CN117758926B - Prestressed fish belly type UHPC roof truss structure and construction method thereof - Google Patents
Prestressed fish belly type UHPC roof truss structure and construction method thereof Download PDFInfo
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- CN117758926B CN117758926B CN202311842389.XA CN202311842389A CN117758926B CN 117758926 B CN117758926 B CN 117758926B CN 202311842389 A CN202311842389 A CN 202311842389A CN 117758926 B CN117758926 B CN 117758926B
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- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 6
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Abstract
The invention provides a prestress fish belly type UHPC roof truss structure, which comprises a plurality of roof trusses and purlines paved on the top surface of the roof trusses and used for supporting roof glass curtain walls, wherein the roof trusses are connected into a whole through supporting tie bars; each roof truss comprises an upper chord member, a lower chord member and a web member, wherein each of the upper chord member, the lower chord member and the web member comprises a reinforcement cage arranged in the upper chord member, and UHPC integrated with the reinforcement cage after pouring. The invention also provides a construction method of the prestress fish belly type UHPC roof truss structure, which combines the structural design and the construction method to ensure that the span of the roof truss can reach 40.5m. The roof truss structure disclosed by the invention fully utilizes the excellent mechanical properties of the UHPC material, and effectively reduces the cross section size under the condition of greatly improving the span of the roof truss, thereby reducing the dead weight of the structure and reducing the carbon emission; meanwhile, the problems of poor durability, poor fire resistance, high maintenance cost and the like of the steel structure are solved.
Description
Technical Field
The invention relates to the technical field of concrete roof truss structures, in particular to a prestressed fish-bellied UHPC roof truss structure and a construction method thereof.
Background
With the increasing diversity of the requirements of people on building functions, the ultra-large span structure is increased. The common concrete has the disadvantages of low tensile strength, large dead weight and the like when being used for the ultra-large span structure; the steel structure has the problems of poor fire resistance, poor durability, high maintenance cost and the like, and meanwhile, the large-span building cannot be stopped for maintenance for a long time.
In the 90 s of the 20 th century, reactive powder concrete (Reactive Powder Concrete, RPC) was developed by Rhodia, lafarge and Bouygues on the basis of studies on fine particle close packing (DSP), cement-based materials without Macroscopic Defects (MDF) and steel fiber concrete, etc. In 1994, larrard et al proposed the concept of Ultra-high performance concrete (UHPC hereinafter referred to as Ultra-high Performance Concrete) for the first time. UHPC has many advantages over ordinary Concrete (NC for short: the compressive strength can reach more than 150MPa, the tensile strength can reach more than 20MPa, the elastic modulus can reach 45GPa, and the indexes of the concrete are all over that of common concrete, and the tensile strength can reach more than 10 times of that of common concrete.
In addition, UHPC also has excellent toughness and fracture energy, and compared with high-performance concrete, the toughness of UHPC is improved by more than 300 times and is equivalent to that of some metals, so that the concrete structure has more excellent structural reliability in overload environment or in earthquake. The ultra-high performance concrete has compact inside, extremely excellent durability, almost no permeability and no carbonization, almost zero chloride ion permeation and sulfate permeation, greatly prolonged service life of the concrete structure and reduced maintenance cost of the concrete structure.
Based on the method, UHPC materials are adopted in the large-span roof truss structure, so that on one hand, the cross section size can be greatly reduced, and the structural dead weight is further effectively reduced; on the other hand, compared with a steel structure, the on-site prefabrication process can endow the structural rod piece with more abundant building shapes, so that the building effect and the structural safety are well combined. However, the maximum span of the prestressed concrete roof truss in the national standard chart 04G415-1 is 30m, and the construction guidance and the design standard are still lacking for the large-span concrete roof truss structure with the maximum span of more than 30 m.
In view of the above, an object of the present invention is to provide a structure of an ultra-long concrete roof truss and a construction method thereof.
Disclosure of Invention
The invention aims to solve the technical problem of providing a prestress fish belly type UHPC roof truss structure, which can achieve 40.5m span and has excellent mechanical property.
