CN212153715U - Large-span support full-span collaborative pre-stressed box-shaped continuous steel beam column structure - Google Patents
Large-span support full-span collaborative pre-stressed box-shaped continuous steel beam column structure Download PDFInfo
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- CN212153715U CN212153715U CN202020680960.8U CN202020680960U CN212153715U CN 212153715 U CN212153715 U CN 212153715U CN 202020680960 U CN202020680960 U CN 202020680960U CN 212153715 U CN212153715 U CN 212153715U
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Abstract
The utility model provides a continuous girder steel post structure of prestressing force case shape is striden in coordination entirely to large-span support, including many steel columns, continuous girder steel, and the anchor board, the sleeve pipe, the prestressing tendons, girder steel both ends and steel column rigid coupling in succession, certain length is in symmetrical welding between the girder steel top and bottom flange about the girder steel, the both ends of support prestressing tendons pass the first through-hole of left side girder steel right side anchor board and right side girder steel left side anchor board separately and anchor on left side girder steel right side anchor board and right side girder steel left side anchor board, stride prestressing tendons's both ends separately and pass the third through-hole on left side steel column right side flange and right side steel column left side flange and anchor on left side steel column right side flange and right side steel column left side flange. The utility model discloses a continuous girder steel post structure of large-span prestressing force case shape can effectively improve the elastic bearing capacity and the bending rigidity of structure, can effectively reduce its mid-span amount of deflection and support deformation simultaneously, and material utilization is high, the durability is good, prestressing loss is little.
Description
Technical Field
The utility model relates to a building structure engineering field mainly relates to a prestressing force case shape continuous steel beam, especially a large-span support is full strides prestressing force case shape continuous steel beam column structure in coordination.
Background
With the rapid development of science and technology, buildings with large span, large space, large cantilever and the like are more and more. The consequences of these form-specific buildings are much more severe than those of ordinary buildings in the event of an earthquake. The traditional stressed member is difficult to meet the structural form of large span due to the limitation of deflection control, and a structural system with better stress performance needs to be introduced at the moment. The prestressed continuous steel beam is a combined structure which is commonly stressed and formed by arranging prestressed steel bars in a common continuous steel beam, the flexibility of the continuous steel beam can be effectively controlled by adopting a prestressing technology, the elastic bearing capacity of the structure is improved, the stress state of the structure is improved, and the whole design process is implemented by starting from structure type selection and material selection and meeting the variability of use functions and meeting the large span on the use space of a building. The large span structure and the prestress are combined for use, so that the designed building meets the requirements of safety, economy, practicability and attractiveness.
At present, for a structural form with a large span, the structural bearing capacity is usually satisfied by increasing the section size of a member, applying a pulling rope outside the structure or applying a prestressed reinforcement in the member. The first method usually increases the steel consumption, further increases the self weight of the structure, and is difficult to realize the processing and transportation of the components; the second method is that the construction is complicated due to the fact that the inhaul cable is applied outside the structure, the manufacturing cost is high, and the building attractiveness is affected; the third method is limited to the structural form of the simply supported beam, and the construction measures cannot effectively protect the prestressed anchorage device, the steel strand or the steel bar from the external environment, and cannot effectively reduce the prestress loss. Therefore, a prestressed continuous steel beam which has high material utilization rate, good durability, small prestress loss and is suitable for a large-span structure is urgently needed.
Disclosure of Invention
In view of the not enough of prior art, the utility model aims to provide a large-span support strides prestressing force case shape continuous steel beam column structure in coordination entirely, can effectively improve the elastic bearing capacity and the bending rigidity of structure, can effectively reduce it simultaneously and stride deflection and support deformation, structural material utilization rate is high, the durability is good, prestressing force loss is little.
