CN111691450A - Concrete construction process for top beam plate of high-pile beam plate type wharf - Google Patents
Concrete construction process for top beam plate of high-pile beam plate type wharf Download PDFInfo
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- CN111691450A CN111691450A CN202010556915.6A CN202010556915A CN111691450A CN 111691450 A CN111691450 A CN 111691450A CN 202010556915 A CN202010556915 A CN 202010556915A CN 111691450 A CN111691450 A CN 111691450A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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Abstract
The invention relates to the technical field of port engineering, in particular to a concrete construction process for a beam plate on a top layer of a high-pile beam plate type wharf, which comprises the following steps: i-shaped steel is paved on the steel pipe pile, and a scaffold is erected on the I-shaped steel; pre-pressing the scaffold by using a water bag, wherein the pre-pressing weight is the load weight when the top beam is poured; building a template on the scaffold and pouring a top beam, and pouring top concrete for the second time after the concrete of the top beam reaches more than 80% of the design strength; construction is performed sequentially from the structural section on the downstream side to the structural section on the upstream side. The invention adopts the construction process of separately pouring the beam plate, namely, the concrete is poured to the bottom elevation of the top plate for the first time, and the top plate concrete is poured for the second time after the concrete of the top beam reaches more than 80 percent of the design strength, thereby ensuring the construction safety and the engineering quality.
Description
Technical Field
The invention relates to the technical field of port engineering, in particular to a concrete construction process for a beam plate on a top layer of a high-pile beam plate type wharf.
Background
A wharf project plans to build 5 berths: 1 3000DWT multipurpose berth, 4 DWT bulk cargo shipment berths, 5 berths in total adopt the shore formula to berth the mode, and the line is arranged near 48 ~ 50m contour line before the pier, and is basically parallel with the water flow direction, is the E-W trend. Arranging 5 3000-ton berths along the front line of the wharf, wherein the 1# -4 # berths are bulk cargo wharf berths and are positioned at the upstream; the # 5 berth is a multi-purpose quay berth, downstream. The single berth length is 97m, 92m, 93m and 108m respectively, and the total length of 5 berths is 482 m. The elevation of the quayside surface is 76m, and the elevation of the front edge design bottom is 43.43 m.
The wharf is a high-pile beam-slab wharf structure, and top beam-slab concrete construction is the key and core of hydraulic structure construction, because top beam lattice templates are very complex and have more nodes, and cast-in-place construction is adopted, the construction difficulty is high, and no corresponding construction method is disclosed at present.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a concrete construction process for a top beam plate of a high-pile beam plate wharf, and solves the difficult problem of concrete cast-in-place construction of the high-pile beam plate wharf with a complex top beam lattice template structure and a plurality of nodes.
The above object of the present invention is achieved by the following technical solutions: a high pile beam slab type wharf top layer beam slab concrete construction process comprises the following steps:
STEP1, laying I-shaped steel on the steel pipe pile, and erecting a scaffold on the I-shaped steel;
STEP2, prepressing the scaffold by using a water bag, wherein the prepressing weight is the load weight when the top beam is poured;
STEP3, building a template on the scaffold, pouring a top beam, and pouring top plate concrete for the second time after the concrete of the top beam reaches more than 80% of the design strength;
STEP4. the construction of STEP3 is performed sequentially from the structural section on the downstream side to the structural section on the upstream side.
By adopting the technical scheme, the construction process of separately pouring the beam plates is adopted, namely, the concrete is poured to the bottom elevation of the top plate for the first time, the top plate concrete is poured for the second time after the concrete of the top beam reaches more than 80% of the design strength, and the construction sequence is that the concrete is poured from the structural section at the downstream side to the structural section at the upstream side in sequence, so that the construction safety and the engineering quality are ensured.
Preferably, in STEP3, the template includes beam column joint template, beam template, bold combination plank sheathing, installs beam column joint template earlier during the construction, after the section, the straightness that hangs down, the rigidity of beam column joint template are qualified, supports beam template and bold combination plank sheathing again.
By adopting the technical scheme, in order to ensure the quality of the node concrete, the customized shaping wood formwork is adopted according to the node beam-column formwork, the beam-column joint formwork is firstly installed during installation, the quality control and inspection during the installation of the beam-column joint formwork are enhanced, and the beam formwork and the large combined wood formwork are supported after the section, the verticality and the rigidity of the beam-column joint formwork are qualified.
Preferably, STEP2 is to load and test pressure by stages by using 50% load, 75% load and 100% load in sequence.
By adopting the technical scheme, the full deformation settling time of the observed structure is given.