The technical scheme of the invention is as follows:
The prestress fish belly type UHPC roof truss structure comprises a plurality of roof trusses and purlines paved on the top surface of the roof truss and used for supporting roof glass curtain walls, wherein the roof trusses are connected into a whole through supporting tie bars; each roof truss comprises an upper chord member, a lower chord member and a web member, wherein the upper chord member, the lower chord member and the web member all comprise a steel reinforcement framework arranged in the upper chord member, and UHPC which is integrated with the steel reinforcement framework after pouring;
The upper chord is linear, a top surface embedded part is arranged on the top surface of the upper chord corresponding to each node, and the upper chord is connected with the purline through the top surface embedded part; the two ends of the upper chord member are provided with support embedded parts, the two ends of the roof truss are connected with roof beam top supports through the support embedded parts, and the side surfaces of the support embedded parts are provided with anchor holes; the side surface of the upper chord member is provided with a plurality of first reserved bolt holes corresponding to the connection positions of the support tie bars, bolts penetrate through the first reserved bolt holes to fix the upper chord connection node plates and the inter-roof-truss connection node plates on the side surface of the upper chord member, and the upper chord connection node plates and the inter-roof-truss connection node plates are respectively fixed with connection end plates;
The lower chord member is arc-shaped, a metal corrugated pipe and a prestress steel strand are arranged in the lower chord member, the prestress steel strand is laid in the metal corrugated pipe, and two ends of the prestress steel strand penetrate through the anchor holes and are tensioned and locked; the side surface of the lower chord member is provided with a plurality of second reserved bolt holes corresponding to the connection positions of the support tie bars, and bolts penetrate through the second reserved bolt holes to fix the lower chord connection gusset plate to the lower chord member;
The support tie bars comprise an upper chord support tie bar and a lower chord support tie bar, wherein the upper chord support tie bar is used for connecting upper chords of two adjacent roof trusses, the upper chord support tie bar comprises a main support horizontal tie bar which is perpendicular to the roof trusses and is used for connecting the two adjacent roof trusses, and a horizontal oblique support tie bar which is arranged between the two adjacent roof trusses end to end, the main support horizontal tie bar is fixedly connected with a connecting end plate corresponding to an upper chord connecting node plate, and the horizontal oblique support tie bar is fixedly connected with the connecting end plate corresponding to the connecting node plate between the roof trusses;
the lower chord support tie bars are used for connecting lower chords of two adjacent roof trusses and distributed on two sides of a center node of the lower chord, and the lower chord support tie bars are fixedly connected with a lower chord connection node plate.
Further, two bundles of prestress steel strands are arranged in the lower chord member, the number of the corresponding metal corrugated pipes is two, and each bundle of prestress steel strands consists of 4 steel strands with the diameter of 1 multiplied by 7 phi s 15.2.2 mm.
Further, the top surface embedded part comprises a top surface embedded steel plate and perforated plug welding steel bars, and the top surface embedded steel plate is connected with the purline.
Further, steel columns are welded on the top surface embedded parts, the purlines are welded and fixed with the steel columns, and the purlines form a slope finding 5%.
Further, the support embedded part comprises a bottom surface steel plate, a side surface steel plate and an end surface steel plate which are connected with the bottom surface steel plate, and a reinforced steel pipe connected with the end surface steel plate, wherein UHPC is filled in the reinforced steel pipe, and the bottom surface steel plate and the roof beam top support are connected into a whole.
Further, the lower chord connection node plate is connected with a lower chord hanging node plate, and the lower chord hanging node plate is connected with a hung object through a high-strength bolt.
Further, the cross-section structure of the upper chord member, the lower chord member and the web member comprises a core rectangular cross section and an arc-shaped part formed outside the core rectangular cross section, and the core rectangular cross section and the arc-shaped part are integrally cast and formed by UHPC.
Further, the span of the prestressed fish-bellied UHPC roof truss structure is 30-40.5m.