The technical scheme of the utility model as follows:
the utility model firstly provides a large span support full span cooperative pre-stressed box-shaped continuous steel beam column structure, which comprises a plurality of steel columns, a continuous steel beam, an anchoring plate, a sleeve and pre-stressed tendons, wherein,
the left flange of the steel column is fixedly welded with the right end of the left steel beam, and the right flange of the steel column is fixedly welded with the left end of the right steel beam;
two anchoring plates are symmetrically welded between the upper flange and the lower flange of the steel beam at a certain length of the left end and the right end of the steel beam, the length of each anchoring plate is the same as the distance between the flanges of the steel beam, and the width of each anchoring plate is the same as the distance between a web plate of the steel beam and the flange edge of the steel beam; a first through hole is formed in the upper end of the anchoring plate, close to the junction of the steel beam web plate and the upper flange, a notch is formed in the lower end of the anchoring plate, close to the junction of the steel beam web plate and the lower flange, the first through hole is used for penetrating the prestressed tendon, and the notch is used for penetrating and clamping the sleeve;
on the left flange and the right flange of the steel column, a second through hole is respectively formed in the position corresponding to the first through hole of the anchoring plate on the left steel beam and the right steel beam, the second through hole is used for penetrating a sleeve, a third through hole is respectively formed in the position corresponding to the notch of the anchoring plate on the left steel beam and the right steel beam, and the third through hole is used for penetrating a prestressed rib;
the sleeve comprises a support sleeve and a full-span sleeve, the support sleeve is arranged between a left steel beam right anchoring plate and a right steel beam left anchoring plate and is positioned at the junction of a steel beam web and an upper flange, the length of the support sleeve is equal to the distance between the left steel beam right anchoring plate and the right steel beam left anchoring plate, the support sleeve is arranged in second through holes of the left and right flanges of the steel column in a penetrating manner, prestressed tendons are arranged in the support sleeve in a penetrating manner, and two ends of the prestressed tendons respectively penetrate through first through holes of the left steel beam right anchoring plate and the right steel beam left anchoring plate and are anchored on the left steel beam right anchoring plate and the right steel beam left anchoring plate; the full-span sleeve is penetrated and clamped in the gaps of the two anchoring plates of the same steel beam and is positioned at the junction of a steel beam web plate and a lower flange, the length of the full-span sleeve is equal to that of the steel beam, a prestressed tendon is penetrated in the full-span sleeve, and two ends of the prestressed tendon respectively penetrate through third through holes of a left steel column right flange and a right steel column left flange and are anchored on the left steel column right flange and the right steel column left flange;
the anchoring plate, the sleeve and the prestressed tendons are symmetrically arranged on the inner side and the outer side of the continuous steel beam.
In one embodiment, the two anchoring plates are welded at the quarter length of the left end and the right end of the steel beam.
As an implementation mode, two sides of the anchoring plate and two sides of the left and right flanges of the steel column corresponding to the anchoring plate are symmetrically welded with a plurality of transverse stiffening ribs.
As an implementation mode, the steel column is further provided with a steel column stiffening rib, the steel column stiffening rib is welded between left and right flanges on the inner side and the outer side of the steel column and corresponds to the upper flange and the lower flange of the steel beam, the length of the steel column stiffening rib is the same as the distance between the left flange and the right flange of the steel column, and the width of the steel column stiffening rib is the same as the distance between a steel column web and a flange edge.
As an implementation mode, the anchoring end of the prestressed tendon is provided with a protective cover, the protective cover of the anchoring end of the support prestressed tendon is formed by welding three steel plates and forms a closed space with the anchoring plate, the steel beam web and the steel beam flange, and the protective cover of the anchoring end of the full-span prestressed tendon is formed by welding two steel plates and forms a closed space with the steel column web, the steel column left and right flanges and the steel column stiffening rib.
In one embodiment, the inner diameter of the casing is slightly larger than the diameter of the tendon, and two ends of the tendon respectively extend out of the first through hole and the third through hole by a length.
