CN211113140U - Equal cast-in-place assembly type hollow pier system - Google Patents
Equal cast-in-place assembly type hollow pier system Download PDFInfo
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- CN211113140U CN211113140U CN201921156556.4U CN201921156556U CN211113140U CN 211113140 U CN211113140 U CN 211113140U CN 201921156556 U CN201921156556 U CN 201921156556U CN 211113140 U CN211113140 U CN 211113140U
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Abstract
An equal cast-in-place assembly type hollow pier system comprises a prefabricated bearing platform embedded with a metal corrugated pipe, and prefabricated pier body sections with longitudinal connecting reinforcing steel bars at the end parts, wherein the prefabricated pier body sections comprise prefabricated pier bottom sections, prefabricated pier middle sections, prefabricated pier top sections integrally prefabricated with a pier cap, and prefabricated guide blocks for assembling adjacent prefabricated pier body sections; the construction method comprises the following steps: at first with prefabricated cushion cap hoist and mount take one's place, then adopt super toughness fibre concrete (UTFC) grout pipe connection to be connected prefabricated pier base segment and prefabricated cushion cap as whole, adopt super toughness fibre concrete (UTFC) wet joint connection to accomplish the connection between adjacent each prefabricated pier shaft segment afterwards in proper order, finally assemble to be pier whole, the utility model has the characteristics of the construction speed is fast, little to job site traffic and surrounding environment influence, and the advantage and the anti-seismic performance of component quality easy control are good, rigidity is big, toughness is high, the durability is good, fatigue resistance is good.
Description
Technical Field
The utility model relates to an assembled pier, in particular to equal cast-in-place assembled hollow pier system.
Background
The prefabricated bridge construction technology has the advantages of short construction period, small influence on traffic, factory 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 bridge engineering construction. But the anti-seismic performance of the fabricated bridge pier is not completely clear, and the application of the fabricated bridge pier in bridge engineering in a middle-high-intensity earthquake region is greatly limited. The main reason is that in the current ductile earthquake-proof design of a bridge, a bridge pier is usually used as a ductile member in a bridge structure, earthquake energy is dissipated by developing a plastic hinge to further protect other members of the bridge, the plastic hinge behavior is also a typical characteristic of the traditional integral cast reinforced concrete ductile bridge pier under the action of earthquake load, the connection of prefabricated members in most of the current assembly type bridge pier systems can possibly influence the formation of the plastic hinge of the bridge pier, and further influence the earthquake-proof performance of the whole bridge structure, and the factors cause that the assembly type bridge pier technology is difficult to widely popularize and apply in a high-intensity earthquake region at present.
At present, the research and development of an assembly type pier system mainly divides a pier into a plurality of prefabricated pier body sections along the vertical direction, each prefabricated pier body section is vertically assembled into a whole pier by applying prestress through a prestressed tendon, the prestressed assembly type bridge pier system is more applied to bridge engineering in non-seismic fortification areas and low-intensity seismic areas, but for bridge engineering in medium-high intensity seismic areas, the assembly type pier system is easy to generate stress concentration at the joint of a bearing platform and a pier and the joint of each prefabricated pier body segment under the action of earthquake load, and has poor energy consumption performance, prestress loss, obvious difference of stress characteristics and the traditional integral cast-in-situ pier, increased construction difficulty and construction cost due to the use of prestress, and the like, due to the factors, related research results are difficult to popularize and use in bridge engineering of high and medium-intensity seismic regions 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 pier, the connection treatment among all prefabricated pier body sections in the assembled hollow pier is a key problem in the design, and the connection structure is properly designed, so that the integral stress performance of the pier, the construction period and the site construction safety are directly influenced.
One type of fabricated bridge pier suitable for earthquake areas at present is an equivalent cast-in-place fabricated bridge pier system, namely, a fabricated bridge pier system which has similar stress characteristics and anti-seismic performance and predictable plastic hinge behavior to the traditional integrated cast-in-place reinforced concrete bridge pier. Researches prove that grouting pipe connection and wet joint connection are economical and effective connection modes applied to the fabricated pier, but the two connection types have the problems that the plastic hinge behavior of the pier is possibly influenced due to the fact that the connection length is large, and the like. Therefore, the development of an equivalent cast-in-place assembly pier system with cost effectiveness and rapid and feasible construction is still the technical difficulty of applying the assembly pier construction technology to the bridge engineering in the earthquake area.
