CN111691449A

CN111691449A - Steel bar method construction process for high-pile frame wharf bottom beam lattice

Info

Publication number: CN111691449A
Application number: CN202010552949.8A
Authority: CN
Inventors: 胡未艾; 沈超
Original assignee: Wuxi Navigation Project Co ltd
Current assignee: Wuxi Navigation Project Co ltd
Priority date: 2020-06-17
Filing date: 2020-06-17
Publication date: 2020-09-22

Abstract

The invention relates to the technical field of port and channel engineering, in particular to a steel bar method construction process for a bottom beam lattice of a high-pile frame wharf. The invention has the advantages of convenient and fast template erection, no influence by water and low construction difficulty.

Description

Steel bar method construction process for high-pile frame wharf bottom beam lattice

Technical Field

The invention relates to the technical field of port and channel engineering, in particular to a steel bar method construction process for a bottom beam lattice of a high-pile frame wharf.

Background

The high pile frame wharf is composed of a superstructure (pile platform or bearing platform), a pile foundation, a shore connection structure, a shore gate, wharf equipment and the like. The superstructure forms a quay surface and is integrally connected with the pile foundation, directly bears the vertical and horizontal loads acting on the quay surface, and transmits the loads to the pile foundation. The pile foundation is used for supporting the superstructure to transmit the load of superstructure and wharf face to the ground depths, also be favorable to firm bank slope simultaneously. The main function of the shore structure is to connect the pile platform with the land area of the port. The high pile frame wharf belongs to a hollow structure, waves and water flow can pass below the wharf plane, the waves are not reflected, flood discharge is not influenced, siltation can be reduced, the high pile frame wharf is suitable for rivers with large water level differences in mountainous areas, and long pile and large span structures are widely adopted.

For a high pile frame wharf, the pile foundation is composed of vertical columns and horizontal tie beams. The tie beam is divided into a longitudinal tie beam and a transverse tie beam which are perpendicular to each other to form a reticular beam lattice, and the upright posts are positioned at each node of the beam lattice.

A template needs to be erected during cast-in-place tie beam, and a common template supporting structure comprises a full framing bracket and a steel pipe Bailey bracket. Because the major structure of pier is located the waters, there is more inconvenience when setting up full hall support or steel pipe bailey support: during construction, the water level fall is large, built full framing or steel pipe Bailey framing can be submerged and washed by water flow, and after the framing is influenced by the water flow, the strength and the stability of the framing can not be ensured; the operation is inconvenient when erecting the underwater part of the support. Therefore, various problems exist when the template is erected, and the construction difficulty of the cast-in-place tie beam is higher.

Disclosure of Invention

Aiming at the defects in the prior art, the invention aims to provide a steel bar method construction process for a bottom beam lattice of a high-pile frame wharf, which has the effects of convenience and rapidness in template erection, no influence of water and low construction difficulty.

The above object of the present invention is achieved by the following technical solutions:

a steel bar method construction process for a high-pile frame wharf bottom beam lattice comprises

S1: reserving through holes, pouring upright column concrete to be level with the elevation of the bottom of the tie beam, reserving two through holes on the upright column concrete, wherein the two through holes are respectively arranged along the longitudinal direction and the transverse direction, and the two through holes are staggered along the vertical direction;

s2: erecting a bracket, inserting a steel bar into the transverse through hole, enabling two ends of the steel bar to penetrate out of the through hole, respectively erecting supporting pieces at two ends of the steel bar, and arranging the two supporting pieces along the longitudinal direction;

s3: erecting a template, laying a bottom die on a support piece, binding steel bars above the bottom die, and erecting side dies on two sides of the bottom die;

s4: pouring concrete, namely pouring concrete between the bottom die and the side die, and forming the longitudinal connecting beam after solidification;

s5: sequentially dismantling the side die, the bottom die and the bracket;

s6: and penetrating a steel bar into the longitudinal through hole, respectively erecting supporting pieces transversely arranged at two ends of the steel bar, and repeating the processes of erecting a template, pouring concrete and dismantling to form the transverse connecting beam.

By adopting the technical scheme, the bottom die is supported by the supporting piece, the supporting piece is supported by the steel bar, and the steel bar penetrates through the through hole to transmit the pressure to the upright post; the whole support system uses the upright column as a support, is not in direct contact with the ground, is not limited by foundation conditions, is convenient and quick when a template is erected, is not influenced by water, and is low in construction difficulty.

The present invention in a preferred example may be further configured to: the support piece is a Bailey beam, and a reinforcing chord is arranged on the lower surface of the Bailey beam.