The utility model discloses beneficial effect for prior art is: the utility model provides a pair of continuous girder steel post structure of prestressing force case shape is striden in coordination entirely to large-span support can effectively improve the elastic bearing capacity and the bending rigidity of structure, can effectively reduce it simultaneously and stride well amount of deflection and support deformation, and material utilization is high, the durability is good, prestressing loss is little. Particularly, the utility model discloses at least, following actual effect has:
(1) by arranging the prestressed tendons at the support and the full span of the continuous beam, the deformation of the continuous steel beam at the joint and the deflection of the span can be effectively controlled, the structural safety coefficient is improved, and the section height of the continuous steel beam is reduced, so that the steel consumption is reduced, and the cost is reduced; when plastic hinge appears on the midspan section of the continuous steel beam, the stress of the prestressed tendon does not reach the yield strength yet and still belongs to the elastic working stage, the prestressed continuous steel beam is changed into a statically determinate structure from a statically indeterminate structure only, and the midspan displacement of the continuous steel beam is slowly increased; once the prestressed tendons are broken under accidental load, the prestressed continuous steel beam is changed into a common continuous steel beam, and the common continuous steel beam cannot be damaged under the action of a load standard value, so that only maintenance is required, and brittle failure is avoided;
(2) the support prestressed tendons are arranged at the junction of the continuous beam web and the upper flange, the full-span prestressed tendons are arranged at the junction of the continuous beam web and the lower flange, and the prestressed tendons are arranged at the part with larger tensile stress of the flange, so that the deformation of the continuous steel beam at the node and the midspan deflection are more effectively and reasonably controlled;
(3) the sleeve can effectively protect the external prestressed tendons from being damaged by the external environment, and a certain space exists between the sleeve and the prestressed tendons, so that the prestressed tendons can be prevented from being subjected to other prestressed losses such as friction, bending and the like during tensioning or working, and the durability of the structure is greatly improved;
(4) the protective cover is covered on the anchoring end of the prestressed tendon, so that the prestressed tendon and the anchor head can be effectively protected from being damaged by the external environment, the anchor head can be effectively prevented from deforming or losing efficacy, and the prestress loss is effectively reduced;
(5) the box girder is applied to a large span structure, overcomes the span length which can not be achieved by other sectional materials such as I-shaped steel, H-shaped steel and the like, is used in combination with prestress, has no overlarge cross section of the box girder, has high material utilization rate, is safe, applicable and durable, and can be widely applied to the large span structure.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It should be apparent that the drawings in the following description are merely exemplary, and that other embodiments can be derived from the drawings provided by those of ordinary skill in the art without inventive effort.
The structure, ratio, size and the like shown in the present specification are only used for matching with the content disclosed in the specification, so as to be known and read by people familiar with the technology, and are not used for limiting the limit conditions which can be implemented by the present invention, so that the present invention has no technical essential significance, and any structure modification, ratio relationship change or size adjustment should still fall within the scope which can be covered by the technical content disclosed by the present invention without affecting the efficacy and the achievable purpose of the present invention.
Fig. 1 is a schematic overall structure diagram of an embodiment of the present invention;
fig. 2 is a schematic structural view of a beam-column joint region according to an embodiment of the present invention;
fig. 3 is a sectional view of the vertical structure of the steel column region according to an embodiment of the present invention;
fig. 4 is a front view of a beam-column joint area according to an embodiment of the present invention;
fig. 5 is a left side view of a beam-column joint area according to an embodiment of the present invention;
FIG. 6 is a schematic view of a continuous steel beam structure according to an embodiment of the present invention;
FIG. 7 is a schematic view of an anchor plate and transverse stiffeners according to an embodiment of the present invention;
FIG. 8 is a schematic view of a steel column and steel column stiffener according to an embodiment of the present invention;
fig. 9 is a schematic structural view of a sleeve, a tendon and an anchor head according to an embodiment of the present invention;
fig. 10 is a schematic structural view of a protective cover according to an embodiment of the present invention.