Disclosure of Invention
For overcoming prior art's not enough, the utility model provides an equate cast-in-place assembled hollow pier system, adopt super toughness fiber concrete (UTFC) grout pipe connection and super toughness fiber concrete (UTFC) wet joint connection to accomplish prefabricated pier base segment section and prefabricated cushion cap and each adjacent prefabricated pier shaft intersegment respectively and be connected, can effectively reduce grout pipe connection and wet joint connection required connection length, improve the mechanical properties of seam crossing, and combine reasonable structural design to make this assembled hollow pier system reach equal cast-in-place performance level in the aspect of atress characteristic and anti-seismic performance, it is good to have the wholeness, anti-seismic performance is good, rigidity is big, toughness is high, the durability is good, advantages such as construction reality is feasible.
In order to achieve the above object, the technical solution of the present invention is that:
an equivalent cast-in-place assembly type hollow pier system comprises a prefabricated bearing platform 1 arranged on a foundation soil layer, piers are arranged above the prefabricated bearing platform 1 and are formed by assembling 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 bearing platform 1 and the prefabricated pier bottom sections 16 are connected through UTFC grouting pipelines to finish splicing, and adjacent prefabricated pier body sections 5 are connected through ultra-tough fiber concrete UTFC wet joints to finish splicing; the inner cavity of the pier at the ultra-tough fiber concrete UTFC wet joint is provided with prefabricated guide blocks 19 for assembling 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 is a hollow or solid section.
The prefabricated bearing platform 1 and each prefabricated pier body segment 5 are prefabricated by common reinforced concrete materials, and longitudinal steel bars 12 and transverse stirrups 13 are arranged inside the prefabricated bearing platform and each prefabricated pier body segment; a metal corrugated pipe 2 is embedded in the prefabricated bearing platform 1, and a groove 3 is formed in the top surface of the prefabricated bearing platform; each prefabricated pier body segment 5 is a hollow rectangular section, and two ends or one end of each prefabricated pier body segment is provided with a longitudinal connecting steel bar 18 and a supporting tooth block 15.
The supporting tooth blocks 15 at the bottom ends of the middle section 14 and the top section 7 of the prefabricated pier are pre-embedded with large-diameter internal threads and bolts 8, and the supporting tooth blocks 15 at the top ends of the bottom section 16 and the middle section 14 of the prefabricated pier are provided with shear nails 11 and steel plates 9.
In the ultra-toughness fiber concrete UTFC wet joint connection, longitudinal connecting steel bars 18 between every two adjacent prefabricated pier body sections 5 are subjected to lap joint, welding, mechanical connection or memory alloy connection treatment, and the UTFC wet joint connection set length L is determined according to the following calculation formula:
in the formula:
d is the diameter of the longitudinal connecting steel bar 18;
fsfor longitudinal connection of 18-bar strength, take fs＝max(1.5fy,fu) Wherein f isyFor longitudinal joining of 18 yield strengths of bars, fuThe ultimate strength of the longitudinal connecting steel bar 18;
fUTFCactually measuring the compressive strength of the ultra-toughness fiber concrete UTFC material 28 d;
α, determining a value of α by linear interpolation when d is 12mm, α is 1.0, α is 1.2 and d is 12-32 mm;
c is the influence coefficient of the longitudinal connecting steel bar 18 connection treatment, and when the longitudinal connecting steel bar is subjected to lapping, welding, mechanical connection and memory alloy connection treatment, c is 1.0, 0.5, 0.65 and 0.87 respectively;
and a longitudinal connecting steel bar 18 in the ultra-tough fiber concrete UTFC grouting pipeline connection is provided with a longitudinal bar stripping section 17 with the length of 4 d.