By adopting the technical scheme, the Bailey beam is easy to assemble, the length can be adjusted according to actual needs, and the Bailey beam is high in universality; the reinforcing chord member can effectively increase the bearing capacity of the original chord member of the Bailey beam and improve the structural strength of the support system.

The present invention in a preferred example may be further configured to: the supporting piece is an I-shaped steel beam.

Through adopting above-mentioned technical scheme, I-steel roof beam has the advantage that the processing cost is low, and bending resistance is strong.

The present invention in a preferred example may be further configured to: and the distribution beams are laid on the two supporting pieces and are parallel to the steel bars, the distribution beams are arranged along the length direction of the supporting pieces, and the distribution beams are abutted against the lower surface of the bottom die.

By adopting the technical scheme, the distribution beam can greatly increase the stress area of the bottom die, so that the bottom die can be stressed uniformly as much as possible, the conditions of sinking, deformation and the like are not easy to occur, and the forming quality of the tie beam is ensured.

The present invention in a preferred example may be further configured to: and adjusting sandboxes are arranged at two ends of the steel bar.

By adopting the technical scheme, the height of the longitudinal connecting beam and the height of the transverse connecting beam are flush, the transverse through hole and the longitudinal through hole are staggered along the vertical direction, the adjusting sandbox is arranged to fill the height difference between the longitudinal through hole and the longitudinal through hole, the sizes of the supporting piece and other structures are kept consistent, and the supporting piece and other structures can be universal when in use and do not need to be replaced.

The present invention in a preferred example may be further configured to: two wood purlin has been laid respectively to one side that the side form was carried on the back mutually, wood purlin sets up along vertical direction, and wood purlin is arranged along the length direction of side form, and wood purlin is equipped with the holding strip in pairs to side form one side dorsad, the holding strip is parallel with the length direction of side form, wears to be equipped with on holding strip, wood purlin and the side form to the stay bolt, it is perpendicular with the side form to the stay bolt, and the cover is equipped with the nut in pairs on the stay bolt, the nut offsets with one side of holding strip dorsad wood purlin.

By adopting the technical scheme, the nut is abutted against one side of the clamping strip back to the wood purlin, and the side die is supported through the clamping strip and the wood purlin, so that the side die has enough strength and can bear the lateral force and the vibration force of concrete pouring and vibration, and the accurate overall dimension of the tie beam is ensured.

The present invention in a preferred example may be further configured to: the inner diameter of the through hole is larger than the diameter of the steel bar.

By adopting the technical scheme, the steel bar can be gradually bent and deformed in the using process, and can be replaced when the deformation is accumulated to a certain degree; the inner diameter of the through hole is larger than the diameter of the steel bar, and the steel bar can be guaranteed to be drawn out of the through hole smoothly after being deformed.

The present invention in a preferred example may be further configured to: the steel bar comprises a first section and a second section, and the first section is in threaded fit with the second section.

Through adopting above-mentioned technical scheme, the part that the through-hole was worn out at the rod iron both ends can be in the use bending deformation gradually, divide into threaded connection's festival section one and festival section two with the rod iron, can come the rod iron split after the use to take out festival section one and festival section two along opposite direction, do not receive the influence at deformation position.

The present invention in a preferred example may be further configured to: the lateral wall at both ends of the steel bar is provided with jacks, the jacks are arranged along the radial line direction of the steel bar, and cantilevers are detachably connected in the jacks.

Through adopting above-mentioned technical scheme, during the split rod iron, insert the jack with the cantilever, operating personnel can exert oneself to the rod iron better, is the segmentation one and the segmentation two with the rod iron split.

The present invention in a preferred example may be further configured to: an anchor cable penetrates through the steel bar and is parallel to the axis of the steel bar, the anchor cable is located above the axis of the steel bar, and anchor devices are arranged at two ends of the anchor cable and abut against the end face of the steel bar.

By adopting the technical scheme, when the steel bar is pressed and bent, the part above the axis of the steel bar stretches, and the part below the axis of the steel bar compresses, so that the anchor cable penetrates through the upper part of the axis of the steel bar and is tensioned, then the anchor cable is maintained with a certain prestress by the aid of the anchorage device, partial or all trends of stretching deformation of the part above the axis of the steel bar can be offset, the steel bar is not easy to bend and deform, and the steel bar can be smoothly drawn out from the through hole.

