CN110878641A - Reinforcing structure adopting superimposed hollow floor slab grid system and new construction method - Google Patents
Reinforcing structure adopting superimposed hollow floor slab grid system and new construction method Download PDFInfo
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- CN110878641A CN110878641A CN201911254339.3A CN201911254339A CN110878641A CN 110878641 A CN110878641 A CN 110878641A CN 201911254339 A CN201911254339 A CN 201911254339A CN 110878641 A CN110878641 A CN 110878641A
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- 238000010276 construction Methods 0.000 title claims abstract description 23
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 23
- 239000004567 concrete Substances 0.000 claims abstract description 45
- 238000000034 method Methods 0.000 claims abstract description 12
- 239000004794 expanded polystyrene Substances 0.000 claims abstract description 9
- 230000002787 reinforcement Effects 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 37
- 239000010959 steel Substances 0.000 claims description 37
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 17
- 230000002457 bidirectional effect Effects 0.000 claims description 14
- 238000003466 welding Methods 0.000 claims description 12
- 239000000853 adhesive Substances 0.000 claims description 11
- 230000001070 adhesive effect Effects 0.000 claims description 11
- 238000005553 drilling Methods 0.000 claims description 9
- 239000010410 layer Substances 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 8
- 239000012528 membrane Substances 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 239000011083 cement mortar Substances 0.000 claims description 5
- CSCPPACGZOOCGX-UHFFFAOYSA-N Acetone Chemical compound CC(C)=O CSCPPACGZOOCGX-UHFFFAOYSA-N 0.000 claims description 4
- 239000000428 dust Substances 0.000 claims description 4
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- 230000007547 defect Effects 0.000 claims description 3
- 239000004677 Nylon Substances 0.000 claims description 2
- 238000010521 absorption reaction Methods 0.000 claims description 2
- 239000007767 bonding agent Substances 0.000 claims description 2
- 238000005266 casting Methods 0.000 claims description 2
- 239000003822 epoxy resin Substances 0.000 claims description 2
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 2
- 229920001778 nylon Polymers 0.000 claims description 2
- 239000002245 particle Substances 0.000 claims description 2
- 229920000647 polyepoxide Polymers 0.000 claims description 2
- 239000000843 powder Substances 0.000 claims description 2
- 239000011241 protective layer Substances 0.000 claims description 2
- 230000009467 reduction Effects 0.000 claims description 2
- 238000007788 roughening Methods 0.000 claims description 2
- 239000004575 stone Substances 0.000 claims description 2
- 239000010902 straw Substances 0.000 claims description 2
- 229920001567 vinyl ester resin Polymers 0.000 claims description 2
- 125000000391 vinyl group Chemical group [H]C([*])=C([H])[H] 0.000 claims description 2
- 230000003313 weakening effect Effects 0.000 claims description 2
- 239000011150 reinforced concrete Substances 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract 1
- 238000009413 insulation Methods 0.000 abstract 1
- 239000000463 material Substances 0.000 abstract 1
- 238000004321 preservation Methods 0.000 abstract 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0288—Repairing or restoring floor slabs
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- Working Measures On Existing Buildindgs (AREA)
Abstract
The invention provides a beam-slab reinforcing structure for a large-span, high and large-space structural system and a new construction method. The construction method is characterized in that the upper part of the beam-slab structure of the original reinforced concrete frame system is reinforced, an expanded polystyrene plate is used as a core cylinder, and a newly-added reinforcing beam is used as a main stress component of the novel laminated hollow floor slab lattice structure system. Compared with the traditional under-beam structure reinforcement, the method for reinforcing the structural system does not damage the strength of the original structural system, greatly reduces the dead weight due to the adoption of a large amount of light materials such as light aggregate concrete and a core cylinder, improves the structural rigidity and has good anti-seismic performance. The method cancels the template and the scaffold supporting member when pouring the concrete, is convenient for construction, saves cost, and simultaneously has the effects of heat preservation and sound insulation.
Description
Technical Field
The invention relates to a structure for integrally reinforcing a beam plate of a building structure and a new construction method. Particularly, aiming at the suspended ceiling decoration and the delivery and use of buildings with large span and high space, the bottom of the beam plate can not be reinforced, and the scheme of pouring the concrete hollow floor slab laminated layer on the structural surface is adopted.