Preferably, a plurality of observation points are arranged at the top of the scaffold before pressure testing, the first observation is carried out before pre-pressing load is not applied to the scaffold, the height of the observation points is recorded as D1, and then uniform loading is carried out; after loading to 50% of load, keeping the load for 30 minutes, and recording the observed height value as D2; then continuously applying the load, keeping the load for 30 minutes after loading to 75 percent of the load, and recording the observed height value as D3; when the total loading is 100%, the load is held for 30 minutes and observation is started, the observation is carried out once every 2 hours until the settlement is stable, and the last height observation value before the unloading is recorded as D4; after unloading, the observation was again made, and the height was recorded as D5.
By adopting the technical scheme, the recorded data can be conveniently counted into the chart, so that the settlement of the scaffold can be more intuitively represented.
Preferably, before the water bag is pre-pressed, a plurality of observation points are also arranged on the I-steel, and the observation method is the same as that for observing the scaffold.
Through adopting above-mentioned technical scheme, can observe the settlement of scaffold frame and I-steel simultaneously.
Preferably, in STEP3, before secondary casting, the concrete contact surface of the top beam and the top plate needs to be roughened, the template at the joint of the top beam and the top plate needs to be patched, and the cement paste of the steel bars at the top of the top beam needs to be cleaned.
By adopting the technical scheme, the combination stability of the top beam and the top plate concrete is improved.
Preferably, the I-steel comprises a transverse I-steel and a longitudinal I-steel, the transverse I-steel is fixed at the top of the steel pipe pile, and the longitudinal I-steel is fixed above the transverse I-steel.
Through adopting above-mentioned technical scheme, provide the firm base of full hall scaffold frame.
Preferably, the top layer beam comprises a top layer cross beam, a top layer longitudinal beam and a track beam, the track beam and the top layer longitudinal beam are identical in length direction, a plurality of stand columns are arranged below the top layer beam, adjacent stand columns are connected with the longitudinal tie beam through a transverse tie beam, and the track beam is located at the tops of the stand columns.
By adopting the technical scheme, the connection stability of the top beam and the basic framework structure (the upright post, the transverse connecting beam and the longitudinal connecting beam) of the wharf is improved.
In summary, the invention includes at least one of the following beneficial technical effects:
1. the construction process of separately pouring the beam plate is adopted, namely, the concrete is poured to the bottom elevation of the top plate for the first time, and the top plate concrete is poured for the second time after the concrete of the top beam reaches more than 80% of the design strength, so that the construction safety and the engineering quality are ensured;
2. and by adopting staged loading pressure test, the full deformation settling time of the observed structure is given.
Drawings
Fig. 1 is a top view of a high pile beam slab dock;
fig. 2 is a sectional view taken along line a-a of fig. 1.
In the figure, 1, a top beam; 2. a top layer beam; 3. a top layer stringer; 4. a track beam; 5. a column; 6. a transverse tie beam; 7. longitudinal tie-beams; 8. i-shaped steel; 9. transverse I-shaped steel; 10. longitudinal I-shaped steel; 11. steel pipe piles; 12. a scaffold; 13. and (5) top plate concrete.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
The invention discloses a concrete construction process for a top beam plate of a high-pile beam plate type wharf, which has the following overall construction thought of the top beam plate: this engineering top beam slab concrete construction is the key and the core of hydraulic structure construction, the engineering volume is big, the construction degree of difficulty is high, for guaranteeing safety and engineering quality, this scheme adopts the roof beam slab to separately pour the construction technology, as shown in fig. 2, the concrete pouring of first top roof beam 1 (including top layer crossbeam 2, top layer longeron 3, track roof beam 4) to roof bottom elevation, treat the concrete of top roof beam 1 and reach more than 80% of design strength after, the roof concrete 13 is pour to the secondary, the construction order is for pouring in proper order to the first structure section of upstream side from the 11 th structure section of downstream side.
The upper beam system of the hydraulic structure is poured according to the construction process, and the following points are required to be met:
1. roughening the concrete contact surface of the beam (top beam 1) and the slab (top plate);
2. performing seam splicing treatment on the template at the joint of the beam and the plate;
3. and after the concrete is poured for the first time, cleaning cement paste of the steel bars at the top of the beam.
