CN109356088B - High pile wharf cast-in-situ beam template suspension supporting device and supporting system - Google Patents
High pile wharf cast-in-situ beam template suspension supporting device and supporting system Download PDFInfo
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- CN109356088B CN109356088B CN201811393479.4A CN201811393479A CN109356088B CN 109356088 B CN109356088 B CN 109356088B CN 201811393479 A CN201811393479 A CN 201811393479A CN 109356088 B CN109356088 B CN 109356088B
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- 239000000725 suspension Substances 0.000 title claims description 52
- 238000011065 in-situ storage Methods 0.000 title claims description 19
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 396
- 239000010959 steel Substances 0.000 claims abstract description 396
- 238000003466 welding Methods 0.000 claims description 14
- 238000009415 formwork Methods 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 10
- 239000013589 supplement Substances 0.000 description 7
- 238000000034 method Methods 0.000 description 5
- 229910000754 Wrought iron Inorganic materials 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000002301 combined effect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000009432 framing Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/068—Landing stages for vessels
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
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Abstract
The utility model provides a cast-in-place crossbeam template of high pile pier hangs strutting arrangement and braced system, belongs to construction equipment field, in order to solve the cast-in-place crossbeam construction of high pile pier and supports the problem, including two sets of double steel grooves, the steel bar of encorbelments, every set of double steel groove comprises two parallel channel-steels that have the clearance, the channel-steel form the recess shape stand by the edge of web and web upside down, the web of two parallel channel-steels is opposite, two sets of parallel double steel grooves set up relatively, fixed mounting PHC stake between, the double steel groove erects the steel bar of encorbelments in the pile core concrete of PHC stake of encorbelmenting, the steel bar of encorbelments will the double steel groove vertical support of encorbelments, the effect is that uses double steel groove structure, this structure is compacter than staple bolt structure, in vertical, the horizontal direction provides support, tensile, locking for it is more stable, to different stake footpath, can be with adapting to through adjusting each structure position, is a dismantled and has the practicality.
Description
Technical Field
The invention belongs to the field of building construction equipment, and particularly relates to a high-pile wharf cast-in-situ beam template suspension support system.
Background
With the rapid development of water conservancy and harbor engineering construction industry, wharf engineering is increasingly constructed. The high pile wharf is used as one of three structural forms of wharf and is widely applied to port construction in China. The construction of the cast-in-situ cross beam of the high pile wharf needs to provide support for the bottom template. The full framing cannot be erected in water operation, the traditional hoop technology is time-consuming and labor-consuming, hoop steel is different in pile diameter of various piles, the recycling rate is low, the cost is high, and the installation, the disassembly and the transportation of the hoops are inconvenient.
Disclosure of Invention
In order to solve the problem of cast-in-situ cross beam construction support of a high-pile wharf, a cast-in-situ cross beam template suspension support system of the high-pile wharf, which is compact and stable in structure and capable of being recycled, is provided, and the invention provides the following technical scheme: the utility model provides a cast-in-place crossbeam template of high pile pier hangs strutting arrangement, includes two sets of double steel grooves, the steel bar of encorbelmenting, every set of double steel groove of encorbelmenting comprises two parallel channel-steels that have the clearance, the channel-steel form the recess shape stand by the web and the edge of a wing of web upside down side, the web of two parallel channel-steels is opposite dorsad, two sets of parallel double steel grooves set up relatively, fixed mounting PHC stake between, the double steel groove of encorbelmenting erects in the steel bar of encorbelmenting of pre-buried in PHC stake's stake core concrete, the steel bar of encorbelmenting will the double steel groove vertical support.
Further, the center line of the web plate of each channel steel of the double-spliced steel groove is separated by an opening for passing a split steel bar, and the split steel bar penetrates and is connected between two groups of opposite double-spliced steel grooves and is fastened by split bolts so as to fix the two groups of opposite double-spliced steel grooves in the horizontal direction; the center lines of the upper flange and the lower flange of each channel steel of the double-spliced steel groove are separated by holes for being penetrated by the suspended steel bars, the holes of the upper flange and the lower flange are opposite, and the opposite double-spliced steel grooves are fixed in the vertical direction.