Background
Under the combined action of long-term natural environment and service environment, and uncertain factors existing in the processes of design, construction, supervision and the like, the reinforced concrete structure inevitably weakens the structure function gradually in the use process. Meanwhile, because the use of the room is changed, the use load of the floor slab is increased, and particularly, in a file room, a machine room and a storehouse with large load, the lower part of the floor slab needs to be hung with a ceiling, and the upper part needs to be paved with wood floors or floor bricks, so that the floor slab has high requirements on the rigidity of the floor slab. If the design and construction are not proper, the rigidity of the floor slab is not enough, the floor slab can crack, even the suspended ceiling at the lower part of the floor slab deforms, and the attractiveness and the use requirements of the building are seriously influenced. In order to improve the rigidity and the bearing capacity of the floor slab, the beam slab needs to be integrally reinforced. The traditional reinforcing method at present seriously increases the self weight of the structure while improving the bearing capacity of the structure, is not beneficial to the earthquake resistance of buildings, and often brings the complexity of construction due to the unreasonable design of a reinforcing scheme, thereby improving the construction cost.
Disclosure of Invention
In order to overcome the defects of inconvenient construction and high cost caused by the traditional reinforcing method of a reinforced concrete structure, the invention provides a simple and effective integral reinforcing structure of a beam slab and a new construction method. The method comprises the steps of crushing and chiseling the top of an original structure, drilling holes and planting bars after the surface is washed clean, then filling structural adhesive into the holes of the planted bars for fixation, pouring concrete after binding of newly added beam plate steel bars on the top of the structure and laying of a polystyrene plate core cylinder are completed to form a superimposed hollow floor slab grid structure system, and finally brushing cement mortar on the surface of the newly poured concrete to finish structural reinforcement after leveling treatment. Compared with the traditional reinforcing method, the method has the advantages that the light expanded polystyrene boards are used as the hollow floor core cylinders in a large quantity, so that the rigidity of the floor is guaranteed, the self weight of the structure is reduced, the shock resistance of the structure is improved, the construction at the bottom of the beam board is not needed when the original beam board is reinforced, the scheme of integrally processing the top surface of the beam board is adopted, the erection of a template support system is cancelled, the suspended ceiling can not be dismantled particularly for the suspended ceiling-suspended building in a tall space, the normal use of the lower floor is not influenced, the construction is convenient, and the method is safe and reliable.
Drawings
The invention is further illustrated with reference to the following figures and examples.
FIG. 1 is an elevational view of a beam-column plate structure in accordance with a preferred embodiment of the present invention;
FIG. 2a is a perspective view of a preferred embodiment of the present invention taken along section A-A of FIG. 1;
FIG. 2 is a perspective view of a preferred embodiment of the present invention taken along section B-B of FIG. 1;
FIG. 3 is a perspective view of a preferred embodiment of the present invention taken along section C-C of FIG. 1;
FIG. 4 is a schematic view of the connection of the reinforcing bars of the beam slab in the preferred embodiment of the invention;
as shown in fig. 1, 2a, 2, 3 and 4, the grid structure system of the laminated hollow floor slab comprises 1, an original structural beam, 2, an original structural floor slab, 3, an original frame column, 4a, a newly added reinforcing main beam, 4, a newly added reinforcing secondary beam, 5, a newly added hollow floor slab, 6, an expanded polystyrene plate inner membrane core barrel, 7, a newly added beam-fixing stirrup, 8, a newly added reinforcing beam top negative rib, 9, a newly added hollow floor slab hidden beam stirrup, 10, a newly added hollow floor slab hidden beam upper horizontal longitudinal rib, 10a newly added hollow floor slab hidden beam lower horizontal longitudinal rib, 11, a newly added hollow floor slab upper bidirectional horizontal longitudinal rib and 11a newly added hollow floor slab lower bidirectional horizontal longitudinal rib.