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the invention and together with the description serve to explain the principles of the invention. The meaning of the individual reference symbols in the figures is:
1-girder steel, 2-steel column, 3-steel column stiffening rib, 4-anchor plate, 5-horizontal stiffening rib, 6-sleeve pipe, 61-support sleeve pipe, 62-stride the sleeve pipe entirely, 7-prestressing tendons, 8-anchor head, 9-protection casing, 10-first through-hole, 11-breach, 12-second through-hole, 13-third through-hole.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the embodiments of the present invention are described in further detail below with reference to the embodiments and the accompanying drawings. The exemplary embodiments and descriptions of the present invention are provided to explain the present invention, but not to limit the present invention.
In the description of the present invention, it is to be understood that the terms "comprises/comprising," "consists of … …," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such product, apparatus, process, or method if desired. Without further limitation, an element defined by the phrases "comprising/including … …," "consisting of … …," or "comprising" does not exclude the presence of other like elements in a product, device, process, or method that comprises the element.
It will be further understood that the terms "upper," "lower," "front," "rear," "left," "right," "top," "bottom," "inner," "outer," and the like are used in the orientation or positional relationship illustrated in the drawings for convenience in describing the invention and to simplify the description, and do not indicate or imply that the device, component, or structure so referred to must have a particular orientation, be constructed or operated in a particular orientation, and should not be considered as limiting the invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," and "fixed" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.
Referring to fig. 1 to 5, an embodiment of the present invention first provides a large-span support full-span cooperative pre-stressed box-shaped continuous steel beam column structure, which includes a plurality of steel columns 2, a continuous steel beam 1, an anchoring plate 4, a sleeve 6, and pre-stressed tendons 7, wherein,
The width of the flange of the steel column 2 is the same as that of the flange of the steel beam 1, the left flange of the steel column is welded and fixed with the right end of the left steel beam, and the right flange of the steel column is welded and fixed with the left end of the right steel beam.
Referring to fig. 2 and 7, two anchoring plates 4 are symmetrically welded between the upper flange and the lower flange of the steel beam at a certain length of the left end and the right end of the steel beam 1, the length of each anchoring plate is the same as the distance between the flange of the steel beam and the width of each anchoring plate is the same as the distance between a web of the steel beam and the flange of the steel beam, and the anchoring plates are welded with the web of the steel beam and the upper; the upper end of the anchoring plate 4 is provided with a first through hole 10, the lower end of the anchoring plate is provided with a notch 11, the first through hole is used for penetrating the prestressed tendon 7, the notch is used for penetrating the sleeve 6, and the sleeve 6 is clamped in the notch;
referring to fig. 8, on the left and right flanges of the steel column 2, a second through hole 12 is respectively formed in a position corresponding to the first through hole 10 of the anchoring plate 4 on the left and right steel beams, the second through hole is used for penetrating a sleeve, and a third through hole 13 is respectively formed in a position corresponding to the notch 11 of the anchoring plate on the left and right steel beams, and the third through hole is used for penetrating a prestressed tendon;
the sleeve 6 comprises a support sleeve 61 and a full-span sleeve 62, the support sleeve 61 is installed between the left steel beam right anchoring plate and the right steel beam left anchoring plate, the length of the support sleeve is equal to the distance between the left steel beam right anchoring plate and the right steel beam left anchoring plate, the support sleeve is arranged in the second through hole 12 of the left flange and the right flange of the steel column in a penetrating manner, a prestressed tendon is arranged in the support sleeve in a penetrating manner, and two ends of the prestressed tendon respectively penetrate through the first through holes of the left steel beam right anchoring plate and the right steel beam left anchoring plate and are anchored on the left steel beam right anchoring plate and the right steel beam left anchoring plate; the full-span sleeve 62 is penetrated and clamped in the gaps of the two anchoring plates of the same steel beam, the length of the full-span sleeve is equal to that of the steel beam, a prestressed tendon is penetrated in the full-span sleeve, and two ends of the prestressed tendon respectively penetrate through third through holes of the right flange of the left steel column and the left flange of the right steel column and are anchored on the right flange of the left steel column and the left flange of the right steel column;
the anchorage plate 4, the sleeve 6 and the tendon 7 are symmetrically arranged on the inner and outer sides of the continuous steel beam 1 to provide uniform prestress on the inner and outer sides of the steel beam.