Further, the suspension steel bar comprises transverse steel bars, the transverse steel bars span the upper parts of the two groups of double-spliced steel grooves, the transverse steel bars are connected to pile head steel bars of the PHC pile, three vertical steel bars which are parallel to each other and fixed to the transverse steel bars are arranged at two ends of the transverse steel bars, the first vertical steel bar and the third vertical steel bar at each end penetrate through the upper flange and the lower flange of the two channel steel grooves of the double-spliced steel groove in the group, the second vertical steel bar penetrates through the gap between the two channel steel grooves, and the three vertical steel bars are provided with steel plates for opening holes on the lower flange of the channel steel and limiting the bottom of the gap at the bottom of the three vertical steel bars, and the steel plates are used for supporting the bottom of the double-spliced steel groove when in suspension.
Further, the contact position of the overhanging steel bar and the double-spliced steel groove is the bottom of the steel groove between the steel plates of the vertical steel bar.
Further, the steel plate is connected to the lower bottom of the whole suspended steel bar.
Further, two groups of double-spliced steel grooves are divided into two sides, and the supporting system is of a symmetrical structure.
Further, the overhanging steel bars embedded in pile core concrete of the PHC pile are divided into two sides by two groups of double-spliced steel grooves, two overhanging steel bars are arranged on each side, the two sides are longitudinally distributed by the straight line of the pile core of the PHC pile, the distance between the straight line of each overhanging steel bar and the straight line of the pile core is 1/4 times of the pile diameter, the length of each overhanging steel bar is 3/2 times of the sum of the lengths of the upper flanges or the lower flanges of two channel steel of the double-spliced steel grooves, the distance between the splicing gaps of the two steel grooves of the double-spliced steel grooves is equal to the diameter of a hanging steel bar, the opposite-pull steel bars are located near two terminals of the PHC pile in the longitudinal direction, the transverse steel bars of three hanging steel bars are located between the two opposite-pull steel bars, and the overhanging steel bars are located between the transverse steel bars of the two hanging steel bars.
Further, the steel bars are lapped between the upper flanges and the lower flanges of the two channel steels of each group of double-spliced steel grooves to form double-sided lap welding.
Further, the chain block fixing device is welded on pile head steel bars of the PHC pile, and the chain block fixing device is connected with the double-spliced steel groove through a hinge so as to lift or descend the double-spliced steel groove.
A cast-in-situ beam template suspension supporting system for a high pile wharf comprises a plurality of supporting devices, wherein the supporting devices are distributed at intervals, and double-spliced steel grooves of the supporting devices are integrally formed or fixedly connected with each other.
The beneficial effects are that: the invention uses the double-spliced steel groove structure, and compared with the anchor ear structure, the structure is more compact, supports, stretches and locks in the vertical and horizontal directions, so that the structure is more stable, and for different pile diameters, the structure can be adapted by adjusting the positions of the structures, and the structure is a detachable structure and has reusability.
Drawings
FIG. 1 is a front view of an overall architecture of the system
FIG. 2 is a front view of a portion of FIG. 1A
FIG. 3 is a partial left side view of FIG. 1A
FIG. 4 is a partial top view of FIG. 1A
Wherein: 1-of overhanging steel bars, 2-of double-spliced steel grooves, 3-of split bolts, 4-of hanging steel bars, 5-of hand-pulling blocks, 6-of reserved holes of webs, 7-of reserved holes of flanges, 8-of gaps and 9-of steel plates.
