CN110396918B - Assembled hollow pier system equivalent to cast-in-situ and construction method thereof - Google Patents
Assembled hollow pier system equivalent to cast-in-situ and construction method thereof Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 40
- 238000011065 in-situ storage Methods 0.000 title claims description 25
- 239000004567 concrete Substances 0.000 claims abstract description 30
- 239000000835 fiber Substances 0.000 claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 59
- 239000010959 steel Substances 0.000 claims description 59
- 239000000463 material Substances 0.000 claims description 20
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 17
- 238000003466 welding Methods 0.000 claims description 16
- 239000002184 metal Substances 0.000 claims description 10
- 229910001285 shape-memory alloy Inorganic materials 0.000 claims description 10
- 239000011150 reinforced concrete Substances 0.000 claims description 8
- 229910052602 gypsum Inorganic materials 0.000 claims description 7
- 239000010440 gypsum Substances 0.000 claims description 7
- 239000007787 solid Substances 0.000 claims description 6
- 239000003822 epoxy resin Substances 0.000 claims description 5
- 239000003292 glue Substances 0.000 claims description 5
- 229920000647 polyepoxide Polymers 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 210000001503 joint Anatomy 0.000 description 14
- 230000008901 benefit Effects 0.000 description 9
- 239000004033 plastic Substances 0.000 description 9
- 238000013461 design Methods 0.000 description 7
- 230000006399 behavior Effects 0.000 description 4
- 239000011210 fiber-reinforced concrete Substances 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
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- 230000002787 reinforcement Effects 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000010923 batch production Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000000470 constituent Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
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- 238000005265 energy consumption Methods 0.000 description 1
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- 230000003628 erosive effect Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 229920006253 high performance fiber Polymers 0.000 description 1
- 239000004574 high-performance concrete Substances 0.000 description 1
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- 238000003908 quality control method Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
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Abstract
The prefabricated pier body sections comprise prefabricated pier bottom sections, prefabricated pier middle sections and prefabricated pier top sections which are prefabricated with pier caps integrally, and are used for prefabricated guide blocks assembled by adjacent prefabricated pier body sections; the construction method comprises the steps of firstly hoisting the prefabricated bearing platform in place, then adopting ultra-tough fiber concrete (UTFC) grouting pipeline connection to connect the prefabricated pier bottom sections and the prefabricated bearing platform as a whole, and then adopting ultra-tough fiber concrete (UTFC) wet joint connection to finish the connection between adjacent prefabricated pier body sections in sequence, and finally splicing the prefabricated pier body sections into the whole.
Description
Technical Field
The invention relates to the field of assembled piers, in particular to an equivalent cast-in-situ assembled hollow pier system and a construction method thereof.
Background
The prefabricated bridge construction technology has the advantages of short construction period, small influence on traffic, batch production of prefabricated parts, easy quality control and the like, is widely applied to bridge engineering construction, and becomes a main development trend of the bridge engineering construction. However, the seismic performance of the assembled pier is not completely clear, and the application of the assembled pier in the bridge engineering in the middle and high-intensity earthquake areas is greatly limited. The main reason is that in the current ductile anti-seismic design of the bridge, the bridge pier is usually used as a ductile member in the bridge structure, the seismic energy is dissipated by developing a plastic hinge so as to protect the rest members of the bridge, the plastic hinge behavior is also a typical characteristic of the traditional integral cast-in-situ reinforced concrete ductile bridge pier under the action of seismic load, and the connection of the prefabricated members in most of the current assembled bridge pier systems can influence the formation of the plastic hinge of the bridge pier so as to influence the anti-seismic performance of the whole bridge structure, and the factors cause that the assembled bridge pier technology is difficult to be widely popularized and applied in medium-high intensity seismic areas at present.
At present, research and development of an assembled pier system are mainly characterized in that a pier is vertically divided into a plurality of precast pier body sections, the precast pier body sections are vertically assembled into a whole pier by applying prestress through prestress ribs, the prestress assembled pier system is more applied to bridge projects in non-earthquake-proof fortification areas and low-intensity earthquake areas, but for bridge projects in medium-high-intensity earthquake areas, stress concentration phenomena are easily generated at joints of a bearing platform and the pier and joints of the precast pier body sections under the action of earthquake load, and the problems of poor energy consumption performance, prestress loss, obvious difference between stress characteristics and traditional integral cast-in-situ piers, increased construction difficulty and engineering cost and the like exist, and related research results are difficult to popularize and use in bridge projects in medium-high-intensity earthquake areas at present. In addition, the selection of the pier type at the current stage is gradually transited from the original gravity type pier to the light type pier, the connection treatment between the prefabricated pier body sections in the assembled hollow pier is a key problem in design, and the connection structure is designed properly or not, so that the whole stress performance of the pier, the construction period and the site construction safety are directly influenced.