The utility model utilizes the characteristic that the strength of the UTFC material is far higher than that of common concrete and conventional grouting material, and effectively reduces the connection length required by UTFC grouting pipeline connection and UTFC wet joint connection by reducing the required anchoring length of longitudinal connecting reinforcing steel bars; the longitudinal connecting steel bar in the UTFC grouting pipeline connection is provided with the longitudinal bar stripping section with the length of 4d, so that stress concentration of the longitudinal bar 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 bar connecting steel bar under the action of reciprocating load is prevented, the 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 concentration damage degree of the plastic hinge is reduced, and the ductility of the assembled pier system is improved; the shear force transmission at the splicing 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 segment prevent the post-cast UTFC wet joint connection from being completely in the same plane with the contact surface of the prefabricated pier body segment, the shear force transmission at the UTFC wet joint connection part can be coordinated, and the verticality of the prefabricated pier body segment can be finely adjusted when the prefabricated pier body segment is assembled by rotating the thick-diameter bolts pre-embedded in the supporting tooth blocks at the bottom end of the prefabricated pier body segment, so that the verticality is ensured to meet the design requirement; the arrangement of the prefabricated guide blocks made of the gypsum materials not only serves as the guide blocks when the prefabricated pier body segments are assembled, but also serves as the inner mold when UTFC wet joint pouring is performed, and the lower strength of the gypsum materials avoids the influence of the prefabricated guide blocks on the integral stress performance of the pier; the UTFC grouted pipe connection at the bottom of the pier is a ductile connection designed to yield in a ductile manner under high levels of seismic force, yet still be a potential plastic hinge area near the bottom of the pier; the UTFC wet joint connection between prefabricated pier body sections is a strong connection that is protected from elastic forces when the pier bottom yields under the action of high level of seismic forces; above-mentioned each detail structural design will ensure the utility model provides an assembled hollow pier system each item mechanical properties and anti-seismic performance with the tradition whole embodiment cast in situ reinforced concrete pier are close, reach equal cast in situ's performance level promptly, and UTFC grout pipe connection and UTFC wet seam connection all adopt grouting process to accomplish UTFC's pouring, construction convenience is feasible, UTFC's superior mechanical properties will ensure the stability of 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 utility model discloses a have great practical value and good economic benefits, especially have wide application prospect in pier construction technical field.
Drawings
Fig. 1 is the utility model discloses equal cast-in-place assembled hollow pier structure sketch map.
Fig. 2 is the layout of the bottom supporting tooth block of the middle segment and the top segment of the prefabricated pier of the utility model.
Fig. 3 is the utility model discloses each prefabricated pier shaft segment section 5 arrangement of reinforcement sketch map.
Fig. 4 is the structure schematic diagram of the prefabricated pier bottom segment 16 of the utility model.
Fig. 5 is a schematic structural view of the segment 14 in the prefabricated pier of the present invention.
Fig. 6 is the schematic diagram of the arrangement of the UTFC wet seam connection prefabricated guide block 19 and the external form 21 of the present invention.
Fig. 7 is a top view of the UTFC wet seam joining prefabricated guide block 19 and the outer form 21 of the present invention.
Fig. 8 is a schematic view of the structure of the UTFC wet seam connecting longitudinal connecting bar 18 according to the present invention.
Fig. 9 is a schematic view of the construction of the UTFC wet seam connecting longitudinal connecting bar 18 according to the present invention by welding.
Fig. 10 is a schematic view of the UTFC wet seam joint longitudinal connecting bar 18 of the present invention in a mechanically connected configuration.
Fig. 11 is a schematic view of the structure of the UTFC wet seam connecting longitudinal connecting steel bar 18 connected by memory alloy.
Wherein: 1. prefabricating a bearing platform; 2. a metal bellows; 3. a groove; 4. UTFC; 5. prefabricating pier body sections; 6. Pier caps; 7. prefabricating a pier top segment; 8. a large diameter internal thread and a bolt; 9. a steel plate; 10. longitudinally connecting reinforcing steel bars mechanically; 11. shear nails; 12. longitudinal reinforcing steel bars; 13. a transverse stirrup; 14. prefabricating a middle pier segment; 15. a support block; 16. prefabricating a pier bottom segment; 17. a longitudinal bar stripping section; 18. longitudinally connecting reinforcing steel bars; 19. prefabricating a guide block; 20. Transversely supporting the reinforcing steel bars; 21. an outer template; 22. a grouting port; 23. a pulp outlet; 24. epoxy resin glue; 25. longitudinally connecting steel bars in an overlapping manner; 26. welding longitudinal connecting steel bars; 27. and longitudinally connecting the steel bars with the memory alloy.