In summary, the invention includes at least one of the following beneficial technical effects:

1. the formwork is convenient and quick to erect, is not influenced by water bodies, and is low in construction difficulty;

2. the steel bar consists of a first section and a second section which are connected by screw threads, and can be directly disassembled after use and pulled out from the through hole along opposite directions without being influenced by the deformation of two ends of the steel bar;

3. by penetrating the anchor cable into the steel bar and maintaining certain prestress on the anchor cable by means of the anchorage device, the tendency of stretching deformation of the part above the axis of the steel bar can be offset, and the steel bar is not easy to bend and deform.

Drawings

FIG. 1 is a schematic plan view of the stent system used in example 1;

FIG. 2 is a front view for embodying the stent system in example 1;

FIG. 3 is a side view of the stent system embodied in example 1;

FIG. 4 is a schematic plan view for embodying the side mold in example 1;

FIG. 5 is a schematic view showing the arrangement of wood purlin and holding strips in example 1;

FIG. 6 is a side view of the stent system embodied in example 2;

FIG. 7 is a schematic structural view for embodying the steel rod in example 3;

fig. 8 is a schematic structural view for embodying the steel rod in example 4.

In the figure, 1, upright column concrete; 2. a through hole; 3. a steel bar; 4. adjusting the sandbox; 5. a reinforcing chord; 6. a support member; 7. a distribution beam; 8. bottom die; 9. side mould; 10. wood purlin; 11. clamping strips; 12. oppositely pulling the bolts; 13. a nut; 14. tying a beam; 15. a cantilever; 16. adjusting the square timber; 31. segment one; 32. a second segment; 33. a jack; 34. an anchor cable; 35. an anchorage device; 61. a Bailey beam; 62. an I-shaped steel beam.

Detailed Description

The present invention will be described in further detail with reference to the accompanying drawings.

Example 1:

referring to fig. 1 to 5, the steel bar method construction process for the bottom beam lattice of the high-pile frame wharf disclosed by the invention comprises

S1: a through hole 2 is reserved. Pouring the upright column concrete 1 to be level with the elevation of the bottom of the tie beam 14, and embedding two PVC pipes on the upright column concrete 1. The two PVC pipes are respectively arranged along the transverse direction and the longitudinal direction, the two PVC pipes are positioned at the position about 2.1m below the height mark of the bottom of the tie beam 14, and the height of one PVC pipe is greater than that of the other PVC pipe.

The PVC pipe is a round pipe, and the inner diameter of the PVC pipe is 110 mm. The length of the PVC pipe is 1.6m, which is just equal to the diameter of the upright concrete 1. The PVC pipe penetrates through the upright concrete 1, a through hole 2 is formed after the upright concrete 1 is cured and molded, and the inner diameter of the through hole 2 is 110 mm.

S2: and (5) setting up a bracket.

The steel bar 3 with the diameter of 90mm and the length of 3m is selected and inserted into the transverse PVC pipe, and both ends of the steel bar 3 penetrate out of the PVC pipe.

The adjusting sandbox 4 is respectively arranged at the two ends of the steel bar 3, the height of the adjusting sandbox 4 is about 25cm, and then the Bailey beam 61 is arranged on the adjusting sandbox 4 to serve as a support 6.

The two groups of Bailey beams 61 extend along the longitudinal direction and clamp the upright concrete 1 in the same row. In addition, a reinforcing chord 5 is bolted to the chord at the bottom end of the beret beam 61 to reinforce the structural strength of the beret beam 61.

A plurality of 12-gauge channel beams are laid on the beret beam 61 as the distribution beam 7. The distribution beam 7 is parallel to the steel bar 3 and its length is also equal to the length of the steel bar 3. The distribution beams 7 are uniformly arranged along the length direction of the beret beam 61, and the distance between two adjacent distribution beams 7 is 40 cm.

S3: and (5) erecting a template.

And processing and manufacturing the shaping wood pattern in a processing field, and bending and forming the reinforcing steel bar.

And laying a bottom die 8 on the distribution beam 7, and binding reinforcing steel bars above the bottom die 8. When binding the reinforcing steel bars, the main reinforcing steel bars are firstly penetrated into the upright posts, and then the binding of the stirrups is carried out.

The two sides of the bottom die 8 are provided with vertical side dies 9, and one side of the two groups of side dies 9 opposite to each other is respectively paved with wood balms 10. The cross section of each wood purlin 10 is 50 x 70mm, the wood purlin 10 is arranged along the vertical direction, the wood purlin 10 is arranged along the length direction of the side die 9, and the distance between every two adjacent wood purlin 10 is 30 cm.