The utility model discloses a be beam column node and continuous beam at the support and stride all and lay the prestressing tendons, can the continuous girder steel of effective control warp and the amount of deflection of striding in the node, improve structural safety factor, and reduce the cross-section height of continuous girder steel to reduce with steel volume, reduce cost. The utility model discloses a sleeve pipe can effectual protection prestressing tendons not receive external environment erosion, makes the durability of structure improve greatly.
As an implementation mode, according to the empirical design, two anchor plates 4 of the same steel beam are welded at the quarter length of the left end and the right end of the steel beam, namely the distance between the anchor plates and the steel beam end is one quarter of the length of the steel beam, the stress deformation characteristic of the support node is better met, and the deformation of the support node can be more effectively controlled.
As an embodiment, referring to fig. 2, two sides of the anchor plate 4, and two sides of left and right flanges of the steel column corresponding to the anchor plate, are symmetrically welded with a plurality of transverse stiffeners 5, preferably three transverse stiffeners are welded, and uniformly arranged. The transverse stiffening ribs can effectively enhance the strength and rigidity of the anchoring plates and the steel column flanges, and buckling deformation damage caused by tension stress at the position is avoided.
As an embodiment, referring to fig. 2, 3, and 8, a steel column stiffening rib 3 is further disposed on the steel column 2, and welded between left and right flanges at inner and outer sides of the steel column, corresponding to the upper and lower flanges of the steel beam, and has a length equal to the distance between the left and right flanges of the steel column and a width equal to the distance between the web of the steel column and the flange. The steel column stiffening rib is welded with the steel column web plate and the left flange and the right flange, so that the strength of the steel column at the position can be effectively enhanced, and the stress damage of the welding position of the steel column flange and the steel beam is avoided.
As an embodiment, referring to fig. 10, the anchoring end of the tendon is provided with a protective cover 9 for closing the anchoring end of the tendon; the utility model discloses in, the protection casing of support prestressing tendons anchor end is formed by three steel sheet welding, encloses synthetic enclosure space with anchor board, girder steel web, girder steel edge of a wing, and the protection casing of striding the prestressing tendons anchor end is formed by two steel sheet welding, encloses synthetic enclosure space with steel column web, steel column left and right sides edge of a wing, steel column stiffening rib. The utility model discloses a protection casing cover can effectively protect prestressing tendons and anchor head 8 not receive external environment to damage in order to seal anchor head 8 at prestressing tendons's anchor end, and can effectively prevent that the anchor head from warping or the anchor head is inefficacy, effectively reduces prestressing loss.
As an embodiment, referring to fig. 3 to 5 and 7, the first through hole 10 is opened at the upper end of the anchoring plate 4 near the junction between the steel beam web and the upper flange, the notch 11 is opened at the lower end of the anchoring plate near the junction between the steel beam web and the lower flange, the support sleeve 61 is arranged at the junction between the steel beam web and the upper flange, and the full-span sleeve 62 is arranged at the junction between the steel beam web and the lower flange. The utility model discloses support prestressed tendons arranges in continuous web and upper flange juncture, and full span prestressed tendons arranges in continuous web and lower flange juncture, and prestressed tendons arranges in the great position of edge of a wing tensile stress, and is more effective, more reasonable to the control of continuous girder steel at node deformation and mid-span amount of deflection; when plastic hinge appears on the midspan section of the continuous steel beam, the stress of the prestressed tendon does not reach the yield strength yet and still belongs to the elastic working stage, the prestressed continuous steel beam is changed into a statically determinate structure from a statically indeterminate structure only, and the midspan displacement of the continuous steel beam is slowly increased; once the prestressed tendons are broken under accidental load, the prestressed continuous steel beam is changed into a common continuous steel beam, and the common continuous steel beam cannot be damaged under the action of a load standard value, so that only maintenance is required, and brittle failure is avoided.