Detailed Description
Example one
As shown in fig. 1, an equivalent cast-in-place fabricated hollow pier system comprises a prefabricated bearing platform 1, wherein a metal corrugated pipe 2 is embedded in the prefabricated bearing platform 1, a groove 3 is formed in the top surface of the prefabricated bearing platform, prefabricated pier body sections 5 are 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 which is integrally prefabricated with a pier cap 6;
as shown in fig. 2 and 3, the prefabricated bearing platform 1 and each prefabricated pier body segment 5 are all prefabricated by common reinforced concrete materials, longitudinal steel bars 12 and transverse stirrups 13 are arranged inside the prefabricated bearing platform and each prefabricated pier body segment 5 is a hollow rectangular section;
as shown in fig. 4 and 5, longitudinal connecting steel bars 18 and supporting tooth blocks 15 are arranged at two ends or one end of each prefabricated pier body segment 5, thick-diameter internal threads and bolts 8 are pre-embedded in the supporting tooth blocks 15 at the bottom ends of the prefabricated pier middle segments 14 and the prefabricated pier top segments 7, and shear nails 11 and steel plates 9 are arranged on the prefabricated pier bottom segments 16 and the supporting tooth blocks 15 at the top ends of the prefabricated pier middle segments 14;
as shown in fig. 6 and 7, the inner cavity of the pier at the ultra-tough fiber concrete UTFC wet joint connection is provided with prefabricated guide blocks 19 for assembling each prefabricated pier body segment 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 a hollow or solid section, and the embodiment is selected to be a solid section;
when the longitudinal connecting steel bars at the ultra-toughness fiber concrete UTFC wet joint connecting part are subjected to mechanical connecting treatment, the ultra-toughness fiber concrete UTFC wet joint is set with a set length
L is determined by calculation as follows:
in the formula:
d is the diameter of the longitudinal connecting steel bar;
fsfor longitudinal reinforcement strength, take fs＝max(1.5fy,fu) Wherein f isyIn order to longitudinally connect the yield strength of the reinforcing steel bars,
futhe ultimate strength of the longitudinal connecting steel bar;
fUTFCmeasured compressive strength for ultra-tough fiber concrete (UTFC) material 28 d;
α, determining a value of α by linear interpolation when d is 12mm, α is 1.0, α is 1.2 and d is 12-32 mm;
c is the influence coefficient of the longitudinal connecting steel bar connection treatment, and when the longitudinal connecting steel bar is subjected to mechanical connection treatment, 0.65 is taken by referring to FIG. 10;
the construction steps of the cast-in-place equivalent fabricated hollow pier system of the embodiment are as follows:
the method comprises the following steps: 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 UTFC 4 into the pre-embedded 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 through a support, and completing assembling of the prefabricated pier bottom section 16 and the prefabricated bearing platform 1;
step two: hoisting the prefabricated guide block 19 to a transverse supporting steel bar 20 of a prefabricated pier bottom section 16, hoisting the adjacent prefabricated pier middle section 14 to the position above the prefabricated pier bottom section 16, completing the adjustment of the assembling position and the verticality of the prefabricated pier middle section 14 through the prefabricated guide block 19, the bearing tooth block 15 and the bolts in the rotation 8, performing spot welding on the bolts in the large-diameter internal threads and the bolts in the bolts 8 and the steel plate 9 to preliminarily fix the prefabricated pier middle section 14, and filling and sealing epoxy resin glue 24 in a gap between the prefabricated guide block 19 and the inner wall of the connected prefabricated pier body section 5 to enable the prefabricated guide block 19 to serve as an inner mold of an FC UTwet joint;
step three: performing mechanical connection 10 treatment on longitudinal connecting steel bars of the prefabricated pier bottom sections 16 and the longitudinal connecting steel bars 18 of the adjacent prefabricated pier middle sections 14, referring to fig. 10, then 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 grout outlet 23, vibrating and maintaining, completing connection and pouring of UTFC wet joints, and completing the assembly of the prefabricated pier bottom sections 16 and the adjacent prefabricated pier middle sections 14;
step four: and (5) sequentially repeating the second step and the third step to complete the assembly of the rest 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 assembly type hollow pier system of equal cast-in-place comprises a prefabricated bearing platform 1, wherein a metal corrugated pipe 2 is embedded in the prefabricated bearing platform 1, a groove 3 is formed in the top surface of the prefabricated bearing platform, 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 which is integrally prefabricated with a pier cap 6;
