahigh temporary tower 02 are measured and set off, wherein after the measurement and setting off, the construction access 03 can be constructed first, and then the pile foundation and the pile foundation platform are constructed. The construction access 03 facilitates transportation of equipment and operation by workers.
(2) Performing pile foundation construction and pile foundation bearing platform construction on the pile foundation platform 04, wherein the pile foundation is firstly constructed, and then the pile foundation bearing platform is poured on the top of the pile foundation; the construction of the pile foundation and the construction of the pile foundation bearing platform belong to the prior art, and can be understood and understood by those skilled in the art, and are not described herein again; the pile foundation sets up along the massif slope, is the pile foundation promptly and arranges along the change of massif slope, and wherein the interim pylon of first superelevation 01 and the interim pylon 02 of second superelevation correspond to many pile foundations respectively, and the pile foundation cushion cap has all been pour at the top of every pile foundation, adopts the form of single pile single cushion cap promptly, can reduce the destruction to the massif, also can reduce the construction degree of difficulty simultaneously.
(3) The fabricated steel upright post 15 is processed in the assembly yard, a safe operation platform and a vertical ladder are installed on the steel upright post 15 in the assembly yard, and then the steel upright post 15 assembled with the safe operation platform 18 and the vertical ladder 20 is transported to a construction site together:
(4) determining the height operation range of the ground truck crane according to the height of the station platform 05 of the ground truck crane, the height of the pile foundation platform 04 and the lifting height of the ground truck crane 09, and hoisting the steel upright post 15 by sections by using the ground truck crane 09 within the height operation range of the ground truck crane 09; that is, the height of the ground truck crane is taken as the range: the height operation range of the ground truck crane 09 is determined by the difference between the height of the station platform 05 of the ground truck crane and the height of the pile foundation platform 04 and the lifting height of the ground truck crane.
(5) After the steel upright columns of the same section are installed, hoisting the web members 16 between the steel upright columns 15 by using a ground truck crane 09, and welding and connecting the web members 16 and the steel upright columns 15 at the connecting parts;
(6) after the steel upright posts 15 and the web members 16 of the same section are installed, installing inclined ladder stands 19 used for people to climb up and down between the steel upright posts 15 of the section;
(7) continuously installing the steel upright posts 15 in sections until the designed elevation of the connecting system is reached, and then installing the connecting system 17, wherein the connecting system 17 comprises three groups of transverse truss connecting systems, the three groups of transverse truss connecting systems are firstly assembled and welded on a jig frame in an assembly yard to form a whole, then sequentially arranging the three groups of transverse truss connecting systems to corresponding elevation positions by adopting a ground truck crane 19, and then welding the connecting system 17 and the steel upright posts 15, and after the three groups of transverse truss connecting systems are welded, welding web members among the three groups of transverse truss connecting systems; wherein form a steel stand unit between 15 and the web members of steel stand, the connection 17 is used for connecting adjacent steel stand unit to form an overall structure with each steel stand unit, one of them steel stand unit all includes many steel stands, connects through the web members between the steel stand between the same steel stand unit and forms a whole. Preferably, the double-tower type steel support is adopted, namely two steel upright units are connected together through the connecting system to form the double-tower type steel support, so that the safety can be guaranteed, and meanwhile, the construction cost can be reduced.
(8) Continuing to install the steel upright columns 15 in sections and installing the connecting systems 17 according to the designed elevation until the height operation range of the ground truck crane 19 is reached, and adopting the bridge deck girder erection crane 10 to install the steel upright columns 15 in sections and the connecting systems 17 according to the designed elevation until the height of the steel upright columns reaches the designed elevation for the rest steel upright columns 15 and the rest connecting systems 17; the step of installing the steel columns and the connecting systems by stages by using the bridge deck girder erection crane 10 is the same as the step and the process of installing the steel columns and the connecting systems by using the ground truck crane 09, and the description is omitted here.
(9) And fixedly mounting a column head plate on the top surface of the steel column 15, and then sequentially arranging three layers of box-type distribution beams on the top of the column head plate by using a bridge deck crane beam crane 10, wherein the box-type distribution beams are connected with the column head plate and the box-type distribution beams by full welding. According to the invention, the distribution beams with three layers of box-type structures are arranged at the pier tops of the ultrahigh tower frame, so that the vertical force is uniformly distributed to each column top. Meanwhile, the invention utilizes the rigidity ratio of the rubber pad and steel, coordinates the uniform distribution of fulcrum counterforces, avoids the sliding of a steel plate generated by the longitudinal movement of the steel bridge through the assembled temperature-variable limiting device, and simultaneously adopts a multilayer distribution beam system to uniformly distribute vertical force, thereby improving the safety of bridge erection. Meanwhile, the stepped multilayer distribution beams are adopted, so that the investment of large-scale components can be reduced when the steel truss girders are erected, the cost is reduced, and the adaptability of the ultrahigh tower to large-scale erection load is improved.