The invention also provides a construction method of the prestress fish belly type UHPC roof truss structure, which comprises the following steps:
Step S1, manufacturing a prefabricated pedestal matched with the UHPC roof truss in size on site according to a design drawing, paving a bottom die, positioning a bottom die elastic line, blanking and binding a reinforcement cage, positioning and fixing a top embedded part and a support embedded part, and pre-burying and fixing a metal corrugated pipe;
s2, installing side dies, dividing the side dies into a plurality of sections, and determining the installation position of each section of side dies according to a design drawing; then, a web member and a lower chord member side die are sequentially installed by taking the top plane of an upper chord member of the fish-web-shaped roof truss as a side die installation reference plane, and the side die is fixedly connected with a bottom die through an L-shaped metal supporting piece;
S3, assembling and erecting a detachable movable steam curing shed by adopting high-temperature-resistant fireproof tarpaulin and a steel pipe framework according to the size of the on-site prefabricated pedestal; wherein the curing shed framework is assembled and erected by galvanized steel pipes with the wall thickness of phi 25 of 2.5mm, and the erection height is adjustable in a telescopic way; universal wheels are welded on the steel pipes at the bottom of the curing shed and can be disassembled and moved as required; the galvanized steel pipe of the curing shed framework is simultaneously used as a hanging point of a steam transmission pipeline in the curing shed, and two ends of the pipeline are connected with the output end of steam curing equipment; the steam transmission pipelines are drilled at intervals of 20-30cm along the length direction and serve as steam output holes;
S4, UHPC in-situ casting, namely adopting 2 rapid-moving ultra-high-performance concrete mixing buildings to continuously implement the processes of feeding, stirring, unloading, transporting and in-situ casting; UHPC is slowly poured from one end of the roof truss to the other end until pouring of the whole roof truss is completed, and a rubber hammer is adopted to lightly strike a side die during pouring, so that internal bubbles are removed; timely covering a maintenance film after pouring is completed;
S5, after pouring for 24 hours, removing the side mold, lifting the curing film, immediately covering a layer of geotextile, and continuously sprinkling water for curing; after the side mold is removed, mounting and covering the movable steam curing shed, lifting off geotextiles, and starting a steam curing process; arranging a plurality of temperature sensors and humidity sensors on the upper surface of the roof truss, monitoring the temperature and humidity of the part in the steam curing shed in real time, ensuring that the temperature rises to 90+/-5 ℃ at a heating rate of not more than 12 ℃/h, and reducing the temperature to the ambient temperature at a temperature of not more than 15 ℃/h after steam curing for 48 h;
S6, after the strength of the UHPC reaches a design value, finishing the aerial turning of the roof truss by adopting an automobile crane and transferring the roof truss to a temporary storage bearing platform; three H-shaped steel and the roof truss are temporarily fixed through the embedded anchor bolts, so that the out-of-plane stability in the turning process is ensured; then, the prestress steel strands penetrate through the pre-buried metal corrugated pipe, and each steel strand is numbered;
Step S7, setting up temporary supports on the lower chords of the roof truss according to the design drawing; hoisting each roof truss to a roof in sequence by adopting a crane, connecting the roof truss and a roof top beam support to form a whole, connecting an upper chord support tie bar and a lower chord support tie bar between the roof trusses, and simultaneously propping up 3 node sleepers at the center of the lower chord of the roof truss and at two sides of the center, so that the roof truss counteracts the dead weight of about 15T;
S8, penetrating the prestress steel strand through the anchor holes at two ends of the roof truss, installing clamping pieces, and tensioning to 100% of a design value; repeating the steps until the prestressed steel strands of all roof trusses are tensioned;
Step S9, welding corresponding steel upright posts at the top surface embedded parts of the upper chords of the UHPC roof truss according to the design drawing to form a 5% slope finding; and then sequentially welding and fixing the purlines with the steel upright posts, installing a glass roof or a stainless steel composite roof on the purlines, and finally removing the temporary support to complete the installation of the prestress fish-bellied UHPC roof truss structure.
Compared with the prior art, the prestressed fish belly type UHPC roof truss structure and the construction method thereof provided by the invention have the beneficial effects that:
1. The prestress fish belly type UHPC roof truss structure provided by the invention is combined by structural design and a construction method, so that the span of the roof truss can reach 40.5m. The roof truss structure adopts the UHPC material, the excellent mechanical property of the UHPC material is fully utilized, and the cross section size is effectively reduced under the condition of greatly improving the span of the roof truss, so that the dead weight of the structure is reduced, and the carbon emission is reduced; meanwhile, the problems of poor durability, poor fire resistance, high maintenance cost and the like of the steel structure are solved.
2. According to the pre-stress fish belly type UHPC roof truss structure provided by the invention, the embedded parts are arranged on the upper chord and the lower chord, so that the roof truss and the house structure are connected into a whole; the roof trusses are connected into a whole through the supporting tie bars to form a stable space structure system, and the defect of poor longitudinal rigidity of the concrete roof truss is effectively overcome.