as shown in fig. 2 and 3, the prefabricated bearing platform 1 and each prefabricated pier body segment 5 are all prefabricated by common reinforced concrete materials, longitudinal steel bars 12 and transverse stirrups 13 are arranged inside the prefabricated bearing platform and each prefabricated pier body segment 5 is a hollow rectangular section;
as shown in fig. 4 and 5, longitudinal connecting steel bars 18 and supporting tooth blocks 15 are arranged at two ends or one end of each prefabricated pier body segment 5, thick-diameter internal threads and bolts 8 are pre-embedded in the supporting tooth blocks 15 at the bottom ends of the prefabricated pier middle segments 14 and the prefabricated pier top segments 7, and shear nails 11 and steel plates 9 are arranged on the prefabricated pier bottom segments 16 and the supporting tooth blocks 15 at the top ends of the prefabricated pier middle segments 14;
as shown in fig. 6 and 7, the inner cavity of the pier at the ultra-tough fiber concrete UTFC wet joint connection is provided with prefabricated guide blocks 19 for assembling each prefabricated pier body segment 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 a hollow or solid section, and the embodiment is selected to be a solid section;
when the longitudinal connecting steel bar at the ultra-toughness fiber concrete UTFC wet joint is in lap joint treatment, the ultra-toughness fiber concrete UTFC wet joint setting length
L is determined by calculation as follows:
in the formula:
d is the diameter of the longitudinal connecting steel bar;
fsfor longitudinal reinforcement strength, take fs＝max(1.5fy,fu) Wherein f isyIn order to longitudinally connect the yield strength of the reinforcing steel bars,
futhe ultimate strength of the longitudinal connecting steel bar;
fUTFCmeasured compressive strength for ultra-tough fiber concrete (UTFC) material 28 d;
α, determining a value of α by linear interpolation when d is 12mm, α is 1.0, α is 1.2 and d is 12-32 mm;
c is the influence coefficient of the longitudinal connecting steel bar connection treatment, and when the longitudinal connecting steel bar is subjected to lap joint treatment, referring to fig. 8, 1.0 is taken;
the construction steps of the cast-in-place equivalent fabricated hollow pier system of the embodiment are as follows:
the method comprises the following steps: 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 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 and fixing the prefabricated pier bottom section 16 through a support, and completing assembling of the prefabricated pier bottom section 16 and the prefabricated bearing platform 1;
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 the position above the prefabricated pier bottom section 16, completing the adjustment of the assembling position and the verticality of the prefabricated pier middle section 14 by virtue of the prefabricated guide block 19, a bearing tooth block 15 and a bolt in a rotating large-diameter internal thread and a bolt 8, performing spot welding on the bolt in the large-diameter internal thread and the bolt 8 and a steel plate 9 to preliminarily fix the prefabricated pier middle section 14, and filling and sealing a gap between the prefabricated guide block 19 and the inner wall of the connected prefabricated pier body section 5 with epoxy resin glue 24 to enable the prefabricated guide block 19 to serve as an inner mold of a UTFC wet joint;
step three: longitudinal connecting steel bar lapping 25 is carried out on the prefabricated pier bottom sections 16 and the longitudinal connecting steel bars 18 of the adjacent prefabricated pier middle sections 14, referring to fig. 8, then the transverse stirrups 13 are bound, the outer templates 21 are supported, the UTFC 4 is poured through the pouring opening 22 until the UTFC 4 emerges from the grout outlet 23, vibration and maintenance are carried out, the UTFC wet joint connection pouring is completed, and the prefabricated pier bottom sections 16 and the adjacent prefabricated pier middle sections 14 are assembled;
step four: and (5) sequentially repeating the second step and the third step to complete the assembly of the rest 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 steel bars 18 of the prefabricated pier bottom segment 16 and the segment 14 in the adjacent prefabricated pier can be subjected to longitudinal connecting steel bar welding 26 or longitudinal connecting steel bar memory alloy connection 27 besides the mechanical connection treatment of the first embodiment and the longitudinal connecting steel bar lapping 25 treatment of the second embodiment, and fig. 9 is a structural schematic diagram of the UTFC wet joint connecting longitudinal connecting steel bars 18 adopting welding; fig. 11 is a schematic view of the structure of the UTFC wet seam connecting longitudinal connecting steel bar 18 connected by memory alloy.