Detailed Description
Example 1: a high pile wharf cast-in-situ beam form suspension support system comprising: the supporting device comprises a PHC pile core concrete pre-buried overhanging steel bar 1, double-spliced steel grooves 2 fixed on two sides of the PHC pile, suspension steel bars 4 and a chain block 5. The PHC pile is penetrated into post-cast pile core concrete through a reserved hole, the pile core concrete of the PHC pile is embedded with the overhanging steel bar 1, the penetrated post-cast pile core concrete is the concrete curing is completed, after the curing is completed, the PHC pile and the embedded overhanging steel bar 1 form a whole, and the length of the overhanging steel bar 1 at one side of the PHC pile is 1.5 times of the sum of the lengths of the two upper flanges or the lower flanges of the double-spliced steel groove 2 at one side of the PHC pile. Two overhanging steel bars 1 are symmetrically arranged on one side of each PHC pile, and the straight line where the overhanging steel bars 1 are located is located on two sides of the straight line passing through the pile center, and the distance between the straight line passing through the pile center and the pile center is 1/4 times of the pile diameter.
The double-spliced steel tank 2: the double-spliced steel groove 2 is erected on the overhanging steel bar 1, the overhanging steel bar 1 provides vertical support for the double-spliced steel groove 2, holes are spaced on the central line of the web plate of the double-spliced steel groove 2 and are used for penetrating through the split bolts 3, and the double-spliced steel grooves 2 on two sides are fixed in the horizontal direction. Holes are formed in the center line of the flange of the double-spliced steel groove 2 at intervals and used for penetrating through the suspension steel bars 4, and the double-spliced steel grooves 2 on two sides are fixed in the vertical direction. The distance of the splicing gap 8 of the double-spliced steel groove 2 is equal to the diameter of the suspended steel bar 4, and the connection between the channel steels adopts double-sided lap welding.
The suspension steel bar 4: the suspension steel bar 4 passes through the reserved hole of the double-spliced steel groove 2 at two sides, the lower part is provided with a steel plate 9 which is supported at the bottom of the double-spliced steel groove 2, the upper part is connected to the pile head steel bar of the pile, and the gravity of the channel steel is transmitted to the PHC pile through the suspension steel bar 4. Each PHC pile is provided with 3 suspension steel bars 4, the inner side suspension steel bars 4 penetrate through the channel steel flanges close to the pile body, the suspension steel bars 4 in the middle penetrate through the splicing gaps 8 of the double-spliced steel grooves 2, and the outer side suspension steel bars 4 penetrate through the channel steel flanges far away from the pile body. The chain block 5 is a fixing device: welded on the pile head steel bar of the PHC pile, and the double-spliced steel groove 2 is lifted or lowered by a hinge.
The installation method of the high pile wharf cast-in-situ beam template suspension support system comprises the following steps:
1. and inserting the overhanging steel bar into the reserved hole of the PHC pile, pouring pile core concrete with a certain height, and forming a whole by the steel bar and the PHC pile after the concrete curing is completed.
2. Double-side welding is carried out on double-spliced groove steel through lap welding plates, the inner side distance between channel steel webs is consistent with the diameter of a suspended steel bar, and a pair of lap welding plates are arranged at the upper flange and the lower flange of the channel steel every 2 meters.
3. Hoisting double-spliced groove steel to two sides of the PHC pile, adjusting the double-spliced groove steel to a fixed position by using a chain block, and correcting channel steel at two sides by using a level bar so that elevation of the two sides of the double-spliced groove steel is kept consistent.
4. The opposite-pull steel bars penetrate through the reserved holes of the steel webs of the double-spliced groove at two sides and are screwed and fixed by bolts, and channel steel at two sides of the pile body is transversely fixed.
5. And (3) enabling the suspension steel bar to pass through the reserved holes of the upper flanges and the lower flanges of the double-spliced channel steel and the gap spliced by the channel steel, and enabling the steel plate at the bottom of the suspension steel bar to be in lap welding with the lower flanges of the channel steel so as to form a whole, and fixing the channel steel on two sides of the pile body in the vertical direction.