Detailed Description
[ example 1 ]
The invention adopts a superimposed hollow floor grid structure system which is suitable for a structure and a new construction method for reinforcing the top of the structure due to insufficient beam and slab rigidity. The structure is characterized in that: chiseling on the surface of the top of the original structural beam 1 and the original floor slab 2 and washing the top completely, drilling holes on the upper surface of the original structure in a reinforcement planting mode, implanting a newly-added reinforcing beam stirrup 7 and a newly-added hollow floor slab hidden beam stirrup 9, spot welding the newly-added reinforcing beam stirrup 7 and the outer surface of the stirrup of the original structural beam 1, and spot welding the newly-added hollow floor slab hidden beam stirrup 9 and the upper reinforcing steel bar of the original floor slab 2. Two ends of the beam top negative rib 8 of the newly added reinforced main beam 4a are implanted into the original frame column 3, and two ends of the beam top negative rib 8 of the newly added reinforced secondary beam 4 are anchored into the newly added reinforced main beam 4a. Two ends of the horizontal longitudinal rib 10 at the upper part of the hidden beam of the newly-added hollow floor slab and the horizontal longitudinal rib 10a at the lower part of the hidden beam of the newly-added hollow floor slab are anchored into the newly-added reinforced main beam 4a and the newly-added reinforced secondary beam 4, and two ends of the two-way horizontal longitudinal rib 11 at the upper part of the newly-added hollow floor slab and the two-way horizontal longitudinal rib 11a at the lower part of the newly-added hollow floor slab are anchored into the newly-added reinforced main beam 4a and the newly-added. Laying an inner film core tube 6 while binding the upper bidirectional horizontal longitudinal rib 11 of the newly-added hollow floor slab and the lower bidirectional horizontal longitudinal rib 11a of the newly-added hollow floor slab, and pouring micro-expansion lightweight aggregate concrete which is higher than the original structure by one grade on the newly-added reinforced main beam 4a, the newly-added reinforced secondary beam 4 and the newly-added hollow floor slab 5. The specific implementation steps are as follows:
1. the concrete surface treatment of the original member: in the figure 1, a plastering layer on the top surfaces of an original structural beam 1 and an original structural floor slab 2 is removed, defects existing on the concrete surface are cleaned to be compact, the surface is roughened, pits or grooves are required to be formed, every 100mmX100mm areas of the pits are not less than 5, and the groove distance is not more than 200 mm. The surface of the removed concrete is chiseled by a small hammer, the construction of a big hammer or an air pick is strictly forbidden, and the damage to the original structure caused by excessive vibration is avoided; removing floating blocks, residues and broken stone powder on the surface of the concrete after roughening, and washing the concrete with pressure water, wherein if water is accumulated in the concave part of the surface of the member, water absorption cloth is adopted to absorb moisture. In order to strengthen the integral combination of new concrete and old concrete, before pouring concrete, a layer of modified epoxy resin adhesive or modified vinyl ester interface bonding agent is coated on the concrete combination surface of the original structural beam 1 and the original floor slab 2.
2. Drilling a steel bar planting hole: before drilling, the position of the drill hole is accurately positioned, and the mark is made on the surface of the concrete. Taking into account the weakening effect of the drilled hole on the component cross section, measures such as supporting, unloading and the like should be taken for the unsafe component. When the condition of the steel bar inside the component is measured, the stressed steel bar inside the component is avoided, the original steel bar is strictly prevented from being damaged, if the embedded steel bar collides with the steel bar inside the component, and the drilling position is properly adjusted. After the hole is formed, dust in the hole is removed by a nylon brush or a steel brush, particles are blown clean by oilless compressed air, and finally the hole channel is wiped by acetone until the dust is completely removed, and the hole channel is kept dry. The steel bar of the anchoring part of the planted steel bar needs to be subjected to rust removal treatment, the A-level structural adhesive is injected into the hole, the anchoring part of the steel bar is fully wrapped by the adhesive and slowly placed into the hole, air in the hole is extruded out, and pressure adhesive filling and manual adhesive filling can also be adopted.