3. The prestress fish belly type UHPC roof truss structure provided by the invention adopts a prestress fish belly type truss structure, and the upper chord member, the lower chord member and the web member can be endowed with various building shapes on the basis that the core section meets the requirements, for example, the outline of the prestress fish belly type UHPC roof truss structure is arc-shaped, so that the structural safety and the building requirements are considered, and the aesthetic requirements are met.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic illustration of the structure of a prestressed fish-bellied UHPC roof truss of the present invention;
fig. 2 is a schematic structural view of the roof truss of fig. 1;
FIG. 3 is a schematic view of a portion of the roof truss of FIG. 2;
fig. 4 is an enlarged view of a portion a in fig. 3;
FIG. 5 is a schematic view of the connection of the support tie bars between roof trusses;
fig. 6 is a schematic connection diagram of a lower chord hanging gusset of a roof truss.
Detailed Description
In order to better understand the technical solution in the embodiments of the present invention and make the above objects, features and advantages of the present invention more obvious and understandable, the following detailed description of the present invention will be further described.
The endpoints and any values of the ranges disclosed herein are not limited to the precise range or value, and are understood to encompass values approaching those ranges or values. For numerical ranges, one or more new numerical ranges may be found between the endpoints of each range, between the endpoint of each range and the individual point value, and between the individual point value, in combination with each other, and should be considered as specifically disclosed herein.
Referring to fig. 1 to 6 in combination, the prestress fish belly type UHPC roof truss structure of the present invention comprises a plurality of roof trusses 1, purlins (not shown) laid on the roof of the roof truss for supporting the roof, and the plurality of roof trusses are integrally connected by supporting tie bars (not shown).
Each roof truss 1 includes an upper chord 11, a lower chord 12, and a web member 13, and the upper chord 11, the lower chord 12, and the web member 13 include a reinforcement cage disposed therein, and a UHPC integrally formed with the reinforcement cage after casting. The upper chord 11 is linear, the lower chord 12 is arc-shaped, two ends of the upper chord are connected with the end parts of the upper chord 11, and the web member 13 is supported between the upper chord 11 and the lower chord 12.
The top surface of the upper chord member 11 is provided with a top surface embedded part 111 corresponding to each node position, wherein the node position refers to the joint of the web member and the upper chord member, the upper chord member 11 is connected with the purline through the top surface embedded part, specifically, a steel upright (not shown) is welded on the top surface embedded part 111, the purline is welded and fixed with the steel upright, the purline forms a 5% slope finding, and then the roof structure is paved on the purline.
The top surface embedded part 111 comprises a top surface embedded steel plate 1111 and a perforated plug welded steel bar 1112, after UHPC is poured, the top surface embedded part 111 and the UHPC are formed into a whole, and the steel upright post is welded on the top surface embedded steel plate.
The two ends of the upper chord 11 are provided with support embedded parts 113, the two ends of the roof truss are welded with roof beam top supports into a whole through the support embedded parts 113, and the side surfaces of the support embedded parts 113 are provided with anchor holes 114 for the prestressed steel strands to pass through. Specifically, the support embedded part 113 comprises a bottom steel plate 1131, a side steel plate 1132 and an end steel plate 1133 connected with the bottom steel plate 1131, and a reinforced steel pipe 1134 connected with the end steel plate 1133, wherein the reinforced steel pipe 1134 is filled with UHPC for improving the shearing resistance of the end part of the roof truss, and the bottom steel plate 1131 is connected with the roof beam top support into a whole.
The side of the upper chord is provided with a plurality of first reserved bolt holes 115 corresponding to the connection positions of the support tie bars 3, and bolts pass through the first reserved bolt holes to fix the upper chord connection gusset plates 14 and the inter-roof truss connection gusset plates 15 on the side of the upper chord.
The support tie bars include an upper chord support tie bar 31 for connecting upper chords of the multiple roof trusses and a lower chord support tie bar 32 for connecting lower chords of the multiple roof trusses. Specifically, the upper chord support tie bar 31 includes a main support horizontal tie bar 311 perpendicular to the roof truss and used for connecting two adjacent roof trusses, and a horizontal diagonal support tie bar 312 disposed between two adjacent roof trusses, wherein the two adjacent roof trusses refer to two adjacent roof trusses with the first roof truss and the second roof truss being the head end and two adjacent roof truswith the last roof truss being the tail end according to the hoisting order, the main support horizontal tie bar 311 is fixedly connected with a connecting end plate 16 corresponding to the upper chord connecting node plate 14, and the horizontal diagonal support tie bar 312 is fixedly connected with a connecting end plate 16 corresponding to the connecting node plate 15 between roof trusses. In this embodiment, the fixing connection may be a bolt connection, a welding connection, or a combination of both. In the invention, a main support horizontal tie rod 311 is arranged on the side surface of the upper chord member at intervals of two nodes, and a horizontal diagonal support tie rod 312 is Z-shaped and is used for forming diagonal tension.