The utility model discloses in, 6 internal diameters of sleeve pipe slightly are greater than the diameter of prestressing tendons 7, have certain space between sleeve pipe and the prestressing tendons, can guarantee that prestressing tendons can not receive other prestressing losses such as friction, buckling in stretch-draw or work.
The utility model discloses in, stretch out one section length of first through-hole 10 and third through-hole 13 respectively at 7 both ends of prestressing tendons for prestressing tendons can carry out a lot of stretch-draw in order to adapt to the change of structure service function.
The utility model discloses a specific mounting method of prestressing force box-shaped continuous steel beam column structure is as follows in coordination entirely strides in large-span support:
welding a web plate of the box-section continuous steel beam 1 with a flange of the H-section steel column 2, and then welding the flange of the continuous steel beam 1 with the flange of the steel column 2 to form a continuous beam-column structure; then welding four steel column stiffening ribs 3 and the steel column 2, wherein the positions of the four steel column stiffening ribs correspond to the flanges of the continuous steel beam 1; then welding four anchoring plates 4 at two sides of the continuous steel beam 1, wherein the positions of the four anchoring plates are one fourth of the positions of two ends of the continuous steel beam 1; then the transverse stiffening ribs 5 are symmetrically welded on the flange of the steel column 2 and two sides of the anchoring plate 4 respectively, and three transverse stiffening ribs 5 are welded on each side at the same interval; then, a support sleeve 61 is welded at the joint of the web plate and the upper flange of the continuous steel beam 1, and a full-span sleeve 62 is welded at the joint of the web plate and the lower flange of the continuous steel beam 1; then, the upper prestressed tendons 7 penetrate through the support sleeve 61, the right anchoring plate 4 of the left continuous steel beam 1 and the left anchoring plate 4 of the right continuous steel beam 1, and the lower prestressed tendons 7 penetrate through the full-span sleeve 62, the right flange of the left steel column 2 and the left flange of the right steel column 2; simultaneously tensioning the prestressed tendons 7 symmetrical to the web of the continuous steel beam 1, and anchoring two ends of the prestressed tendons 7 on the flange of the steel column 2 or the anchoring plate 4 by using anchor heads 8; then, covering the anchoring end of the prestressed tendon 7 with the upper protective cover 9 and welding the upper protective cover on the continuous steel beam 1, and covering the anchoring end of the prestressed tendon 7 with the lower protective cover 9 and welding the lower protective cover on the steel column 2; then, smearing protective glue in gaps at two ends of the sleeve 6 to seal the sleeve 6, and smearing the protective glue in gaps of the protective cover 9 to seal the protective cover; and finally, carrying out rust removal and rust prevention and paint spraying on the large-span prestress box-shaped continuous steel beam.
To sum up, the utility model discloses large-span prestressing force case shape continuous steel beam column material utilization rate is high, safety, be suitable for, durable, prestressing loss is little, but the wide application is in striding the structure greatly.
Thus, it should be understood by those skilled in the art that while exemplary embodiments of the present invention have been illustrated and described in detail herein, many other variations and modifications can be made in accordance with the principles of the present invention without departing from the spirit and scope of the invention, which is to be determined directly from the disclosure of the invention. Accordingly, the scope of the present invention should be understood and interpreted to cover all such other variations or modifications.