3. Welding and binding steel bars: when the newly added reinforcing steel bar is welded with the original steel bar, the protective layer of the original component is carefully stripped and at least half of the section of the steel bar is exposed, and the original steel bar is not damaged. In the figure 2a and the figure 2, the diameter and the distance of the beam-fixing stirrups 7 are newly added, the beam-fixing stirrups are the same as the original beam stirrups, the length of the beam-fixing stirrups is not less than 80mm, and the beam-fixing stirrups are spot-welded with the outer surfaces of the original beam stirrups. The diameter d and the number of the beam top negative ribs 8 of the newly added reinforced main beam 4a and the newly added reinforced secondary beam 4 are determined according to the use load calculation, two ends of the beam top negative ribs 8 of the newly added reinforced main beam 4a are implanted into the original frame column 3, two ends of the beam top negative ribs 8 of the newly added reinforced secondary beam 4 are anchored into the newly added reinforced main beam 4a, and the implantation or anchoring depth respectively meets the requirement of the seismic anchoring length of the tensioned steel bars. In figure 3, the diameter d of the stirrup 9 of the additionally-arranged hollow floor slab hidden beam is not less than 10mm, the distance is not more than 200mm, the bottom of the stirrup is implanted into the original floor slab 2, the implantation depth is not less than 80mm, and the stirrup is spot-welded with the upper reinforcing steel bar of the original floor slab 2. The diameter d of the longitudinal ribs 10 at the upper part of the hidden beam of the newly-added hollow floor slab and the longitudinal ribs 10a at the lower part of the hidden beam of the newly-added hollow floor slab are not less than 12mm, the number of the longitudinal ribs is not less than two, and the two ends of the longitudinal ribs are anchored into the newly-added reinforced main beam 4a and the newly-added reinforced secondary beam 4. The diameter d of the upper bidirectional longitudinal rib 11 of the newly added hollow floor slab 5 and the diameter d of the lower bidirectional longitudinal rib 11a of the newly added hollow floor slab 5 are not less than 10mm, the distance is not more than 200mm, and two ends of the two longitudinal ribs are anchored into the newly added reinforced main beam 4a and the newly added reinforced secondary beam 4. In fig. 4, two ends of the upper bidirectional longitudinal bar 11 of the newly-added hollow floor 5 are anchored into the newly-added reinforced main beam 4a and the newly-added reinforced secondary beam 4, the length of the straight anchor is not less than 200mm, and the length of the bent anchor is not less than 150 mm. Two ends of the lower bidirectional longitudinal bar 11a of the newly-added hollow floor slab 5 are anchored into the newly-added reinforced main beam 4a and the newly-added reinforced secondary beam 4, and the length of the straight anchor is not less than 200 mm. When the reinforcing steel bar is welded, the reinforcing steel bar is divided into sections one by one, the reinforcing steel bar is segmented, and the reinforcing steel bar is welded from the middle part to two ends, the welding seam is full, a small-diameter welding rod is adopted, the welding current is controlled, and the reduction of the section area of the reinforcing steel bar caused by overburning of the reinforcing steel bar is avoided.
4. Construction of an inner film core barrel: relevant measures are taken to ensure that the mounting position of the inner film core cylinders 6 of the expanded polystyrene plate is accurate, the first inner film core cylinder 6 in the figure 4 is laid 100mm away from the beam edge and is sequentially connected straightly, and the distance between the outer walls is not less than 100mm, and effective measures for resisting the floating of the inner film core cylinders 6 are ensured. The damage of the inner film core barrel 6 is prevented in the construction process, the damaged inner film core barrel 6 before the mounting of the facing steel bars is replaced, and the damaged inner film core barrel 6 after the mounting of the facing steel bars is plugged by effective repairing measures.
5. Pouring concrete: the newly added reinforced main beam 4a, the newly added reinforced secondary beam 4 and the newly added hollow floor slab 5 are cast by micro-expansion light aggregate concrete with the grade higher than that of the original structure, and the casting height of the concrete is not less than 200 mm. The effective width of the concrete between the membrane core cylinders 6 in the expanded polystyrene plate is not less than 100 mm. The effective thickness of the hollow floor slabs at the upper part and the lower part of the inner membrane core cylinder 6 is not less than 50 mm. When concrete is poured, the cloth is preferably pushed along the cylinder direction. The vibrator should avoid touching the inner membrane core cylinder and the steel bar during vibration. And (3) after the concrete is initially set, timely carrying out water saturation maintenance, covering by adopting a double-layer gunny bag or a straw bag, watering at regular time, and keeping the concrete moist, wherein the maintenance period is not less than 14 days.