The lower chord support tie bars 32 are distributed on both sides of the lower chord center node in the following manner: the side of the lower chord member 12 is provided with a plurality of second reserved bolt holes 121 corresponding to the connection positions of the support tie bars, bolts penetrate through the second reserved bolt holes 121 to fix the lower chord connection node plate 17 to the lower chord member, and the lower chord support tie bars 32 are fixedly connected with the lower chord connection node plate 17, wherein the fixed connection mode can be bolt connection, welding or combination of the bolt connection and the welding. In this embodiment, the lower chord connection node plate 17 is U-shaped, and the bottom of the lower chord member 12 is embedded in the U-shaped lower chord connection node plate and is fixed by bolting.
The lower chord connection gusset plate 17 is connected with a lower chord hanging gusset plate 18 at the lower part, and the lower chord hanging gusset plate 18 is reserved with two bolt holes and is connected with a hung object through high-strength bolts. In the invention, two bolt holes are reserved at each node of the side surface of the lower chord for connecting the chord connection node plate 17 and the lower chord hanging node plate 18, and the lower chord support tie bars 32 are only connected at the node positions at the two sides of the center node of the lower chord.
The invention makes the whole structure of the roof truss more stable by connecting the supporting tie bars 3 between the roof trusses.
A metal bellows (not shown) and a pre-stress steel strand 122 are arranged in the lower chord 12, and the pre-stress steel strand 122 is laid in the metal bellows, and two ends of the pre-stress steel strand pass through the anchor holes 114 and are tensioned and locked. Specifically, two bundles of prestress steel strands are arranged in the lower chord member, the number of the corresponding metal corrugated pipes is two, and each bundle of prestress steel strands consists of 4 steel strands with the diameter of 1 multiplied by 7 phi s 15.2.2 mm; the inner diameter of the metal bellows is 55mm.
The prestress fish belly type UHPC roof truss structure adopts UHPC material and fish belly type structural design, the cross section structure of the upper chord member, the lower chord member and the belly member comprises a core rectangular cross section and an arc-shaped part formed outside the core rectangular cross section, the core rectangular cross section and the arc-shaped part are formed by UHPC integral casting, namely the outline of the upper chord member, the lower chord member and the belly member is arc-shaped, various building shapes can be given on the basis that the core cross section meets the requirements, the structural safety and the building requirements are considered, and the aesthetic requirements are met.
Based on the pre-stress fish belly type UHPC roof truss structure, the invention provides a construction method of the pre-stress fish belly type UHPC roof truss structure, which specifically comprises the following steps:
Step S1, manufacturing a prefabricated pedestal matched with the UHPC roof truss in size on site according to a design drawing, paving a bottom die, positioning a bottom die elastic line, blanking and binding a reinforcement cage, positioning and fixing a top embedded part and a support embedded part, and pre-burying and fixing a metal corrugated pipe;
s2, installing side dies, dividing the side dies into a plurality of sections, and determining the installation position of each section of side dies according to a design drawing; then, a web member and a lower chord member side die are sequentially installed by taking the top plane of an upper chord member of the fish-web-shaped roof truss as a side die installation reference plane, and the side die is fixedly connected with a bottom die through an L-shaped metal supporting piece;
S3, assembling and erecting a detachable movable steam curing shed by adopting high-temperature-resistant fireproof tarpaulin and a steel pipe framework according to the size of the on-site prefabricated pedestal; wherein the curing shed framework is assembled and erected by galvanized steel pipes with the wall thickness of phi 25 of 2.5mm, and the erection height is adjustable in a telescopic way; universal wheels are welded on the steel pipes at the bottom of the curing shed and can be disassembled and moved as required; the galvanized steel pipe of the curing shed framework is simultaneously used as a hanging point of a steam transmission pipeline in the curing shed, and two ends of the pipeline are connected with the output end of steam curing equipment; the steam transmission pipelines are drilled at intervals of 20-30cm along the length direction and serve as steam output holes;
S4, UHPC in-situ casting, namely adopting 2 rapid-moving ultra-high-performance concrete mixing buildings to continuously implement the processes of feeding, stirring, unloading, transporting and in-situ casting; UHPC is slowly poured from one end of the roof truss to the other end until pouring of the whole roof truss is completed, and a rubber hammer is adopted to lightly strike a side die during pouring, so that internal bubbles are removed; timely covering a maintenance film after pouring is completed;