The current assembly type pier applicable to the earthquake area is an equivalent cast-in-situ assembly type pier system, namely an assembly type pier system with stress characteristics, earthquake resistance and expected plastic hinging behavior similar to those of the traditional integral cast-in-situ reinforced concrete pier. Research proves that grouting pipeline connection and wet joint connection are economical and effective connection modes applied to assembled piers, but the two connection types have the problems that the plastic hinging behavior of the piers is possibly affected due to the large connection length. Therefore, developing an equivalent cast-in-place fabricated pier system that is cost-effective and quick and feasible to construct remains a technical difficulty in applying current fabricated pier construction techniques to seismic area bridge engineering.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides an equivalent cast-in-situ assembled hollow pier system and a construction method thereof, which adopt ultra-tough fiber concrete (UTFC) grouting pipeline connection and ultra-tough fiber concrete (UTFC) wet joint connection to respectively finish the connection between a prefabricated pier bottom section and a prefabricated bearing platform and between adjacent prefabricated pier body sections, can effectively reduce the connection length required by the grouting pipeline connection and the wet joint connection and improve the mechanical property of joints, and combines reasonable structural design to ensure that the assembled hollow pier system achieves equivalent cast-in-situ performance level in the aspects of stress property and earthquake resistance, and has the advantages of good integrity, good earthquake resistance, high rigidity, high toughness, good durability, practical construction and the like.
In order to achieve the above object, the technical scheme of the present invention is as follows:
the utility model provides an equivalent cast-in-place assembled hollow pier system, includes the prefabricated cushion cap 1 that sets up at the foundation soil layer, and prefabricated cushion cap 1 top is provided with the pier, and the pier is assembled by each prefabricated pier shaft section 5 and is formed, and each prefabricated pier shaft section 5 includes prefabricated pier bottom section 16, prefabricated pier middle section 14 and with the prefabricated pier top section 7 of pier cap 6 whole prefabrication.
The prefabricated bearing platform 1 and each prefabricated pier body section 5 are prefabricated by common reinforced concrete materials, and longitudinal steel bars 12 and transverse stirrups 13 are arranged in the prefabricated bearing platform; the metal corrugated pipe 2 is embedded in the prefabricated bearing platform 1, and the groove 3 is formed in the top surface of the prefabricated bearing platform; each prefabricated pier body section 5 is of a hollow rectangular section, and is provided with longitudinal connecting steel bars 18 and supporting tooth blocks 15 at two ends or one end.
The inner screw threads with the large diameter and the bolts 8 are pre-embedded in the support tooth blocks 15 at the bottom ends of the prefabricated pier middle section 14 and the prefabricated pier top section 7, and the shear nails 11 and the steel plates 9 are arranged on the support tooth blocks 15 at the top ends of the prefabricated pier bottom section 16 and the prefabricated pier middle section 14.
The prefabricated pile cap 1 and the prefabricated pier bottom sections 16 are connected by adopting UTFC grouting pipelines, and the adjacent prefabricated pier body sections 5 are connected by adopting ultra-tough fiber concrete UTFC wet joints; the pier inner cavity at the joint of the UTFC wet joint is provided with prefabricated guide blocks 19 for splicing the prefabricated pier body sections and transverse supporting steel bars 20 for supporting the prefabricated guide blocks 19, the prefabricated guide blocks 19 are prefabricated by gypsum materials, and the section form can be hollow or solid.
The longitudinal connecting reinforcing steel bars 18 between the adjacent prefabricated pier body sections 5 in the UTFC wet joint connection are subjected to lap joint, welding, mechanical connection or memory alloy connection treatment, and the set length L of the UTFC wet joint connection is calculated and determined according to the following formula:
wherein:
d is the diameter of the longitudinal connecting steel bars 18;
f s taking f for the strength of the longitudinal connecting steel bars 18 s ＝max(1.5f y ,f u ) Wherein f y For the yield strength, f of the longitudinal tie 18 u Ultimate strength for the longitudinal tie bar 18;
f UTFC the compressive strength is measured for the ultra-tough fiber concrete UTFC material 28 d;
alpha is the diameter size influence coefficient of the longitudinal connecting steel bar 18, when d=12 mm, alpha=1.0, when d=32 mm, alpha=1.2, and when d is between 12 and 32mm, the value of alpha is determined by linear interpolation;
c is the connection treatment influence coefficient of the longitudinal connection reinforcing steel bars 18, and when the longitudinal connection reinforcing steel bars are subjected to lap joint, welding, mechanical connection and memory alloy connection treatment, c is respectively 1.0, 0.5, 0.65 and 0.87;
the longitudinal connecting steel bars 18 in the UTFC grouting pipeline connection are provided with longitudinal bar stripping sections 17 with the length of 4 d.