Two clamping strips 11 are arranged on one side of the wood purlin 10 back to the side die 9, and the clamping strips 11 are steel pipes with the outer diameter of 50 mm. The holding strips 11 are parallel to the length direction of the side die 9, the two holding strips 11 are arranged along the vertical direction, and the distance between the two holding strips 11 is 90 cm.

The split bolt 12 with the diameter of 12mm is vertically arranged with the side die 9, the split bolt 12 simultaneously penetrates through the two groups of holding strips 11, the wood purlin 10 and the side die 9, and nuts 13 are respectively sleeved at two ends of the split bolt 12. And screwing the nut 13 to abut against one side of the holding strip 11, which is back to the wood purlin 10, limiting the side mold 9 through the holding strip 11 and the wood purlin 10, and maintaining the stability of the side mold 9 in the subsequent pouring process.

S4: and (5) pouring concrete. And concrete is poured between the bottom die 8 and the side die 9, and after solidification, the longitudinal connecting beam 14 is formed. After pouring, covering and watering are carried out within 12 hours, the watering frequency is based on keeping the concrete to have enough wetting state, and the curing period is generally not less than 7 days and nights.

S5: and after the longitudinal connecting beam 14 reaches the concrete strength required by the specification, the side die 9, the bottom die 8 and the support are sequentially dismantled.

S6: and (3) penetrating the steel bar 3 into a longitudinal PVC pipe, sequentially erecting the adjusting sandbox 4, the Bailey beam 61, the distribution beam 7, the bottom die 8 and the side die 9, repeating the concrete pouring and dismantling process, and forming the transverse connecting beam 14.

The implementation principle of the embodiment is as follows:

the steel bar 3 passes through the through hole 2 and transmits pressure to the upright post, so that the whole bracket system is supported by the upright post and is not in direct contact with the ground, and the limitation of foundation conditions is avoided. The formwork is convenient and quick to erect, is not influenced by water bodies, and is low in construction difficulty.

Example 2:

the difference from embodiment 1 is that, referring to fig. 6, the support member 6 uses an i-beam 62, and the i-beam 62 uses a 35-gauge i-beam.

Referring to fig. 6, the distribution beam 7 is composed of 12 h-beams and square beams alternately laid on the h-beam 62, and the interval between two adjacent h-beams and square beams is 0.6 m. In practical application, the distribution beam 7 can also use 12-size I-steel or square timber.

Referring to fig. 6, adjusting square timbers 16 are stacked above the distribution beam 7 to fill the height difference between the distribution beam 7 and the bottom mold 8, and the distribution beam 7 abuts against the bottom mold 8 through the adjusting square timbers 16.

Example 3:

the difference from embodiment 1 is that, referring to fig. 7, the inner diameter of the through-hole 2 is slightly larger than the diameter of the steel rod 3.

Referring to fig. 7, the steel bar 3 is composed of a first segment 31 and a second segment 32, the axes of the first segment 31 and the second segment 32 are coincident, the opposite ends of the first segment 31 and the second segment 32 penetrate into the through hole 2, the opposite ends of the first segment 31 and the second segment 32 are located outside the through hole 2, and the first segment 31 and the second segment 32 are in threaded fit.

Referring to fig. 7, the parts of the first segment 31 and the second segment 32 penetrating through the through hole 2 are both provided with insertion holes 33, and the insertion holes 33 are counter bores and are arranged along the radial line direction of the steel bar 3. One end of the cantilever 15 is inserted into the jack 33.

The implementation principle of the embodiment is as follows:

after the steel bar 3 is used, the operator inserts the end of the cantilever 15 into the insertion hole 33, and screws the first segment 31 and the second segment 32 by the cantilever 15 to separate the first segment 31 from the second segment 32. At this time, the first segment 31 and the second segment 32 can be drawn out from the through hole 2 in opposite directions, and even if the portions of the first segment 31 and the second segment 32, which penetrate out of the through hole 2, are bent and deformed, no obstruction is caused. .

Example 4:

the difference from the embodiment 1 is that, referring to fig. 8, the inner diameter of the through hole 2 is slightly larger than the diameter of the steel rod 3, an anchor cable 34 is slidably arranged on the steel rod 3, the anchor cable 34 is parallel to the axis of the steel rod 3, and the anchor cable 34 passes through the steel rod 3 directly above the axis. In addition, the anchor cable 34 is sleeved with an anchor device 35 at both ends thereof, and the anchor device 35 is abutted against the end surface of the steel bar 3.