As shown in fig. 2, the supporting system for the engineering top beam 1 and the top plate construction adopts the matching of the i-steel 8 and the scaffold 12, the i-steel 8 is flatly laid on the steel pipe pile 11, and the scaffold 12 is erected on the i-steel 8 to support the load during the upper structure construction. The I-shaped steel 8 comprises a transverse I-shaped steel 9 and a longitudinal I-shaped steel 10 which are perpendicular to each other, the transverse I-shaped steel 9 is fixed to the top of the steel pipe pile 11, and the longitudinal I-shaped steel 10 is fixed above the transverse I-shaped steel 9. A scaffold 12 is built on the I-shaped steel 8, and the top of the scaffold 12 is spliced with a template and then cast to form the top beam 1. A plurality of upright posts 5 are arranged below the top layer beam 1, the adjacent upright posts 5 are connected with a longitudinal connecting beam 7 through a transverse connecting beam 6, the track beam 4 is positioned at the top of the upright posts 5, and the track beam 4 and the top layer longitudinal beam 3 are identical in length direction.
The bottom die of the engineering top beam 1 is made of wood dies (15mm thick phenolic waterproof resin plates), in order to guarantee the quality of node concrete, customized sizing wood dies are adopted according to the node beam-column templates, beam-column joint templates are installed firstly during installation, quality control and inspection during installation of the beam-column joint templates are enhanced, and the beam templates and the large combined wood templates are supported after the section, the verticality and the rigidity of the beam-column joint templates are qualified.
The implementation steps of this embodiment are:
firstly, I-shaped steel 8 is paved on the top of a steel pipe pile 11, and a scaffold 12 is erected on the I-shaped steel 8;
secondly, pre-pressing the scaffold 12 by using a water bag, wherein the pre-pressing weight is the load weight when the top beam 1 is poured;
thirdly, building a template on the top of the scaffold 12, pouring the top beam 1, and pouring the top plate concrete 13 for the second time after the concrete of the top beam 1 reaches more than 80% of the design strength;
and fourthly, sequentially implementing the construction of the third step from the 11 th structural section on the downstream side to the 1 st structural section on the upstream side.
Purpose of pre-pressing the scaffold 12: the method is used for verifying, calculating, analyzing and determining the elastic deformation and the inelastic deformation of the scaffold 12, determining the construction elevation and the pre-camber of the bottom die of the top beam 1 according to the design elevation standard, ensuring that the bottom elevation and the top elevation and the linearity of the top beam 1 after the construction is finished meet the design requirements, and checking the compression amount of the scaffold 12 and the stress strength, the rigidity, the uniformity, the integrity and the safety of the scaffold 12.
The pressure test weight is the load weight when the top beam 1 is poured, and the mode of loading the pressure test stage by stage is adopted. The top beam 1 had a concrete quantity of 32.04 cubic meters, a reinforced concrete capacity of 2600 kilograms per cubic meter, and a total weight of 83.304 tons, so a water bag with a capacity of 84 cubic meters was required.
The pressure test adopts a single span pressure test mode, and the method comprises the following steps: according to the size of the water bag, marking the water level height when the load is 50%, 75% or 100%, and observing the load after loading the water level height to the corresponding load quantity.
And (3) pressure test observation of the scaffold 12: before pressure testing, an observation section is arranged on the scaffold 12 every 2 meters, and each section is arranged on the central line of the pressure testing beam. Carrying out first observation before the scaffold 12 is not applied with pre-pressing load, recording the height of an observation point as D1, and then carrying out uniform loading; after loading to 50% of load, keeping the load for 30 minutes, and recording the observed height value as D2; then continuously applying the load, keeping the load for 30 minutes after loading to 75 percent of the load, and recording the observed height value as D3; when the total loading is 100%, the load is held for 30 minutes and observation is started, the observation is carried out once every 2 hours until the settlement is stable, and the last height observation value before the unloading is recorded as D4; a third observation was made after unloading, noted D5.
Similarly, before pressure testing, observation points are arranged on the I-steel 8 every 2 meters, and the observation method is the same as above.
And (3) arranging observation records, calculating and analyzing observation results, determining the elastic deformation and the inelastic deformation of the scaffold 12, additionally setting the pre-camber of the scaffold 12 according to an experiment numerical value, and correcting and adjusting the elevation of the beam bottom.
Pressure test cautions of the scaffold 12:
1. considering the construction safety and design requirements, when the scaffold 12 is used for pre-pressing the pressure test load of the scaffold 12 with the same weight as the top beam 1, the scaffold 12 must be symmetrically and uniformly loaded.
2. After the plane position, the bottom surface elevation and the planned pre-camber of the scaffold 12 are checked and correct, a settlement observation point is arranged at the top of the scaffold 12, one point is arranged at each 2m of the observation point, and the position and the elevation of the point are comprehensively observed and recorded.