The construction method of the assembled hollow pier system based on the equivalent cast-in-situ comprises the following steps:
step one: hoisting the prefabricated bearing platform 1 in place, pre-assembling the prefabricated pier bottom section 16 and the prefabricated bearing platform 1, then pouring UTFC4 into the pre-buried metal corrugated pipe 2 and the groove 3, hoisting the prefabricated pier bottom section 16 to a preset position, fixing the prefabricated pier bottom section 16 and the prefabricated bearing platform 1 through a bracket, and completing assembly;
step two: hoisting a prefabricated guide block 19 to a transverse supporting steel bar 20 of a prefabricated pier bottom section 16, hoisting an adjacent prefabricated pier middle section 14 to above the prefabricated pier bottom section 16, finishing adjustment of the assembling position and verticality of the prefabricated pier middle section 14 through the prefabricated guide block 19, a supporting tooth block 15, a coarse-diameter internal thread and a bolt 8, performing spot welding on the bolt and a steel plate 9 to preliminarily fix the prefabricated pier middle section, and filling and sealing a gap between the prefabricated guide block 19 and the inner wall of a connected prefabricated pier body section 5 by epoxy resin glue 24 to enable the prefabricated guide block 19 to be used as an inner mold of a UTFC wet joint;
step three: the longitudinal connecting reinforcing steel bars 18 of the prefabricated pier bottom sections 16 and the adjacent prefabricated pier middle sections 14 are subjected to lap joint, welding, mechanical connection or memory alloy connection treatment, then the transverse stirrups 13 are bound and the outer templates 21 are supported, UTFC4 is poured through the grouting openings 22 until the UTFC4 emerges from the grouting openings 23, vibrating and curing are carried out, and UTFC wet joint connection pouring is completed, so that the prefabricated pier bottom sections 16 and the adjacent prefabricated pier middle sections 14 are assembled;
step four: and (3) repeating the second step and the third step in sequence to complete the assembly between the other adjacent prefabricated pier body sections, and finally completing the construction of the whole pier.
The invention utilizes the characteristic that the strength of the UTFC material is far higher than that of common concrete and conventional grouting materials, and effectively reduces the connection length required by UTFC grouting pipeline connection and UTFC wet joint connection by reducing the anchoring length required by longitudinal connection of reinforcing steel bars; the longitudinal rib stripping section with the length of 4d is arranged on the longitudinal connecting steel bar in the UTFC grouting pipeline connection, so that stress concentration of the longitudinal rib connecting steel bar at the splicing surface between the prefabricated bearing platform and the prefabricated pier bottom section can be effectively avoided, fatigue damage of the longitudinal rib connecting steel bar under the action of reciprocating load is prevented, deformation of the longitudinal connecting steel bar is expanded to a larger length range, a plastic hinge area of the pier bottom is further expanded, the plastic hinge concentrated damage degree is slowed down, and the ductility of the assembled pier system is improved; the shear force transmission at the joint surface between the prefabricated pier bottom section and the prefabricated bearing platform is enhanced by designing a shallow groove on the top surface of the prefabricated bearing platform; the supporting tooth blocks at one end or two ends of each prefabricated pier body section avoid that the contact surfaces of the post-cast UTFC wet joint connection and the prefabricated pier body sections are completely in the same plane, the shearing force transmission of the UTFC wet joint connection can be cooperated, and the perpendicularity of the prefabricated pier body sections can be finely adjusted when the prefabricated pier body sections are assembled by rotating the thick-diameter bolts pre-buried in the supporting tooth blocks at the bottom ends of the prefabricated pier body sections, so that the perpendicularity meets the design requirement; the arrangement of the prefabricated guide blocks of the gypsum material not only serves as the guide blocks when the prefabricated pier body sections are assembled, but also serves as the inner mold when the UTFC wet joint is poured, and the lower strength of the gypsum material prevents the prefabricated guide blocks from influencing the whole stress performance of the pier; the UTFC grouted pipe connection at the pier bottom is a ductile connection designed to yield in a ductile manner under high levels of seismic forces, yet a potential plastic hinge region near the pier bottom; the UTFC wet joint connection between prefabricated pier body segments is a strong connection that is protected to remain elastic when the pier bottom yields under high levels of seismic forces; the structural design of each detail ensures that each mechanical property and the earthquake-resistant performance of the assembled hollow pier system provided by the invention are similar to those of the traditional integral cast-in-situ reinforced concrete pier, namely, the equivalent cast-in-situ performance level is achieved, the UTFC grouting pipeline connection and the UTFC wet joint connection are both completed by adopting a grouting process, the construction is convenient and feasible, and the superior mechanical property of the UTFC ensures the stability of the connection performance; by utilizing the construction method of prefabrication and assembly, the construction efficiency is greatly improved, the construction period is shortened, the economic benefit is good, and manpower and material resources are saved to a great extent. The invention has great practical value and good economic benefit, and especially has wide application prospect in the technical field of pier construction.
Drawings
Fig. 1 is a schematic view of an equivalent cast-in-situ fabricated hollow pier construction of the present invention.
Fig. 2 is a layout of the segments in the precast pier and the bottom end support tooth blocks of the precast pier top segments of the present invention.
Fig. 3 is a schematic view of the reinforcement of each prefabricated pier body segment 5 according to the present invention.
FIG. 4 is a schematic view of the construction of the prefabricated pier bottom segment 16 according to the present invention.