6. And (3) paving square timber on the fixed double-spliced channel steel, paving a concrete bottom template on the square timber, binding a steel reinforcement framework, installing a side template, pouring the concrete of the cross beam and curing.
7. And (3) removing the template: after the strength of the concrete reaches 100%, the side forms around the concrete are removed, the double-spliced channel steel is fixed by using a chain block, the connection between the channel steel and the suspension steel bar is removed by using gas welding, the channel steel is moved to the next span beam area, and finally the concrete bottom form is removed.
Example 2: as shown in fig. 2-4, the cast-in-place crossbeam template suspension supporting device of the high pile wharf comprises two groups of double-spliced steel grooves 2 and an overhanging steel rod 1, wherein each group of double-spliced steel grooves 2 consists of two parallel channel steels with gaps 8, each channel steel is formed into a groove-shaped upright column by a web plate and flanges on the upper side and the lower side of the web plate, the web plates of the two parallel channel steels are opposite, the two groups of parallel double-spliced steel grooves 2 are oppositely arranged, PHC piles are fixedly arranged between the two parallel double-spliced steel grooves, the double-spliced steel grooves 2 are erected on the overhanging steel rod 1 embedded in pile core concrete of the PHC piles, and the overhanging steel rod 1 vertically supports the double-spliced steel grooves 2. This scheme uses two steel tanks 2, and its structure is more firm in current single groove steel construction, and has the steel bar 1 vertical support of encorbelmenting, and two steel tanks 2 are supported steadily, and figure 3 has comparatively clearly expressed above-mentioned scheme.
As a supplement, as shown in fig. 4, the center line of the web of each channel steel of the double-spliced steel groove 2 is spaced with holes for passing opposite-pull steel bars, and the opposite-pull steel bars pass through and are connected between two groups of opposite double-spliced steel grooves 2 and are fastened by opposite-pull bolts 3 so as to fix the two groups of opposite double-spliced steel grooves 2 in the horizontal direction; the center lines of the upper flange and the lower flange of each channel steel of the double-spliced steel groove 2 are separated by holes for being penetrated by the suspension steel bars 4, the holes of the upper flange and the lower flange are opposite, and the opposite double-spliced steel grooves 2 are fixed in the vertical direction. In order to realize the vertical stable fixation of the steel tank, on the support basis of the overhanging steel bar 1, a suspension steel bar is further added to assist in lifting, so that the vertical stability is better, and in order to ensure the fixed relation between the horizontal double-spliced steel tanks 2, a opposite-pull steel bar is used and matched with bolts to fasten the opposite-pull steel bar.
As a supplement scheme, as shown in fig. 4, the suspension steel bar 4 includes a transverse steel bar, the transverse steel bar spans over the two groups of double-spliced steel slots 2, the transverse steel bar is connected to pile head steel bars of the PHC pile, two ends of the transverse steel bar are respectively provided with three vertical steel bars parallel to and fixed to the transverse steel bar, as shown in fig. 2, a first vertical steel bar and a third vertical steel bar at each end penetrate through upper flanges and lower flanges of two channels of the double-spliced steel slots 2 in the group, a second vertical steel bar penetrates through a gap 8 of the two channels, and three vertical steel bars are provided with steel plates 9 for opening holes on lower flanges of the channels and limiting bottoms of the gaps 8 at bottoms of the three vertical steel bars, and the steel plates 9 support bottoms of the double-spliced steel slots 2 when in suspension. That is, the area of the steel plate 9 is larger than the area of the opening and the bottom opening of the gap 8, so that the steel plate 9 is caught in the opening to lift up the double-split steel tank 2 on the steel plate 9 when hanging. The proposal further describes the structure of the suspension steel bar 4, the ingenious design utilizes the channel steel gap and the channel steel flange as the bearing stretching part, and the steel plate stretches the bearing stretching part, and the design of the stretching structure not only utilizes the innovative structure of the steel groove, but also ensures that the supporting system is very compact when the structure (the channel steel gap and the channel steel flange) is used to form the stretching structure.