In some embodiments, the rear side slope and the front side slope of the station platform 05 of the ground truck-crane are respectively protected by a soil nailing wall and an anchor rod frame beam, the front side slope of the pile foundation platform is protected by an anchor cable frame beam, the station platform 05 of the ground truck-crane and the rest side slopes of the pile foundation platform are protected by mixed spraying concrete, and a construction intercepting ditch is arranged at the top of the side slope, so that the safety and the stability of the pile foundation and the station platform 05 of the ground truck-crane are ensured, and the potential safety hazards of landslide, collapse and the like of the side slope in a high mountain valley region are reduced.
In some embodiments, the pile foundation and the pile foundation cap adopt a single-pile single-column single-pile foundation cap structural form, that is, one pile foundation corresponds to one pile foundation cap and one steel column 15, and each pile foundation cap is provided with one steel column 15; and the side of the pile foundation bearing platform is provided with an embedded part, and the adjacent pile foundation bearing platforms are connected together by using steel pipes and the embedded part. Therefore, all pile foundations and bearing platforms are connected together to form an integral structure, the safety and the stability of the ultrahigh tower can be improved, the construction amount can be reduced, and damage to a mountain is reduced.
In some embodiments, when the steel columns 15 and the steel columns 15 are installed in an aligned mode, the upper steel column and the lower steel column are fixedly connected through the positioning code plates, the steel columns are corrected in perpendicularity and elevation through the jacks and the wedge-shaped iron, the steel columns are welded after adjustment is completed, it is guaranteed that the two steel columns 15 which are adjacent vertically are in a perpendicular state, it is guaranteed that the pressure born by the super-high tower can be transmitted to the steel columns 15, the pile foundation bearing platform and the pile foundation in sequence, and finally the vertical pressure is born through the acting force between the pile foundation and the soil body.
In some embodiments, the web members 16 between the steel columns 15 of the same segment include horizontal web members and oblique web members, the horizontal web members are installed first, and then the oblique web members are installed, the horizontal web members and the oblique web members are connected together to form a "m" shape, wherein the horizontal web members, the oblique web members and the steel columns 15 are all connected by welding, and the horizontal web members and the oblique web members are also fixedly connected by welding.
In some embodiments, the three-layer box-type distribution beam comprises a bottom distribution beam 14, a middle distribution beam 13 and a top distribution beam 12, the bottom distribution beam 14, the middle distribution beam 13 and the top distribution beam 12 form a stepped structure, at least one layer of shoveling and cushioning steel plate 22 is arranged on the top of the top distribution beam 12, a shoveling and cushioning rubber pad 23 is arranged above the uppermost shoveling and cushioning steel plate 22, and an assembled temperature change limiting device is arranged around each layer of shoveling and cushioning steel plate 22.
In some embodiments, the fabricated temperature-change limiting device comprises a transverse fabricated temperature-change limiting device 25 and a longitudinal fabricated temperature-change limiting device 24, wherein the transverse fabricated temperature-change limiting device 25 and the longitudinal fabricated temperature-change limiting device 24 are respectively arranged around the shoveling and cushioning steel plate and the shoveling and cushioning rubber plate 23 and limit the shoveling and cushioning steel plate 22.
In some embodiments, the transversely assembled temperature-change limiting device 25 comprises a steel column 26, a bracket 27 is connected to the upper end of the steel column 26, a steel plate 28 is connected to the bracket 27, wherein the steel column 26 is used for contacting the dip-pad steel plate 22 and limiting the dip-pad steel plate 22, and the bracket 27 and the steel plate 28 are used for limiting a steel truss installed above.
In some embodiments, the longitudinally assembled temperature-dependent limiting device 24 comprises a steel column 26, a steel plate 28 is connected to the upper end of the steel column 26, and both the steel column 26 and the steel plate 28 are used for limiting the mat steel plate 22.