Fig. 5 is a schematic view of the construction of the segment 14 of the precast pier according to the present invention.
Fig. 6 is a schematic view of the UTFC wet joint connection preform guide block 19 and outer form 21 arrangement of the present invention.
Fig. 7 is a top view of the UTFC wet joint preform guide block 19 and outer form 21 of the present invention.
Fig. 8 is a schematic view of the construction of the UTFC wet-seam connecting longitudinal tie bar 18 of the present invention using lap joints.
Fig. 9 is a schematic view showing a construction of the UTFC wet-seam connecting longitudinal connecting bars 18 of the present invention using welding.
Fig. 10 is a schematic view of the construction of the UTFC wet-seam connection longitudinal tie bar 18 of the present invention using mechanical connection.
Fig. 11 is a schematic view showing the construction of the UTFC wet-seam connecting longitudinal connecting bars 18 of the present invention using a memory alloy.
Wherein: 1. prefabricating a bearing platform; 2. a metal bellows; 3. a groove; 4. UTFC; 5. each prefabricated pier body segment; 6. pier caps; 7. prefabricating pier top sections; 8. a thick diameter internal thread and a bolt; 9. a steel plate; 10. the longitudinal connecting steel bars are mechanically connected; 11. shear nails; 12. longitudinal steel bars; 13. transverse stirrups; 14. prefabricating segments in piers; 15. supporting the tooth block; 16. prefabricating pier bottom sections; 17. a longitudinal rib stripping section; 18. longitudinally connecting the steel bars; 19. prefabricating a guide block; 20. transverse supporting steel bars; 21. an outer template; 22. a grouting port; 23. a slurry outlet; 24. epoxy resin glue; 25. longitudinally connecting the steel bars for lap joint; 26. welding longitudinal connecting steel bars; 27. and the longitudinal connecting steel bars are connected by memory alloy.
Detailed Description
Example 1
As shown in fig. 1, an equivalent cast-in-situ fabricated hollow pier system comprises a prefabricated bearing platform 1, wherein a metal corrugated pipe 2 is pre-buried in the prefabricated bearing platform 1, a groove 3 is formed in the top surface of the prefabricated bearing platform 1, each prefabricated pier body section 5 is arranged above the prefabricated bearing platform 1, and each prefabricated pier body section 5 comprises a prefabricated pier bottom section 16, a prefabricated pier middle section 14 and a prefabricated pier top section 7 integrally prefabricated with a pier cap 6;
as shown in fig. 2 and 3, the prefabricated bearing platform 1 and each prefabricated pier body section 5 are prefabricated by common reinforced concrete materials, longitudinal steel bars 12 and transverse stirrups 13 are arranged in the prefabricated bearing platform and each prefabricated pier body section 5 is of a hollow rectangular section;
as shown in fig. 4 and 5, two ends or one end of each prefabricated pier body section 5 are provided with longitudinal connecting steel bars 18 and supporting tooth blocks 15, the supporting tooth blocks 15 at the bottom ends of the prefabricated pier middle section 14 and the prefabricated pier top section 7 are pre-embedded with thick-diameter internal threads and bolts 8, and the supporting tooth blocks 15 at the top ends of the prefabricated pier bottom section 16 and the prefabricated pier middle section 14 are provided with shear nails 11 and steel plates 9;
as shown in fig. 6 and 7, the pier cavity at the joint of the wet joint of the UTFC is provided with prefabricated guide blocks 19 for assembling each prefabricated pier body section and transverse supporting steel bars 20 for supporting the prefabricated guide blocks 19, the prefabricated guide blocks 19 are prefabricated by gypsum materials, the section form can be hollow or solid, and the embodiment is selected as solid section;
when the longitudinal connecting steel bars at the joints of the UTFC wet joints are mechanically connected, the set length L of the UTFC wet joints is calculated and determined according to the following steps:
wherein:
d is the diameter of the longitudinal connecting steel bar;
f s taking f for longitudinal connection of the strength of the reinforcing steel bars s ＝max(1.5f y ,f u ) Wherein f y For the yield strength of the longitudinal connecting reinforcing steel bars, f u The ultimate strength of the longitudinal connecting steel bars is that of the longitudinal connecting steel bars;
f UTFC the compressive strength is measured for ultra-tough fiber concrete (UTFC) material 28 d;
alpha is the influence coefficient of the diameter of the longitudinal connecting steel bar, when d=12 mm, alpha=1.0, when d=32 mm, alpha=1.2, and when d is between 12 and 32mm, the value of alpha is determined by linear interpolation;
c is the influence coefficient of the connection treatment of the longitudinal connection reinforcing steel bars, and when the longitudinal connection reinforcing steel bars are subjected to the mechanical connection treatment, referring to fig. 10, 0.65 is taken;
the construction steps of the equivalent cast-in-situ fabricated hollow pier system in the embodiment are as follows:
step one: hoisting the prefabricated bearing platform 1 in place, hoisting the prefabricated pier bottom section 16 and the prefabricated bearing platform for pre-assembling, then pouring UTFC4 into the pre-buried metal corrugated pipe 3 and the groove 3, hoisting the prefabricated pier bottom section 16 to a preset position and fixing the prefabricated pier bottom section 16 and the prefabricated bearing platform 1 through a bracket, and completing assembling;