S5, after pouring for 24 hours, removing the side mold, lifting the curing film, immediately covering a layer of geotextile, and continuously sprinkling water for curing; after the side mold is removed, mounting and covering the movable steam curing shed, lifting off geotextiles, and starting a steam curing process; arranging a plurality of temperature sensors and humidity sensors on the upper surface of the roof truss, monitoring the temperature and humidity of the part in the steam curing shed in real time, ensuring that the temperature rises to 90+/-5 ℃ at a heating rate of not more than 12 ℃/h, and reducing the temperature to the ambient temperature at a temperature of not more than 15 ℃/h after steam curing for 48 h;
S6, after the strength of the UHPC reaches a design value, finishing the aerial turning of the roof truss by adopting an automobile crane and transferring the roof truss to a temporary storage bearing platform; three H-shaped steel and the roof truss are temporarily fixed through the embedded anchor bolts, so that the out-of-plane stability in the turning process is ensured; then, the prestress steel strands penetrate through the pre-buried metal corrugated pipe, and each steel strand is numbered;
Step S7, setting up temporary supports on the lower chords of the roof truss according to the design drawing; hoisting each roof truss to a roof in sequence by adopting a crane, connecting the roof truss and a roof top beam support to form a whole, connecting an upper chord support tie bar and a lower chord support tie bar between the roof trusses, and simultaneously propping up 3 node sleepers at the center of the lower chord of the roof truss and at two sides of the center so that the roof truss counteracts the dead weight of about 15T;
S8, penetrating the prestress steel strand through the anchor holes at two ends of the roof truss, installing clamping pieces, and tensioning to 100% of a design value; repeating the steps until the prestressed steel strands of all roof trusses are tensioned;
Step S9, welding corresponding steel upright posts at the top surface embedded parts of the upper chords of the UHPC roof truss according to the design drawing to form a 5% slope finding; and then sequentially welding and fixing the purlines with the steel upright posts, installing a glass roof or a stainless steel composite roof on the purlines, and finally removing the temporary support to complete the installation of the prestress fish-bellied UHPC roof truss structure.
The prestressed fish-bellied UHPC roof truss structure is combined by structural design and construction methods, so that the span of the roof truss can reach 40.5m, and the span of the prestressed concrete roof truss in the prior art is greatly improved.
The embodiments of the present invention have been described in detail above, but the present invention is not limited to the described embodiments. It will be apparent to those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention.
Claims (6)
1. The prestress fish belly type UHPC roof truss structure is characterized by comprising a plurality of roof trusses and purlines paved on the roof of the roof trusses and used for supporting roof glass curtain walls, wherein the roof trusses are connected into a whole through supporting tie bars; each roof truss comprises an upper chord member, a lower chord member and a web member, wherein the upper chord member, the lower chord member and the web member all comprise a steel reinforcement framework arranged in the upper chord member, and UHPC which is integrated with the steel reinforcement framework after pouring;
The upper chord is linear, a top surface embedded part is arranged on the top surface of the upper chord corresponding to each node, and the upper chord is connected with the purline through the top surface embedded part; the two ends of the upper chord member are provided with support embedded parts, the two ends of the roof truss are connected with roof beam top supports through the support embedded parts, and the side surfaces of the support embedded parts are provided with anchor holes; the support embedded part comprises a bottom surface steel plate, a side surface steel plate and an end surface steel plate which are connected with the bottom surface steel plate, and a reinforced steel pipe connected with the end surface steel plate, wherein UHPC is filled in the reinforced steel pipe, and the bottom surface steel plate and the roof beam top support are connected into a whole; the side surface of the upper chord member is provided with a plurality of first reserved bolt holes corresponding to the connection positions of the support tie bars, bolts penetrate through the first reserved bolt holes to fix the upper chord connection node plates and the inter-roof-truss connection node plates on the side surface of the upper chord member, and the upper chord connection node plates and the inter-roof-truss connection node plates are respectively fixed with connection end plates;
The lower chord member is arc-shaped, a metal corrugated pipe and a prestress steel strand are arranged in the lower chord member, the prestress steel strand is laid in the metal corrugated pipe, and two ends of the prestress steel strand penetrate through the anchor holes and are tensioned and locked; the side surface of the lower chord member is provided with a plurality of second reserved bolt holes corresponding to the connection positions of the support tie bars, and bolts penetrate through the second reserved bolt holes to fix the lower chord connection gusset plate to the lower chord member;