The invention adapts to the height of the shoveling mat of different erection schemes by setting the layer number of the shoveling mat steel plate, and the lower height of the shoveling mat can reduce the reaction force of the shoveling mat in the cantilever erection scheme, thereby reducing the cost input. Vertical counter-force generated by the elastic adjusting cantilever erection end of the shoveling pad rubber pad is distributed on the shoveling pad, so that the shoveling pad component is prevented from being damaged due to local stress concentration, the component is ensured to be recycled, and the investment cost is reduced. The assembled temperature limiting device is used for reducing the temperature lateral movement generated when the steel truss girder is erected, reducing the eccentric bending moment, ensuring the safety and being capable of adapting to the size change of the joint of the steel truss girder.
In some embodiments, in steps (1) to (9), strain gauges are arranged at the bottom, middle and top of the steel upright column according to different construction stages for monitoring stress conditions.
In some examples, in steps (1) to (9), the ultra-high tower is observed and measured according to different construction stages, and the method for observing and measuring the ultra-high tower comprises the following steps:
(1) three or more control points 29 are arranged around the construction operation area at the bottom of the ultrahigh tower, the control points are ensured to be good in visibility and not damaged, and meanwhile, one control point 29 is arranged at the top of side piers (such as the pier No. 1, the pier No. 2, the pier No. 3 and the pier No. 4 in the figure 1); as shown in fig. 15, three control points 29 are provided around the bottom construction work area of the ultra-high tower, 2 of which are provided at the periphery of the bottom construction work area, 1 control point 29 is provided at the bottom of the side pier, and one control point 29 is also provided at the top of the side pier. The control points 29 should be reasonably selected according to geographical positions and terrain, and the selected control point points should fully consider construction requirements and construction convenience.
(2) When the pile foundation of the ultrahigh tower is positioned, the total station is erected on any one control point 29 around the construction operation area at the bottom of the ultrahigh tower by combining with the attached drawing 15, the survey station is adopted for directional measurement, and the other point is rechecked, so that the positioning of other pile positions is completed.
(3) When the verticality, elevation and settlement of the lower section of the steel upright column (namely the height operation range of the ground truck crane 09) are measured: with reference to fig. 16 and 17, a prism 30 is installed at the center of the top of a steel upright 15, a reflective sticker 31 is installed at the bottom of the steel upright to serve as a settlement observation point, a measuring instrument is erected on a control point 29 (which is arranged at the bottom of a side pier with reference to fig. 17) convenient to observe, namely the measuring instrument is erected at the bottom of the side pier, and perpendicularity and elevation measurement is performed on the center of the steel upright through the prism; meanwhile, settlement observation is periodically carried out through the reflective sticker 31.
(4) When the perpendicularity, elevation and settlement of the upper end of the steel upright column (namely the operation range of the bridge deck girder erection crane) are measured: with reference to fig. 18 and 19, a prism 30 is installed at the center of the top of the steel upright 15, a reflective sticker 31 is installed at the top of the steel upright to serve as a settlement observation point, a measuring instrument is erected on a control point 29 (which is arranged at the top of the side pier with reference to fig. 17) convenient to observe, namely the measuring instrument is erected at the top of the side pier, and perpendicularity and elevation measurement is performed on the center of the steel upright through the prism 30; meanwhile, settlement observation is periodically carried out through the reflective sticker 31.
The method for observing and measuring the ultrahigh tower can reduce the construction measurement difficulty, ensure that a construction working face is in the observation range of the measurement control network, and facilitate the later periodic settlement observation. Meanwhile, compared with the prior art, the observation and measurement method reduces the number of times of station building in construction measurement, completes construction measurement under the condition of visibility, and ensures the quality and accuracy of construction measurement of the ultrahigh temporary pier tower.
While the invention has been described in terms of what is presently considered to be the most practical and preferred embodiment, it is to be understood that the invention is not to be limited to the disclosed embodiment, but on the contrary, is intended to cover various modifications and equivalent arrangements included within the spirit and scope of the appended claims. Those skilled in the art can make various changes, modifications and equivalent arrangements, which are equivalent to the embodiments of the present invention, without departing from the spirit and scope of the present invention, and which may be made by utilizing the techniques disclosed above; meanwhile, any changes, modifications and variations of the above-described embodiments, which are equivalent to those of the technical spirit of the present invention, are within the scope of the technical solution of the present invention.