step two: hoisting a prefabricated guide block 19 to a transverse supporting steel bar 20 of a prefabricated pier bottom section 16, hoisting an adjacent prefabricated pier middle section 14 to above the prefabricated pier bottom section 16, finishing adjustment of the assembling position and verticality of the prefabricated pier middle section 14 through bolts in the prefabricated guide block 19, a supporting tooth block 15 and a rotation 8, initially fixing the prefabricated pier middle section 14 through spot welding of a coarse-diameter internal thread, the bolts in the bolts 8 and a steel plate 9, and filling and sealing gaps between the prefabricated guide block 19 and the inner wall of a connected prefabricated pier body section 5 by epoxy resin glue 24 to enable the prefabricated guide block 19 to serve as an inner mold of a UTFC wet joint;
step three: performing longitudinal connection 10 treatment on longitudinal connection reinforcing steel bars 18 of the prefabricated pier bottom section 16 and the adjacent prefabricated pier middle section 14, referring to fig. 10, binding transverse stirrups 13, supporting an outer template 21, pouring UTFC4 through a grouting opening 22 until the UTFC4 emerges from a grouting opening 23, vibrating and curing, and completing the pouring of the UTFC wet joint connection, so that the prefabricated pier bottom section 16 and the adjacent prefabricated pier middle section 14 are assembled;
step four: and (3) repeating the second step and the third step in sequence to complete the assembly between the other adjacent prefabricated pier body sections 5, and finally completing the construction of the whole pier.
Example two
As shown in fig. 1 and 8, an equivalent cast-in-situ assembled hollow pier system comprises a prefabricated bearing platform 1, wherein a metal corrugated pipe 2 is pre-embedded in the prefabricated bearing platform 1, a groove 3 is arranged on the top surface of the prefabricated bearing platform 1, each prefabricated pier body section 5 is arranged above the prefabricated bearing platform 1, and each prefabricated pier body section 5 comprises a prefabricated pier bottom section 16, a prefabricated pier middle section 14 and a prefabricated pier top section 7 integrally prefabricated with a pier cap 6;
as shown in fig. 2 and 3, the prefabricated bearing platform 1 and each prefabricated pier body section 5 are prefabricated by common reinforced concrete materials, longitudinal steel bars 12 and transverse stirrups 13 are arranged in the prefabricated bearing platform and each prefabricated pier body section 5 is of a hollow rectangular section;
as shown in fig. 4 and 5, two ends or one end of each prefabricated pier body section 5 are provided with longitudinal connecting steel bars 18 and supporting tooth blocks 15, the supporting tooth blocks 15 at the bottom ends of the prefabricated pier middle section 14 and the prefabricated pier top section 7 are pre-embedded with thick-diameter internal threads and bolts 8, and the supporting tooth blocks 15 at the top ends of the prefabricated pier bottom section 16 and the prefabricated pier middle section 14 are provided with shear nails 11 and steel plates 9;
as shown in fig. 6 and 7, the pier cavity at the joint of the wet joint of the UTFC is provided with prefabricated guide blocks 19 for assembling each prefabricated pier body section and transverse supporting steel bars 20 for supporting the prefabricated guide blocks 19, the prefabricated guide blocks 19 are prefabricated by gypsum materials, the section form can be hollow or solid, and the embodiment is selected as solid section;
when the longitudinal connecting steel bars at the joints of the UTFC wet joints are subjected to lap joint treatment, the set length L of the UTFC wet joints is calculated and determined according to the following formula:
wherein:
d is the diameter of the longitudinal connecting steel bar;
f s taking f for longitudinal connection of the strength of the reinforcing steel bars s ＝max(1.5f y ,f u ) Wherein f y In order to longitudinally connect the yield strength of the reinforcing bars,
f u the ultimate strength of the longitudinal connecting steel bars is that of the longitudinal connecting steel bars;
f UTFC the compressive strength is measured for ultra-tough fiber concrete (UTFC) material 28 d;
alpha is the influence coefficient of the diameter of the longitudinal connecting steel bar, when d=12 mm, alpha=1.0, when d=32 mm, alpha=1.2, and when d is between 12 and 32mm, the value of alpha is determined by linear interpolation;
c is the influence coefficient of the connection treatment of the longitudinal connection reinforcing steel bars, and when the longitudinal connection reinforcing steel bars are subjected to lap joint treatment, 1.0 is taken by referring to fig. 8;
the construction steps of the equivalent cast-in-situ fabricated hollow pier system in the embodiment are as follows:
step one: hoisting the prefabricated bearing platform 1 in place, hoisting the prefabricated pier bottom section 16 and the prefabricated bearing platform for pre-assembling, then pouring UTFC4 into the pre-buried metal corrugated pipe 2 and the groove 3, hoisting the prefabricated pier bottom section 16 to a preset position and fixing the prefabricated pier bottom section 16 and the prefabricated bearing platform 1 through a bracket, and completing assembling;