The implementation principle of the embodiment is as follows:

after the steel bar 3 is inserted into the through hole 2, the anchor cable 34 is tensioned by means of hydraulic equipment, and the anchor device 35 is used to maintain the prestress on the anchor cable 34. When the two ends of the steel bar 3 bear pressure, the part of the steel bar 3 above the axis of the steel bar 3 tends to be stretched and deformed, at the moment, the anchor cable 34 is matched with the anchor device 35 to limit the steel bar 3, and the partial or all trends are offset, so that the steel bar 3 is not easy to bend and deform.

The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.

Claims

1. A steel bar method construction process for a high-pile frame wharf bottom beam lattice is characterized in that: comprises that

S1: the method comprises the steps of reserving through holes (2), pouring upright column concrete (1) to be level with the elevation of the bottom of a tie beam (14), reserving two through holes (2) on the upright column concrete (1), wherein the two through holes (2) are respectively arranged along the longitudinal direction and the transverse direction, and the two through holes (2) are staggered along the vertical direction;

s2: erecting a support, inserting a steel bar (3) into the transverse through hole (2), wherein both ends of the steel bar (3) penetrate out of the through hole (2), erecting support pieces (6) at both ends of the steel bar (3), and the two support pieces (6) are arranged along the longitudinal direction;

s3: erecting a template, laying a bottom die (8) on a support piece (6), binding steel bars above the bottom die (8), and erecting side dies (9) on two sides of the bottom die (8);

s4: pouring concrete, namely pouring concrete between the bottom die (8) and the side die (9), and forming a longitudinal connecting beam (14) after solidification;

s5: the side die (9), the bottom die (8) and the bracket are sequentially dismounted;

s6: and a steel bar (3) penetrates into the longitudinal through hole (2), supporting pieces (6) arranged along the transverse direction are respectively erected at two ends of the steel bar (3), and the processes of erecting a template, pouring concrete and dismantling are repeated to form the transverse connecting beam (14).

2. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 1, wherein the steel bar method construction process comprises the following steps: the support piece (6) is a Bailey beam (61), and a reinforcing chord (5) is arranged on the lower surface of the Bailey beam (61).

3. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 1, wherein the steel bar method construction process comprises the following steps: the supporting piece (6) is an I-shaped steel beam (62).

4. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 1, wherein the steel bar method construction process comprises the following steps: two strutting piece (6) upper berth is equipped with distribution beam (7), distribution beam (7) are parallel with rod iron (3), and distribution beam (7) arrange along the length direction of strutting piece (6), and distribution beam (7) offset with the lower surface of die block (8).

5. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 1, wherein the steel bar method construction process comprises the following steps: and adjusting sand boxes (4) are arranged at two ends of the steel bar (3).

6. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 1, wherein the steel bar method construction process comprises the following steps: two wood purlin (10) have been laid respectively to one side that side form (9) were carried on the back of the body, wood purlin (10) are along vertical direction setting, and wood purlin (10) are arranged along the length direction of side form (9), and wood purlin (10) are worn to be equipped with pull stud (12) in pairs to side form (9) one side, pull stud (11) are parallel with the length direction of side form (9), and pull stud (12) are worn to be equipped with on clip (11), wood purlin (10) and side form (9), pull stud (12) are perpendicular with side form (9), and the cover is equipped with nut (13) in pairs on pull stud (12), nut (13) and one side of clip (11) dorsad wood purlin (10) offset.

7. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 1, wherein the steel bar method construction process comprises the following steps: the inner diameter of the through hole (2) is larger than the diameter of the steel bar (3).

8. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 1, wherein the steel bar method construction process comprises the following steps: the steel bar (3) comprises a first section (31) and a second section (32), and the first section (31) is in threaded fit with the second section (32).

9. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 8, wherein the steel bar method construction process comprises the following steps: the jack (33) has been seted up on the lateral wall at rod iron (3) both ends, jack (33) set up along the radial line direction of rod iron (3), can dismantle in jack (33) and be connected with cantilever (15).

10. The steel bar method construction process for the foundation beam lattice of the high pile frame wharf according to claim 1, wherein the steel bar method construction process comprises the following steps: an anchor rope (34) penetrates through the steel bar (3), the anchor rope (34) is parallel to the axis of the steel bar (3), the anchor rope (34) is located above the axis of the steel bar (3), anchorage devices (35) are arranged at two ends of the anchor rope (34), and the anchorage devices (35) are abutted to the end face of the steel bar (3).