Claims (3)
1. The construction method of the ultrahigh tower of the long-span uplifting type continuous steel truss girder bridge of the high mountain canyon is characterized by comprising the following steps of:
(1) measuring and paying off the construction position of the ultrahigh tower, and leveling a pile foundation platform and a station platform of a ground truck crane;
(2) carrying out pile foundation construction and pile foundation pile cap construction on a pile foundation platform, wherein the pile foundation is arranged along the slope of the mountain body;
(3) processing the manufactured steel upright columns in an assembly field, installing a safe operation platform and a vertical ladder on the steel upright columns in the assembly field, and then transporting the steel upright columns and the vertical ladder to a construction field together;
(4) determining the height operation range of the ground truck crane according to the height of a station platform of the ground truck crane, the height of a pile foundation platform and the lifting height of the ground truck crane, and hoisting the steel upright column by sections by using the ground truck crane within the height operation range of the ground truck crane;
(5) after the steel upright columns of the same section are installed, hoisting web members between the steel upright columns by using a ground truck crane, and welding and connecting the web members with the joints of the steel upright columns;
(6) after the steel upright posts and the web members of the same section are installed, installing inclined crawling ladders used for people to crawl up and down between the steel upright posts of the section;
(7) continuously installing the steel columns in sections until the designed elevation of the connection system is reached, and then installing the connection system, wherein the connection system comprises three groups of transverse truss connection systems, the three groups of transverse truss connection systems are firstly assembled and welded on a jig frame in an assembly field to form a whole, then the three groups of transverse truss connection systems are sequentially hung to corresponding elevation positions by adopting ground automobiles, then the connection positions of the connection system and the steel columns are welded, and after the three groups of transverse truss connection systems are welded, web members among the three groups of transverse truss connection systems are welded;
(8) continuing to install the steel upright columns in sections and installing the connecting system according to the designed elevation until the height reaches the height operation range of the ground truck crane, and adopting a bridge deck girder erection crane to install the steel upright columns in sections and the connecting system according to the designed elevation until the height of the steel upright columns reaches the designed elevation;
(9) fixedly mounting a column head plate on the top surface of a steel column, then sequentially arranging three layers of box-type distribution beams on the top of the column head plate by using a bridge deck crane, wherein the box-type distribution beams are connected with the column head plate and the box-type distribution beams by full welding; the three-layer box-type distribution beam comprises a bottom layer distribution beam, a middle layer distribution beam and a top layer distribution beam, wherein at least one layer of shoveling and cushioning steel plate is arranged at the top of the top layer distribution beam, shoveling and cushioning rubber pads are arranged above the uppermost shoveling and cushioning steel plate, and assembled temperature change limiting devices are arranged on the periphery of the shoveling and cushioning steel plates respectively; the assembled temperature change limiting device comprises a transverse assembled temperature change limiting device and a longitudinal assembled temperature change limiting device, and the transverse assembled temperature change limiting device and the longitudinal assembled temperature change limiting device are respectively arranged on the periphery of the mat copying steel plate and the mat copying rubber plate and limit the mat copying steel plate; the rear side slope and the front side slope of the station platform of the ground truck crane are respectively protected by a soil nail wall and an anchor rod frame beam, the front side slope of the pile foundation platform is protected by an anchor cable frame beam, the station platform of the ground truck crane and the rest side slopes of the pile foundation platform are protected by mixed spraying concrete, and a construction intercepting ditch is arranged at the top of the side slope; the pile foundation and the pile foundation bearing platform adopt a single-pile single-column single-pile foundation bearing platform structure form, the side surface of the pile foundation bearing platform is provided with an embedded part, and the adjacent pile foundation bearing platforms are connected together by utilizing a steel pipe and the embedded part; when the steel stand and the steel stand are installed in an aligned mode, the upper steel stand and the lower steel stand are fixedly connected through the positioning stacking plates, the steel stand is corrected in perpendicularity and elevation through the jack and the wedge iron, and the steel stand is welded after adjustment is conducted.
2. The method of claim 1, wherein the web members between the steel columns of the same section include horizontal web members and diagonal web members, the horizontal web members are installed first, and then the diagonal web members are installed, and the horizontal web members and the diagonal web members are connected together to form a "mi" shape.
3. The method for constructing the ultrahigh tower of the high mountain canyon long-span through-put continuous steel truss bridge according to claim 1, wherein in the steps (1) to (9), strain gauges are arranged at the bottom, the middle and the top of the steel upright column according to different construction stages for monitoring stress conditions.
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| CN112921828B (en) * | 2021-02-07 | 2022-06-03 | 中铁四局集团有限公司 | Flexible landing pad device for erecting ultrahigh bearing support on cantilever of large-span railway steel truss girder bridge |
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