The utility model discloses a principle and advantage:
the utility model provides an equal cast-in-place assembled hollow pier system and construction method thereof utilizes super toughness fiber concrete (UTFC) material's compressive strength high, each item mechanical properties is superior, with the advantage that the bonding property of reinforcing bar is good, the required length of concatenation seam has effectively been shortened, it is complicated to have eliminated in the assembled pier technique each prefabricated intersegmental concatenation department steel bar connection structure, the concrete intensity is not enough and seam mechanical properties shortcoming such as poor, make the joint construction of assembled hollow pier more simple through the structural design, convenient construction is feasible, the efficiency of pier construction has been improved, and ensured the utility model discloses each item mechanical properties of assembled hollow pier system and anti-seismic property and plastic hinge action are close with the whole reinforced concrete pier that embodies of tradition, finally reach equal cast-in-place performance level.
Ultra-tough fiber concrete UTFC in the field is a proprietary name, and the utility model discloses in generally refer to the cement-based concrete that adopts millimeter-scale granule (aggregate) and add steel fibre, it is the concrete material that another kind of mechanics comprehensive properties is more excellent than ordinary concrete, high performance concrete, for example active powder concrete, ultra-high performance fibre reinforced concrete, slip casting fiber concrete, closely knit arrangement of reinforcement composite material etc. but preferred ultra-high performance steel fibre reinforced concrete or slip casting fiber concrete.
Compared with the prior art, the utility model discloses set up super toughness fibre concrete UTFC in hollow pier junction, reinforcing bar in super toughness fibre concrete UTFC adopts overlap joint, welding or mechanical connection, and this is showing structural style and the operating condition who has changed the prefabricated hollow pier of assembling, also makes the technical scheme of the utility model possess following obvious advantage:
firstly, the utility model discloses a super toughness fibre concrete connects hollow pier structure common atress, indexes such as super toughness fibre concrete UTFC self stress, deformation can all satisfy in the requirement of cast-in-place hollow pier structure work;
secondly, the utility model discloses a super toughness fibre concrete UTFC has increased the rigidity of pier, guarantees the bonding property of linkage segment and pier shaft festival section, has improved the anti-cracking performance and the durability of linkage segment.
Furthermore, what super toughness fiber concrete UTFC among the technical scheme chooseed for use is the ratio that is applicable to the hollow pier connection, and the different particle diameter granule of its component material forms tightest pile with best proportion, not only easily the construction operation, and can guarantee the compactedness, has improved the anti-seismic performance of pier and resistant erosion capacity and durability under adverse circumstances condition.
The connecting section can make the peak value of the connected hollow pier skeleton curve and the ductility reach or be superior to the performances of a cast-in-place pier column by taking values of different wall thicknesses and heights of the super-toughness fiber concrete layer. To sum up, the utility model provides a super toughness fiber concrete assembles hollow pier wet joint seam as prefabricating, has advantages such as structural rigidity is big, the interlayer cohesiveness is good, the durability is good, fatigue resistance is good, has great practical value and good economic benefits, especially has wide application prospect in the prefabricated field of assembling of hollow pier. The gypsum guide block is placed on the lower section of the prefabricated hollow pier, the upper section and the lower section of the hollow pier are butted through the supporting tooth blocks, and stressed longitudinal ribs of the upper section and the lower section of the pier body are lapped, welded or mechanically connected; installing a template, pouring super-toughness fiber concrete, and compacting by adopting a vibration platform after the super-toughness fiber concrete is poured; and 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 (5)
1. The utility model provides an equal cast-in-place assembled hollow pier system which characterized in that: the prefabricated pier comprises a prefabricated bearing platform (1), wherein a pier is connected above the prefabricated bearing platform (1), the pier is formed by assembling 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) which is integrally prefabricated with a pier cap (6);
the prefabricated pile cap is characterized in that the prefabricated pile cap (1) and the prefabricated pier bottom sections (16) are connected through ultra-tough fiber concrete UTFC grouting pipelines to finish splicing, adjacent prefabricated pier body sections (5) are connected through ultra-tough fiber concrete UTFC wet joints to finish splicing, a prefabricated guide block (19) used for splicing the prefabricated pier body sections and a transverse supporting steel bar (20) used for supporting the prefabricated guide block (19) are arranged in a pier inner cavity at the ultra-tough fiber concrete UTFC wet joint connection position, the prefabricated guide block (19) is prefabricated by gypsum materials, and the section form is a hollow or solid section.