As a supplement, as shown in fig. 3, the contact position between the overhanging steel bar 1 and the double-spliced steel groove 2 is the bottom of the steel groove between the steel plates 9 of the vertical steel bar. The purpose of this scheme is in order to make the support to the steel bar of encorbelmenting more reasonable, improves stability.
As a supplement, the steel plate 9 is connected to the lower bottom of the whole suspension steel bar 4. As a supplement scheme, divide into both sides with two sets of double-spliced steel groove 2, the braced system is symmetrical structure, and this symmetry is including double-spliced steel groove, channel-section steel, upper and lower edge of a wing, external bar iron, suspension bar iron, split bolt, clearance etc. symmetrical structure helps its stability.
As a supplementary scheme, the overhanging steel bar 1 pre-buried in pile core concrete of the PHC pile is divided into two sides by two groups of double-spliced steel grooves 2, two overhanging steel bars are arranged on each side, and the straight line of the pile core of the PHC pile is longitudinally distributed, the distance between the straight line of each overhanging steel bar 1 and the straight line of the pile core is 1/4 times of the pile diameter, the length of each overhanging steel bar 1 is 3/2 times of the sum of the lengths of the upper flanges or the lower flanges of two channel steel bars of the group of double-spliced steel grooves 2, the distance between the splicing gaps 8 of the two steel grooves of the double-spliced steel grooves 2 is equal to the diameter of the hanging steel bars 4, the opposite-pull steel bars are located near two terminals of the PHC pile, the transverse steel bars of the three hanging steel bars 4 are located between the two opposite-pull steel bars, and the overhanging steel bar 1 is located between the transverse steel bars of the two hanging steel bars 4 (the above is to express the positional relationship of the opposite-pull steel bars, the hanging steel bars 4 and the overhanging steel bar 1). The length of the overhanging steel bar 1 is 1.5 times of the length of the flange of the double-spliced groove steel, so that the penetration degree of the steel bar in the PHC pile is increased, and the structure is favorable for resisting the dead weight of the double-spliced groove steel and the gravity load of concrete. The length of the overhanging steel bar 1 is 1.5 times of the length of the double-spliced groove steel flange, and when the channel steel generates transverse displacement, the steel bar can still provide supporting force, so that the safety and reliability of the support are ensured. Each side is provided with two piles, the straight lines of the pile cores of the PHC piles are longitudinally distributed, the distance between the straight line of each overhanging steel rod 1 and the straight line of the pile core is 1/4 times of the pile diameter, the purpose is to equally divide the distance by the straight lines of the overhanging steel rods 1 and the PHC pile cores on the two sides, and to realize symmetrical equidistant distribution, so that the stress is even when the PHC pile piles are supported, and the supporting stress is even when the horizontal and vertical forces formed by the suspension steel bars 4 and the split bolts 3 to the double-spliced steel grooves 2 are formed, so that the supporting device can be more stable. The distance of the splicing gap 8 between the two steel grooves of the double-spliced steel groove 2 is equal to the diameter of the suspension steel bar 4, and the purpose is to achieve stable suspension for the suspension steel bar 4 with sufficient bearing strength. The combined use of the schemes forms cooperation, so that horizontal and vertical stress formed in the double-spliced steel groove 2 is stable in stress and reliable in support.
As a supplement, the steel bars are lapped between the upper flanges and the lower flanges of the two channel steel of each group of double-spliced steel grooves 2 to form double-sided lap welding.
As a supplement, as shown in fig. 1, the fixing device of the chain block 5 is welded to the pile head steel bar of the PHC pile, and is connected with the double-spliced steel groove 2 by a hinge so as to lift or lower the double-spliced steel groove 2.