Claims (6)
1. The large-span support full-span collaborative pre-stressed box-shaped continuous steel beam column structure comprises a plurality of steel columns, continuous steel beams, anchoring plates, sleeves and pre-stressed tendons, wherein,
the left flange of the steel column is fixedly welded with the right end of the left steel beam, and the right flange of the steel column is fixedly welded with the left end of the right steel beam;
two anchoring plates are symmetrically welded between the upper flange and the lower flange of the steel beam at a certain length of the left end and the right end of the steel beam, the length of each anchoring plate is the same as the distance between the flanges of the steel beam, and the width of each anchoring plate is the same as the distance between a web plate of the steel beam and the flange edge of the steel beam; a first through hole is formed in the upper end of the anchoring plate, close to the junction of the steel beam web plate and the upper flange, a notch is formed in the lower end of the anchoring plate, close to the junction of the steel beam web plate and the lower flange, the first through hole is used for penetrating the prestressed tendon, and the notch is used for penetrating and clamping the sleeve;
on the left flange and the right flange of the steel column, a second through hole is respectively formed in the position corresponding to the first through hole of the anchoring plate on the left steel beam and the right steel beam, the second through hole is used for penetrating a sleeve, a third through hole is respectively formed in the position corresponding to the notch of the anchoring plate on the left steel beam and the right steel beam, and the third through hole is used for penetrating a prestressed rib;
the sleeve comprises a support sleeve and a full-span sleeve, the support sleeve is arranged between a left steel beam right anchoring plate and a right steel beam left anchoring plate and is positioned at the junction of a steel beam web and an upper flange, the length of the support sleeve is equal to the distance between the left steel beam right anchoring plate and the right steel beam left anchoring plate, the support sleeve is arranged in second through holes of the left and right flanges of the steel column in a penetrating manner, prestressed tendons are arranged in the support sleeve in a penetrating manner, and two ends of the prestressed tendons respectively penetrate through first through holes of the left steel beam right anchoring plate and the right steel beam left anchoring plate and are anchored on the left steel beam right anchoring plate and the right steel beam left anchoring plate; the full-span sleeve is penetrated and clamped in the gaps of the two anchoring plates of the same steel beam and is positioned at the junction of a steel beam web plate and a lower flange, the length of the full-span sleeve is equal to that of the steel beam, a prestressed tendon is penetrated in the full-span sleeve, and two ends of the prestressed tendon respectively penetrate through third through holes of a left steel column right flange and a right steel column left flange and are anchored on the left steel column right flange and the right steel column left flange;
the anchoring plate, the sleeve and the prestressed tendons are symmetrically arranged on the inner side and the outer side of the continuous steel beam.
2. The large-span support full-span cooperative pre-stressed box-shaped continuous steel beam column structure as claimed in claim 1, wherein the two anchoring plates are welded at the quarter length of the left end and the right end of the steel beam.
3. The large-span support full-span cooperative pre-stressed box-shaped continuous steel beam column structure as claimed in claim 1, wherein a plurality of transverse stiffening ribs are symmetrically welded to both sides of the anchoring plate and both sides of left and right flanges of the steel column corresponding to the anchoring plate.
4. The large-span support full-span cooperative pre-stressed box-shaped continuous steel beam column structure as claimed in claim 1, wherein the steel column is further provided with steel column stiffening ribs, the steel column stiffening ribs are welded between left and right flanges at the inner and outer sides of the steel column and correspond to the upper and lower flanges of the steel beam, the length of each steel column stiffening rib is the same as the distance between the left and right flanges of the steel column, and the width of each steel column stiffening rib is the same as the distance between the web of the steel column and the flange edge.
5. The large-span support full-span cooperative pre-stressed box-shaped continuous steel beam column structure as claimed in claim 4, wherein the anchoring end of the prestressed tendon is provided with a protective cover, the protective cover of the anchoring end of the support prestressed tendon is formed by welding three steel plates and forms a closed space with the anchoring plate, the steel beam web and the steel beam flange, and the protective cover of the anchoring end of the full-span prestressed tendon is formed by welding two steel plates and forms a closed space with the steel column web, the steel column left and right flanges and the steel column stiffening rib.
6. The large-span bearing full-span cooperative pre-stressed box-shaped continuous steel beam column structure according to any one of claims 1 to 5, wherein the inner diameter of the sleeve is slightly larger than the diameter of the pre-stressed tendon, and two ends of the pre-stressed tendon respectively extend out of the first through hole and the third through hole by a length.
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| CN202020680960.8U CN212153715U (en) | 2020-04-28 | 2020-04-28 | Large-span support full-span collaborative pre-stressed box-shaped continuous steel beam column structure |
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| CN202020680960.8U CN212153715U (en) | 2020-04-28 | 2020-04-28 | Large-span support full-span collaborative pre-stressed box-shaped continuous steel beam column structure |
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