The support tie bars comprise an upper chord support tie bar and a lower chord support tie bar, wherein the upper chord support tie bar is used for connecting upper chords of two adjacent roof trusses, the upper chord support tie bar comprises a main support horizontal tie bar which is perpendicular to the roof trusses and is used for connecting the two adjacent roof trusses, and a horizontal oblique support tie bar which is arranged between the two adjacent roof trusses from head to tail, the main support horizontal tie bar is fixedly connected with a connecting end plate corresponding to an upper chord connecting node plate, the horizontal oblique support tie bar is fixedly connected with the connecting end plate corresponding to the connecting node plate between the roof trusses, and a main support horizontal tie bar is arranged on the side surface of the upper chord at intervals of two node distances, and the horizontal oblique support tie bars are Z-shaped;
the lower chord support tie bars are used for connecting lower chords of two adjacent roof trusses and distributed on two sides of a central node of each lower chord, and are fixedly connected with a lower chord connecting node plate;
The span of the prestress fish belly type UHPC roof truss structure can reach 40.5m;
The construction method of the prestress fish belly type UHPC roof truss structure comprises the following steps:
Step S1, manufacturing a prefabricated pedestal matched with the UHPC roof truss in size on site according to a design drawing, paving a bottom die, positioning a bottom die elastic line, blanking and binding a reinforcement cage, positioning and fixing a top embedded part and a support embedded part, and pre-burying and fixing a metal corrugated pipe;
s2, installing side dies, dividing the side dies into a plurality of sections, and determining the installation position of each section of side dies according to a design drawing; then, a web member and a lower chord member side die are sequentially installed by taking the top plane of an upper chord member of the fish-web-shaped roof truss as a side die installation reference plane, and the side die is fixedly connected with a bottom die through an L-shaped metal supporting piece;
S3, assembling and erecting a detachable movable steam curing shed by adopting high-temperature-resistant fireproof tarpaulin and a steel pipe framework according to the size of the on-site prefabricated pedestal; wherein the curing shed framework is assembled and erected by galvanized steel pipes with the wall thickness of phi 25 of 2.5mm, and the erection height is adjustable in a telescopic way; universal wheels are welded on the steel pipes at the bottom of the curing shed and can be disassembled and moved as required; the galvanized steel pipe of the curing shed framework is simultaneously used as a hanging point of a steam transmission pipeline in the curing shed, and two ends of the pipeline are connected with the output end of steam curing equipment; the steam transmission pipelines are drilled at intervals of 20-30cm along the length direction and serve as steam output holes;
S4, UHPC in-situ casting, namely adopting 2 rapid-moving ultra-high-performance concrete mixing buildings to continuously implement the processes of feeding, stirring, unloading, transporting and in-situ casting; UHPC is slowly poured from one end of the roof truss to the other end until pouring of the whole roof truss is completed, and a rubber hammer is adopted to lightly strike a side die during pouring, so that internal bubbles are removed; timely covering a maintenance film after pouring is completed;
s5, after pouring for 24 hours, removing the side mold, lifting the curing film, immediately covering a layer of geotextile, and continuously sprinkling water for curing; after the side mold is removed, mounting and covering the movable steam curing shed, lifting off geotextiles, and starting a steam curing process; arranging a plurality of temperature sensors and humidity sensors on the upper surface of the roof truss, monitoring the internal temperature and humidity of the steam curing shed in real time, ensuring that the temperature rises to 90+/-5 ℃ at a heating rate of not more than 12 ℃/h, and reducing the temperature to the ambient temperature at a temperature of not more than 15 ℃/h after steam curing for 48 h;
S6, after the strength of the UHPC reaches a design value, finishing the aerial turning of the roof truss by adopting an automobile crane and transferring the roof truss to a temporary storage bearing platform; three H-shaped steel and the roof truss are temporarily fixed through the embedded anchor bolts, so that the out-of-plane stability in the turning process is ensured; then, the prestress steel strands penetrate through the pre-buried metal corrugated pipe, and each steel strand is numbered;
Step S7, setting up temporary supports on the lower chords of the roof truss according to the design drawing; hoisting each roof truss to a roof in sequence by adopting a crane, connecting the roof truss and a roof top beam support to form a whole, connecting an upper chord support tie bar and a lower chord support tie bar between the roof trusses, and simultaneously propping up 3 node sleepers at the center of the lower chord of the roof truss and at two sides of the center so that the roof truss counteracts the dead weight of 15T;
S8, penetrating the prestress steel strand through the anchor holes at two ends of the roof truss, installing clamping pieces, and tensioning to 100% of a design value; repeating the steps until the prestressed steel strands of all roof trusses are tensioned;
step S9, welding corresponding steel upright posts at the top surface embedded parts of the upper chords of the UHPC roof truss according to the design drawing to form a 5% slope finding; and then sequentially welding and fixing the purlines with the steel upright posts, installing a glass roof or a stainless steel composite roof on the purlines, and finally removing the temporary support to complete the installation of the prestress fish-bellied UHPC roof truss structure.