step two: hoisting the prefabricated guide blocks 19 to the transverse supporting steel bars 20 of the prefabricated pier bottom sections 16, hoisting the adjacent prefabricated pier middle sections 14 to above the prefabricated pier bottom sections 16, finishing adjustment of the assembling positions and verticality of the prefabricated pier middle sections 14 through the prefabricated guide blocks 19, the supporting tooth blocks 15 and the bolts in the rotating large-diameter internal threads and the bolts 8, initially fixing the prefabricated pier middle sections 14 through spot welding the large-diameter internal threads, the bolts in the bolts 8 and the steel plates 9, and filling and sealing gaps between the prefabricated guide blocks 19 and the inner walls of the connected prefabricated pier body sections 5 by epoxy resin glue 24, so that the prefabricated guide blocks 19 serve as inner molds of UTFC wet joint joints;
step three: performing longitudinal connecting reinforcement lap joint 25 treatment on longitudinal connecting reinforcements 18 of the prefabricated pier bottom section 16 and the adjacent prefabricated pier middle section 14, referring to fig. 8, binding transverse stirrups 13, supporting an outer template 21, pouring UTFC4 through a grouting opening 22 until the UTFC4 emerges from a grouting opening 23, vibrating and curing, and completing the UTFC wet joint connection pouring, so that the prefabricated pier bottom section 16 and the adjacent prefabricated pier middle section 14 are assembled;
step four: and (3) repeating the second step and the third step in sequence to complete the assembly between the other adjacent prefabricated pier body sections 5, and finally completing the construction of the whole pier.
Referring to fig. 8, 9, 10 and 11, the longitudinal connecting bars 18 of the prefabricated pier bottom section 16 and the adjacent prefabricated pier middle section 14 may be subjected to the mechanical connecting treatment of the first embodiment and the longitudinal connecting bar lapping 25 treatment of the second embodiment, and may be subjected to the longitudinal connecting bar welding 26 treatment or the longitudinal connecting bar memory alloy connecting 27 treatment, and referring to fig. 9, a schematic structural diagram of the UTFC wet joint connecting longitudinal connecting bars 18 adopting welding according to the present invention is shown; fig. 11 is a schematic view showing the construction of the UTFC wet-seam connecting longitudinal connecting bars 18 of the present invention using a memory alloy.
Principles and advantages of the present invention:
the equivalent cast-in-situ assembled hollow pier system and the construction method thereof provided by the invention utilize the advantages of high compressive strength, excellent mechanical properties and good bonding property with reinforcing steel bars of super-tough fiber concrete (UTFC) materials, effectively shorten the required length of a spliced seam, eliminate the defects of complex connection structure of reinforcing steel bars, insufficient concrete strength, poor mechanical properties of joints and the like at the spliced position among all prefabricated sections in the assembled pier technology, lead the connection structure of the assembled hollow pier to be simpler through structural design, be convenient and feasible in construction, improve the construction efficiency of the pier, ensure that the mechanical properties, the shock resistance and the plastic hinge behavior of the assembled hollow pier system provided by the invention are similar to those of the traditional integral cast-in-situ reinforced concrete pier, and finally achieve the equivalent cast-in-situ performance level.
Super-tough fiber concrete (UTFC) is a proprietary name in the art, and in the present invention, it generally refers to cement-based concrete using millimeter-sized particles (aggregate) and adding steel fibers, which is another type of concrete material having more excellent mechanical properties than ordinary concrete, high-performance concrete, such as reactive powder concrete, super-high-performance fiber reinforced concrete, grouting fiber concrete, compact reinforced composite material, etc., but is preferably super-high-performance steel fiber reinforced concrete or grouting fiber concrete.
Compared with the prior art, the super-toughness fiber reinforced concrete UTFC is arranged at the joint of the hollow pier, and the steel bars in the super-toughness fiber reinforced concrete UTFC are connected in a lap joint, welding or mechanical mode, so that the structural form and the working state of the prefabricated assembled hollow pier are obviously changed, and the technical scheme of the invention has the following obvious advantages:
firstly, the super-toughness fiber concrete connecting hollow pier structure is stressed together, and the indexes of stress, deformation and the like of the super-toughness fiber concrete UTFC can meet the working requirements of the cast-in-situ hollow pier structure;
secondly, the ultra-tough fiber concrete UTFC of the invention increases the rigidity of the pier, ensures the bonding performance of the connecting section and the pier body section, and improves the cracking resistance and durability of the connecting section.
In addition, the super-toughness fiber concrete UTFC in the technical scheme of the invention adopts the proportion suitable for connecting hollow piers, and the particles with different particle diameters of the constituent materials form the closest packing in the optimal proportion, so that the construction operation is easy, the compactness can be ensured, and the earthquake resistance of the piers and the erosion resistance and durability under severe environmental conditions are improved.