By the aid of the structure, the suspension steel bars 4 are matched with the overhanging steel bars 1, the suspension steel bars 4 provide pulling force from top to bottom, the overhanging steel bars 1 provide supporting force from bottom to top, and the combined effect ensures the vertical stability of the suspension template system; the double-spliced channel steel is matched with the split bolts 3, the split bolts 3 penetrate through reserved holes of the double-spliced channel steel webs and are anchored at two ends, the double-spliced channel steel is fixed in the horizontal direction and is tightly attached to the PHC pile body, and the transverse stability of a suspended template system is ensured; the fixing device of the chain block 5 plays roles of lifting, unloading and temporary fixing in the process of installing and dismantling a suspended template system, all the parts cooperatively work and are organically matched, and the overall stability of the template suspended system is ensured.
As shown in figure 1, the cast-in-situ cross beam template suspension supporting system of the high pile wharf comprises a plurality of supporting devices, wherein the supporting devices are distributed at intervals (transversely shown in figure 1 and transversely arranged at intervals), and double-spliced steel grooves 2 of the supporting devices are integrally formed or fixedly connected with each other.
A method for installing a high pile wharf cast-in-situ beam template suspension support system comprises the following steps:
s1, inserting an overhanging steel bar 1 into a reserved hole of a pile core of a PHC pile, and simultaneously pouring pile core concrete with a certain height to enable the pile core concrete to be poured to the pile top, wherein the overhanging steel bar 1 and the PHC pile form a whole after concrete curing is completed;
S2, welding the two sides of the channel steel through lap welding plates to form a double-spliced steel groove 2, wherein the inner side distance of the web plate of the channel steel is consistent with the diameter of the suspended steel bar 4, the double-spliced steel groove 2 is provided with two groups of double-spliced steel grooves which are oppositely arranged at two sides of the PHC pile, and a pair of lap welding plates are arranged at the upper flange and the lower flange (namely between the upper flanges and between the lower flanges) of two channel steel of each group of double-spliced steel groove 2 every two meters;
S3, hoisting the double-spliced steel grooves 2 to two sides of the PHC pile, adjusting the double-spliced steel grooves 2 to the fixed positions by using the hand-pulling hoist 5, and correcting the double-spliced steel grooves 2 at two sides through a level bar so that elevation of the double-spliced steel grooves 2 at two sides is consistent;
S4, for the web plates of the channel steel of the two opposite groups of double-spliced steel grooves 2, the opposite-pull steel bars penetrate through the reserved holes on the web plates and are screwed and fixed by bolts, and the two groups of double-spliced steel grooves 2 on two sides of the pile body are transversely fixed;
s5, for the upper flange and the lower flange of the channel steel of the double-spliced steel groove 2, the suspension steel bar 4 passes through a reserved hole on the upper flange and a gap 8 for splicing the channel steel, a steel plate 9 at the bottom of the suspension steel bar 4 is in lap joint welding with the lower flange of the channel steel to form a whole, and the double-spliced steel groove 2 at two sides of the pile body is fixed in the vertical direction;
S6, paving square timber on the fixed double-spliced steel groove 2, paving a concrete bottom template on the square timber, binding a steel reinforcement framework, installing a side template, pouring concrete of a beam and curing;
S7, after the strength of the concrete reaches the requirement, removing the side forms around the concrete, fixing the double-spliced steel groove 2 by using the chain block 5, removing the connection between the steel groove and the suspension steel bar 4 by using gas welding, moving the steel groove to the next span beam area, and finally removing the concrete bottom form.