2. The prestressed fish belly type UHPC roof truss structure of claim 1, wherein two bundles of prestressed steel strands are arranged in the lower chord member, the number of corresponding metal corrugated pipes is two, and each bundle of prestressed steel strands consists of 4 steel strands with the diameter of 1 multiplied by 7 phi s 15.2.2 mm.
3. The pre-stressed fish belly type UHPC roof truss structure of claim 1, wherein the top surface embedment includes a top surface embedment steel plate and perforated plug welded steel bars, the top surface embedment steel plate being connected with purlins.
4. A prestressed fish belly type UHPC roof truss structure according to claim 3, wherein steel columns are welded on the top surface embedded parts, the purlines are welded and fixed with the steel columns, and the purlines form a 5% slope finding.
5. The prestressed fish belly type UHPC roof truss structure of claim 1 wherein the lower chord connection node plate is connected with a lower chord hanging node plate, the lower chord hanging node plate being connected with a hung object through a high strength bolt.
6. The pre-stressed fish belly type UHPC roof truss structure of claim 1, wherein the cross-sectional structure of the upper chord, lower chord and web includes a core rectangular cross-section and an arcuate portion formed outside the core rectangular cross-section, the core rectangular cross-section and arcuate portion being integrally cast of UHPC.
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| CN105064200A (en) * | 2015-07-29 | 2015-11-18 | 广西交通科学研究院 | Prestressed ferroconcrete combined simply-supported beam bridge with preprocessed assembled fish-bellied truss frame and construction method of prestressed ferroconcrete combined simply-supported beam bridge |
| CN215670522U (en) * | 2021-07-28 | 2022-01-28 | 中国建筑一局(集团)有限公司 | Large-span rubbish pond roofing steel construction installation construction node |
| CN219080066U (en) * | 2022-05-26 | 2023-05-26 | 广州市交通设计研究院有限公司 | UHPC chord member-steel web member pedestrian truss bridge node structure |
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| GB1110259A (en) * | 1965-10-14 | 1968-04-18 | Sicit Societa Ind Commerciale | Improvements in or relating to roof and ceiling structures |
| CN201433490Y (en) * | 2009-07-09 | 2010-03-31 | 贵州大学 | A rectangular plane super-long-span prestressed space tube truss roof |
| CN210562915U (en) * | 2019-06-06 | 2020-05-19 | 中国能源建设集团广东省电力设计研究院有限公司 | Factory building roof structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105064200A (en) * | 2015-07-29 | 2015-11-18 | 广西交通科学研究院 | Prestressed ferroconcrete combined simply-supported beam bridge with preprocessed assembled fish-bellied truss frame and construction method of prestressed ferroconcrete combined simply-supported beam bridge |
| CN215670522U (en) * | 2021-07-28 | 2022-01-28 | 中国建筑一局(集团)有限公司 | Large-span rubbish pond roofing steel construction installation construction node |
| CN219080066U (en) * | 2022-05-26 | 2023-05-26 | 广州市交通设计研究院有限公司 | UHPC chord member-steel web member pedestrian truss bridge node structure |
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