2. The cast-in-place assembly type hollow pier system as claimed in claim 1, wherein: the prefabricated pile cap is characterized in that the prefabricated pile cap (1) and the prefabricated pier body sections (5) are prefabricated by common reinforced concrete materials, longitudinal steel bars (12) and transverse stirrups (13) are arranged inside the prefabricated pile cap, metal corrugated pipes (2) are pre-embedded inside the prefabricated pile cap (1), grooves (3) are formed in the top surface of the prefabricated pile body sections, the prefabricated pier body sections (5) are hollow rectangular sections, 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).
3. An equivalent cast-in-place fabricated hollow pier system according to claim 1 or 2, wherein: 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 large-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).
4. The cast-in-place fabricated hollow pier system according to claim 1, wherein the longitudinal connecting steel bars (18) between the adjacent prefabricated pier body sections (5) in the connection of the ultra-tough fiber concrete UTFC wet joint are subjected to lapping, welding, mechanical connection or memory alloy connection treatment, and the ultra-tough fiber concrete UTFC wet joint connection setting length L is determined according to the following formula:
in the formula:
d is the diameter of the longitudinal connecting steel bar (18);
fsfor longitudinal reinforcement (18) strength, take fs＝max(1.5fy,fu) Wherein f isyFor longitudinal joining of 18 yield strengths of bars, fuThe ultimate strength of the longitudinal connecting steel bar (18);
fUTFCactually measuring the compressive strength of the ultra-toughness fiber concrete UTFC material 28 d;
α is a coefficient of influence of the diameter of the longitudinal connecting steel bar (18), when d is 12mm, α is 1.0, when d is 32mm, α is 1.2, and when d is 12-32 mm, the value of α is determined by linear interpolation;
c is the influence coefficient of the connection treatment of the longitudinal connecting steel bar (18), and when the longitudinal connecting steel bar is subjected to lapping, welding, mechanical connection and memory alloy connection treatment, c is 1.0, 0.5, 0.65 and 0.87 respectively.
5. The cast-in-place assembly type hollow pier system as claimed in claim 1, wherein: the longitudinal connecting steel bar (18) in the ultra-toughness fiber concrete UTFC grouting pipeline connection is provided with a longitudinal bar stripping section (17) with the length of 4 d.
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| CN201921156556.4U CN211113140U (en) | 2019-07-22 | 2019-07-22 | Equal cast-in-place assembly type hollow pier system |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110396918A (en) * | 2019-07-22 | 2019-11-01 | 长安大学 | A kind of equivalent cast-in-place assembled hollow pier system and its construction method |
| CN113215966A (en) * | 2021-05-12 | 2021-08-06 | 上海市城市建设设计研究总院（集团）有限公司 | Slice type precast concrete bridge pier |
| CN114164749A (en) * | 2021-12-16 | 2022-03-11 | 武汉理工大学 | High-crack-resistance anti-corrosion pier structure and construction method thereof |
-
2019
- 2019-07-22 CN CN201921156556.4U patent/CN211113140U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110396918A (en) * | 2019-07-22 | 2019-11-01 | 长安大学 | A kind of equivalent cast-in-place assembled hollow pier system and its construction method |
| CN110396918B (en) * | 2019-07-22 | 2024-03-12 | 长安大学 | Assembled hollow pier system equivalent to cast-in-situ and construction method thereof |
| CN113215966A (en) * | 2021-05-12 | 2021-08-06 | 上海市城市建设设计研究总院（集团）有限公司 | Slice type precast concrete bridge pier |
| CN114164749A (en) * | 2021-12-16 | 2022-03-11 | 武汉理工大学 | High-crack-resistance anti-corrosion pier structure and construction method thereof |
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