The traditional cast-in-situ beam of the high pile is constructed by adopting a hoop method, a scaffold is required to be erected to serve as a working platform for mounting and dismounting of a formwork support system, a large number of bolts are required to be used for mounting, and the cast-in-situ beam of the high pile is complex in construction, high in cost and long in period. The formwork suspension supporting system provided by the invention is simple and convenient to install, a scaffold is not required to be erected, and the formwork can be disassembled by directly cutting the suspension steel bars 4 during disassembly. After the die is disassembled, the double-spliced channel steel moves to the next beam-spanning area in time, and the working efficiency is improved in the process of flow construction. The double-spliced steel groove structure is used for fixing the cast-in-situ beam in construction, the structure is more compact than the anchor ear structure, the double-spliced steel groove is fixed than a single steel sheet, the strength is better, the stability is better, the flange is added and the hole is formed on the double-spliced steel groove structure, the web is provided with the hole, the double-spliced steel groove structure can be horizontally locked, the double-spliced steel groove structure can be provided with a stretched structure, namely a structure for suspending steel bars, so that the double-spliced steel groove structure is more stable, and if the double-spliced steel groove structure is used for a split bolt, the double-spliced steel groove structure is a detachable structure, the distance between two steel groove groups can be adjusted, and PHC piles aiming at different pile diameters have reusability.
While the invention has been described with reference to the preferred embodiments, it will be understood by those skilled in the art that various changes in form and detail may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (5)
1. The cast-in-situ beam template suspension supporting device for the high pile wharf is characterized by comprising two groups of double-spliced steel grooves (2) and overhanging steel bars (1), wherein each group of double-spliced steel grooves (2) consists of two parallel channel steels with gaps (8), each channel steel is formed by a web plate and flanges on the upper side and the lower side of the web plate to form a groove-shaped upright column, the web plates of the two parallel channel steels are opposite, the two groups of parallel double-spliced steel grooves (2) are oppositely arranged, PHC piles are fixedly arranged between the two parallel double-spliced steel grooves, and the double-spliced steel grooves (2) are erected on the overhanging steel bars (1) embedded in pile core concrete of the PHC piles; the center line of the web plate of each channel steel of the double-spliced steel groove (2) is provided with holes for passing opposite-pull steel bars, the opposite-pull steel bars penetrate through and are connected between two groups of opposite double-spliced steel grooves (2) and are fastened by opposite-pull bolts (3) so as to fix the two groups of opposite double-spliced steel grooves (2) in the horizontal direction; the center lines of the upper flange and the lower flange of each channel steel of the double-spliced steel groove (2) are separated by holes for being penetrated by the suspension steel bars (4), the holes of the upper flange and the lower flange are opposite, and the opposite double-spliced steel grooves (2) are fixed in the vertical direction; the suspension steel bar (4) comprises transverse steel bars, wherein the transverse steel bars transversely span the upper parts of the two groups of double-spliced steel grooves (2), the transverse steel bars are connected to pile head steel bars of the PHC pile, three vertical steel bars which are parallel to each other and fixed to the transverse steel bars are respectively arranged at two ends of the transverse steel bars, the first vertical steel bar and the third vertical steel bar at each end penetrate through the upper flange and the lower flange of two channel steel of the double-spliced steel groove (2) in the group, the second vertical steel bar penetrates through a gap (8) of the two channel steel, and steel plates (9) for opening holes on the lower flange of the channel steel and limiting the bottom of the gap (8) are arranged at the bottoms of the three vertical steel bars, and the steel plates (9) are used for supporting the bottoms of the double-spliced steel grooves (2) during suspension; the contact position of the overhanging steel bar (1) and the double-spliced steel groove (2) is the bottom of the steel groove between the steel plates (9) of the vertical steel bar; the pile core concrete of the PHC pile is internally embedded with the overhanging steel bars (1), two groups of double-spliced steel grooves (2) are arranged on two sides, two overhanging steel bars are arranged on each side, the two sides are longitudinally distributed along the straight line of the pile core of the PHC pile, the distance between the straight line of each overhanging steel bar (1) and the straight line of the pile core is 1/4 times of the pile diameter, the length of each overhanging steel bar (1) is 3/2 times of the sum of the lengths of the upper flanges or the lower flanges of two channel steel of the double-spliced steel grooves (2), the distance between the splicing gaps (8) of the two steel grooves of the double-spliced steel grooves (2) is equal to the diameter of a hanging steel bar (4), opposite-pull steel bars are positioned near two terminals of the PHC pile in the longitudinal direction, the transverse steel bars of the three hanging steel bars (4) are positioned between the two opposite-pull steel bars, and the overhanging steel bars (1) are positioned between the transverse steel bars of the two hanging steel bars (4); and overlapping steel bars between upper flanges and lower flanges of two channel steels of each group of double-spliced steel grooves (2) to form double-sided lap welding.