The connecting section can enable the peak value and the ductility of the connected hollow pier skeleton curve to reach or be superior to the performance of the cast-in-situ pier column through the values of different wall thicknesses and heights of the super-toughness fiber concrete layer. In conclusion, the super-toughness fiber concrete provided by the invention has the advantages of high structural rigidity, good interlayer adhesion, good durability, good fatigue resistance and the like when being used as a wet seam of a prefabricated assembly hollow pier, has great practical value and good economic benefit, and has wide application prospect especially in the field of prefabricated assembly of the hollow pier. The gypsum guide blocks are placed on the lower sections of the prefabricated hollow bridge piers, the upper sections and the lower sections of the hollow bridge piers are in butt joint through the supporting tooth blocks, and the stressed longitudinal ribs of the upper sections and the lower sections of the pier body are in lap joint, welding or mechanical connection; installing a template, pouring super-toughness fiber concrete, and compacting by adopting a vibration platform after finishing; curing the poured super-toughness fiber concrete, and removing the formwork after the mechanical index of the concrete reaches the design requirement to complete the whole construction.
Claims (3)
1. An equivalent cast-in-situ assembled hollow pier system, which is characterized in that: the pier comprises a prefabricated bearing platform (1), wherein a pier is connected above the prefabricated bearing platform (1), the pier is formed by splicing prefabricated pier body sections (5), and each prefabricated pier body section (5) comprises a prefabricated pier bottom section (16), a prefabricated pier middle section (14) and a prefabricated pier top section (7) integrally prefabricated with a pier cap (6);
the prefabricated pile cap (1) and each prefabricated pier body section (5) are made of common reinforced concrete materials in a prefabricated mode, longitudinal steel bars (12) and transverse stirrups (13) are arranged in the prefabricated pile cap, a metal corrugated pipe (2) is embedded in the prefabricated pile cap (1), a groove (3) is formed in the top surface of the metal corrugated pipe, each prefabricated pier body section (5) is of a hollow rectangular section, and longitudinal connecting steel bars (18) and supporting tooth blocks (15) are arranged at two ends or one end of each prefabricated pier body section (5);
the support tooth blocks (15) at the bottom ends of the prefabricated pier middle section (14) and the prefabricated pier top section (7) are pre-embedded with thick-diameter internal threads and bolts (8), and the support tooth blocks (15) at the top ends of the prefabricated pier bottom section (16) and the prefabricated pier middle section (14) are provided with shear nails (11) and steel plates (9);
the prefabricated pile cap (1) and the prefabricated pier bottom sections (16) are connected by adopting ultra-tough fiber concrete (UTFC) grouting pipelines, the adjacent prefabricated pier body sections (5) are connected by adopting ultra-tough fiber concrete (UTFC) wet joints, the pier inner cavities at the joints of the UTFC wet joints are provided with prefabricated guide blocks (19) for splicing the prefabricated pier body sections and transverse supporting steel bars (20) for supporting the prefabricated guide blocks (19), the prefabricated guide blocks (19) are prefabricated by gypsum materials, and the section forms can be hollow or solid sections;
and in the UTFC wet joint connection, longitudinal connecting steel bars (18) between adjacent prefabricated pier body sections (5) are subjected to lap joint, welding, mechanical connection or memory alloy connection treatment, and the set length L of the UTFC wet joint connection is calculated and determined according to the following formula:
wherein:
d is the diameter of the longitudinal connecting steel bars (18);
f s taking f for the strength of the longitudinal connecting steel bars (18) s ＝max(1.5f y ,f u ) Wherein f y For connecting bars 18 longitudinally
Yield strength, f u The ultimate strength of the longitudinal connecting steel bars (18);
f UTFC the compressive strength is measured for the ultra-tough fiber concrete UTFC material 28 d;
alpha is the diameter size influence coefficient of the longitudinal connecting steel bar (18), when d=12 mm, alpha=1.0, when d=32 mm, alpha=1.2, and when d is between 12 and 32mm, the value of alpha is determined by linear interpolation;
c is the connection treatment influence coefficient of the longitudinal connection reinforcing steel bars (18), and when the longitudinal connection reinforcing steel bars are subjected to lap joint, welding, mechanical connection and memory alloy connection treatment, c is respectively 1.0, 0.5, 0.65 and 0.87.
2. The cast-in-situ equivalent fabricated hollow pier system according to claim 1, wherein: longitudinal connecting steel bars (18) in the UTFC grouting pipeline connection are provided with longitudinal bar stripping sections (17) with the length of 4 d.