3. The pressure testing of the scaffold 12 follows the whole and uniform stress principle, namely the whole, uniform and layered superposition is carried out during preloading, the high stacking is strictly forbidden from one end of the scaffold 12, the loading is carried out, the scaffold 12 is prevented from being eccentrically pressed, and the safety accident that the scaffold 12 deforms or even collapses is caused.
4. The settlement observation is carried out after the pressure test of the scaffold 12 is started, and each stage must be carefully observed and recorded in detail. After the preloading is completed, observation should be continued until the scaffold 12 stops settling and deforming.
5. After the scaffold 12 is determined to stop settling, unloading can be performed. During unloading, observation is continued until unloading is completed.
Attached table: scaffold pressure test observation meter
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 (8)
1. The concrete construction process of the top beam plate of the high-pile beam plate type wharf is characterized by comprising the following steps of:
STEP1, laying I-shaped steel (8) on a steel pipe pile (11), and erecting a scaffold (12) on the I-shaped steel (8);
STEP2, pre-pressing the scaffold (12) by using a water bag, wherein the pre-pressing weight is the load weight when the top beam (1) is poured;
STEP3, building a template on the scaffold (12) and pouring the top beam (1), and pouring top plate concrete (13) for the second time after the concrete of the top beam (1) reaches more than 80% of the design strength;
STEP4. the construction of STEP3 is performed sequentially from the structural section on the downstream side to the structural section on the upstream side.
2. The high-pile beam-slab wharf top-layer beam slab concrete construction process according to claim 1, characterized in that: in STEP3, the template includes beam column joint template, beam template, bold combination plank sheathing, installs beam column joint template earlier when buildding, after the section, the straightness that hangs down, the rigidity of beam column joint template are qualified, supports beam template and bold combination plank sheathing again.
3. The high-pile beam-slab wharf top-layer beam slab concrete construction process according to claim 1, characterized in that: in STEP2, the pressure test is carried out by loading 50% load, 75% load and 100% load in stages in sequence.
4. The high-pile beam-slab wharf top-layer beam slab concrete construction process according to claim 3, characterized in that: before pressure testing, arranging a plurality of observation points at the top of the scaffold (12), carrying out first observation before applying no pre-pressing load on the scaffold (12), recording the height of the observation points as D1, and then loading at a constant speed; after loading to 50% of load, keeping the load for 30 minutes, and recording the observed height value as D2; then continuously applying the load, keeping the load for 30 minutes after loading to 75 percent of the load, and recording the observed height value as D3; when the total loading is 100%, the load is held for 30 minutes and observation is started, the observation is carried out once every 2 hours until the settlement is stable, and the last height observation value before the unloading is recorded as D4; after unloading, the observation was again made, and the height was recorded as D5.
5. The high-pile beam-slab wharf top-layer beam slab concrete construction process according to claim 4, wherein: before the water bag is pre-pressed, a plurality of observation points are also arranged on the I-shaped steel (8), and the observation method is the same as that for observing the scaffold (12).
6. The high-pile beam-slab wharf top-layer beam slab concrete construction process according to claim 1, characterized in that: in STEP3, before secondary pouring, the concrete contact surface of the top beam (1) and the top plate needs to be roughened, the template at the joint of the top beam (1) and the top plate needs to be abutted, and cement paste of the top beam (1) and the top steel bar of the top plate needs to be cleaned.
7. The high-pile beam-slab wharf top-layer beam slab concrete construction process according to claim 1, characterized in that: the transverse H-shaped steel (9) is fixed at the top of the steel pipe pile (11), and the longitudinal H-shaped steel (10) is fixed above the transverse H-shaped steel (9).
8. The high-pile beam-slab wharf top-layer beam slab concrete construction process according to claim 1, characterized in that: the top layer roof beam (1) comprises a top layer cross beam (2), a top layer longitudinal beam (3) and a track beam (4), the track beam (4) is the same as the top layer longitudinal beam (3) in length direction, a plurality of stand columns (5) are arranged below the top layer roof beam (1), adjacent stand columns (5) are connected with longitudinal tie beams (7) through transverse tie beams (6), and the track beam (4) is located at the tops of the stand columns (5).
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| CN202010556915.6A CN111691450A (en) | 2020-06-17 | 2020-06-17 | Concrete construction process for top beam plate of high-pile beam plate type wharf |
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| CN202010556915.6A CN111691450A (en) | 2020-06-17 | 2020-06-17 | Concrete construction process for top beam plate of high-pile beam plate type wharf |
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Application publication date: 20200922 |
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