2. A high pile wharf cast-in-situ beam formwork suspension support device according to claim 1, characterized in that the steel plate (9) is connected to the lower bottom of the whole suspension bar (4).
3. The high pile wharf cast-in-situ beam formwork suspension support device according to claim 1, characterized in that the support device is of symmetrical structure divided into two sides by two groups of double-spliced steel grooves (2).
4. The high pile wharf cast-in-situ beam formwork suspension supporting device according to claim 1, wherein the chain block (5) fixing device is welded to pile head steel bars of the PHC pile, and is connected with the double-spliced steel groove (2) by a hinge so as to lift or lower the double-spliced steel groove (2).
5. A high pile wharf cast-in-situ beam template suspension support system, comprising a plurality of support devices according to any one of claims 1-4, wherein the support devices are distributed at intervals, and double-spliced steel grooves (2) of the support devices are integrally formed or fixedly connected with each other.
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| CN110306485A (en) * | 2019-05-15 | 2019-10-08 | 中交第四航务工程局有限公司 | A kind of adjacent wall top suspention beam type caisson wharf breastwork cast-in-place structural and method |
| CN119615823B (en) * | 2024-12-24 | 2026-01-30 | 中交第四航务工程局有限公司 | A high-pile wharf formwork support system, system and construction method |
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| CN205804276U (en) * | 2016-06-22 | 2016-12-14 | 中交第二航务工程局有限公司 | A kind of bed die support system of the cast-in-place crossbeam of long piled wharf |
| CN106638588A (en) * | 2017-01-18 | 2017-05-10 | 中交航局第工程有限公司 | Steel pipe pile cap bottom lifting device and mounting method thereof |
| CN209277089U (en) * | 2018-11-21 | 2019-08-20 | 安徽省交通航务工程有限公司 | The cast-in-place beam template hanging supporting device of long piled wharf and support system |
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| JP4351523B2 (en) * | 2003-12-08 | 2009-10-28 | 株式会社ピーエス三菱 | Column head construction method |
| CN100557139C (en) * | 2007-07-26 | 2009-11-04 | 中国海洋石油总公司 | Supporting method of base form hanging basket for concrete works limited by tidal water |
| CN205742074U (en) * | 2016-07-01 | 2016-11-30 | 中建筑港集团有限公司 | A kind of quickly anchor ear detaching structure |
| CN106120562A (en) * | 2016-07-08 | 2016-11-16 | 杭州市市政工程集团有限公司 | Overpass rod iron bracket bent cap support for shuttering integral hoisting construction method |
| CN108374555A (en) * | 2018-05-04 | 2018-08-07 | 舜杰建设（集团）有限公司 | Girder with rolled steel section en cased in concrete, which pours, to be smash without support hung formwork structure and method |
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| CN205804276U (en) * | 2016-06-22 | 2016-12-14 | 中交第二航务工程局有限公司 | A kind of bed die support system of the cast-in-place crossbeam of long piled wharf |
| CN106638588A (en) * | 2017-01-18 | 2017-05-10 | 中交航局第工程有限公司 | Steel pipe pile cap bottom lifting device and mounting method thereof |
| CN209277089U (en) * | 2018-11-21 | 2019-08-20 | 安徽省交通航务工程有限公司 | The cast-in-place beam template hanging supporting device of long piled wharf and support system |
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