3. The construction method of the cast-in-situ assembled hollow pier system based on the same as that of claim 1 is characterized by comprising the following steps:
step one: hoisting the prefabricated bearing platform (1) in place, pre-assembling the prefabricated pier bottom section (16) and the prefabricated bearing platform (1), then pouring UTFC (4) into the pre-embedded metal corrugated pipe (2) and the groove (3), hoisting the prefabricated pier bottom section (16) to a preset position, fixing the prefabricated pier bottom section (16) and the prefabricated bearing platform (1) through a bracket, and completing assembling;
step two: hoisting a prefabricated guide block (19) to a transverse supporting steel bar (20) of a prefabricated pier bottom section (16), hoisting an adjacent prefabricated pier middle section (14) to above the prefabricated pier bottom section (16), finishing adjustment of the splicing position and verticality of the prefabricated pier middle section (14) through the prefabricated guide block (19), a supporting tooth block (15) and a thick-diameter internal thread and a bolt (8), preliminarily fixing the prefabricated pier middle section by spot welding the bolt and a steel plate, and filling and sealing a gap between the prefabricated guide block (19) and the inner wall of a connected prefabricated pier body section (5) by epoxy resin glue (24), so that the prefabricated guide block (19) is used as an inner die of a UTFC wet joint;
step three: carrying out lap joint, welding, mechanical connection or memory alloy connection treatment on longitudinal connection reinforcing bars (18) of the prefabricated pier bottom section (16) and the prefabricated pier middle section (14), binding transverse stirrups (13) and supporting an outer template (21), pouring UTFC (4) through a grouting opening (22) until the UTFC (4) emerges from a grouting opening (23), vibrating and curing, and completing the pouring of the UTFC wet joint connection, so that the prefabricated pier bottom section (16) and the adjacent prefabricated pier middle section (14) are assembled;
step four: and (3) repeating the second step and the third step in sequence to complete the assembly between the rest adjacent prefabricated pier body sections (5), and finally completing the whole pier construction.
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Families Citing this family (8)
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| CN113389135B (en) * | 2021-06-17 | 2022-10-28 | 北京工业大学 | Assembled multidirectional energy consumption pier with three-dimensional serrated racking and fiber concrete grouting |
| CN113668369B (en) * | 2021-09-13 | 2022-05-24 | 江南大学 | Socket type connection structure of prefabricated segment reinforced concrete pier and manufacturing method |
| CN114263093A (en) * | 2022-01-22 | 2022-04-01 | 郑州大学 | Fully-prefabricated assembled bridge and construction method |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR200241339Y1 (en) * | 2001-04-12 | 2001-10-11 | (주)종합건축사사무소범건축 | Delay joint construction of reforced concrete structure |
| JP2009209514A (en) * | 2008-02-29 | 2009-09-17 | East Japan Railway Co | Joint structure of concrete member |
| CN205046464U (en) * | 2015-10-21 | 2016-02-24 | 大连理工大学 | Prefabricated assembled concrete bridge mound |
| CN205576723U (en) * | 2016-02-15 | 2016-09-14 | 上海应用技术学院 | Adoption is excelled in prefabrication of fibre mortar and bellows joint and is assembled pier |
| CN106592440A (en) * | 2016-12-30 | 2017-04-26 | 河南省交通规划设计研究院股份有限公司 | Construction method of prefabricated segment type pier |
| CN208235312U (en) * | 2018-05-04 | 2018-12-14 | 中南大学 | Precast segment assembly bridge pier |
| CN109162199A (en) * | 2018-10-24 | 2019-01-08 | 湖南大学 | Assembling-type precast pier connection structure and its construction method |
| CN109440627A (en) * | 2018-11-07 | 2019-03-08 | 中铁第四勘察设计院集团有限公司 | A kind of precast segment assembly seam system and method based on early strong UHPC |
| CN211113140U (en) * | 2019-07-22 | 2020-07-28 | 长安大学 | Equal cast-in-place assembly type hollow pier system |
-
2019
- 2019-07-22 CN CN201910661186.8A patent/CN110396918B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR200241339Y1 (en) * | 2001-04-12 | 2001-10-11 | (주)종합건축사사무소범건축 | Delay joint construction of reforced concrete structure |
| JP2009209514A (en) * | 2008-02-29 | 2009-09-17 | East Japan Railway Co | Joint structure of concrete member |
| CN205046464U (en) * | 2015-10-21 | 2016-02-24 | 大连理工大学 | Prefabricated assembled concrete bridge mound |
| CN205576723U (en) * | 2016-02-15 | 2016-09-14 | 上海应用技术学院 | Adoption is excelled in prefabrication of fibre mortar and bellows joint and is assembled pier |
| CN106592440A (en) * | 2016-12-30 | 2017-04-26 | 河南省交通规划设计研究院股份有限公司 | Construction method of prefabricated segment type pier |
| CN208235312U (en) * | 2018-05-04 | 2018-12-14 | 中南大学 | Precast segment assembly bridge pier |
| CN109162199A (en) * | 2018-10-24 | 2019-01-08 | 湖南大学 | Assembling-type precast pier connection structure and its construction method |
| CN109440627A (en) * | 2018-11-07 | 2019-03-08 | 中铁第四勘察设计院集团有限公司 | A kind of precast segment assembly seam system and method based on early strong UHPC |
| CN211113140U (en) * | 2019-07-22 | 2020-07-28 | 长安大学 | Equal cast-in-place assembly type hollow pier system |
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