6. Leveling the concrete surface: and finally, leveling the surface of the newly poured concrete by adopting cement mortar in a ratio of 1: 2.5, wherein the thickness of the leveling layer is 20 mm. And the top finish surfaces of the newly added reinforced main beam 4a, the newly added reinforced secondary beam 4 and the newly added hollow floor slab 5 are ensured to be on the same plane. And finishing construction after the cement mortar is solidified.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and all simple modifications and equivalent variations of the above embodiment according to the present invention are within the scope of the present invention.
Claims (5)
1. The utility model provides an adopt hollow floor grid system's of coincide structure reinforcing structure, newly-increased part is connected with original structure, and its constructional characteristic is: chiseling on the surface of the top of the original structural beam 1 and the original floor slab 2 and washing the top completely, drilling holes on the upper surfaces of the original structural beam 1 and the original floor slab 2 in a reinforcement planting mode, implanting a newly-added reinforcing beam stirrup 7 and a newly-added hollow floor slab hidden beam stirrup 9, spot welding the outer surface of the newly-added reinforcing beam stirrup 7 and the outer surface of the hoop of the original structural beam 1, and spot welding the newly-added hollow floor slab hidden beam stirrup 9 and the upper reinforcement of the original floor slab 2.
2. The utility model provides an adopt hollow floor grid system's of coincide structure reinforcement structure which constructional characteristic is: two ends of the beam top negative rib 8 of the newly added reinforced main beam 4a are implanted into the original frame column 3, and two ends of the beam top negative rib 8 of the newly added reinforced secondary beam 4 are anchored into the newly added reinforced main beam 4a.
3. The utility model provides an adopt hollow floor grid system's of coincide structure reinforcement structure which constructional characteristic is: two ends of the horizontal longitudinal rib 10 at the upper part of the hidden beam of the newly-added hollow floor slab and the horizontal longitudinal rib 10a at the lower part of the hidden beam of the newly-added hollow floor slab are anchored into the newly-added reinforced main beam 4a and the newly-added reinforced secondary beam 4, and two ends of the two-way horizontal longitudinal rib 11 at the upper part of the newly-added hollow floor slab and the two-way horizontal longitudinal rib 11a at the lower part of the newly-added hollow floor slab are respectively anchored into the newly-added reinforced main beam 4a and the newly-added.
4. The utility model provides an adopt hollow floor grid system's of coincide structure reinforcement structure which constructional characteristic is: and fixing an expanded polystyrene plate inner membrane core cylinder 6 between the upper bidirectional horizontal longitudinal rib 11 of the newly-added hollow floor slab and the lower bidirectional horizontal longitudinal rib 11a of the newly-added hollow floor slab, and pouring micro-expanded light aggregate concrete which is higher than the original structure by one grade on the newly-added reinforced main beam 4a, the newly-added reinforced secondary beam 4 and the newly-added hollow floor slab 5.
5. A construction method for reinforcing a grid structure system of laminated hollow floor slabs, characterized in that a reinforcing structure of the grid structure system of laminated hollow floor slabs according to any one of the claims 1 to 4 is used, and comprises the following steps:
the first step is as follows: and (3) treating the concrete surface of the original member. In the figure 1, the plastering layer on the top surfaces of the original structural beam 1 and the original floor slab 2 is removed, defects existing on the concrete surface are cleaned to be compact, the surface is roughened, and a pit or a groove is required to be formed, wherein the number of pits is not less than 5 per 100mmX100mm, and the distance between the grooves is not more than 200 mm. The surface of the removed concrete is chiseled by a small hammer, the construction of a big hammer or an air pick is strictly forbidden, and the damage to the original structure caused by excessive vibration is avoided; removing floating blocks, residues and broken stone powder on the surface of the concrete after roughening, and washing the concrete with pressure water, wherein if water is accumulated in the concave part of the surface of the member, water absorption cloth is adopted to absorb moisture. In order to strengthen the integral combination of new concrete and old concrete, before pouring concrete, a layer of modified epoxy resin adhesive or modified vinyl ester interface bonding agent is coated on the concrete combination surface of the original structural beam 1 and the original floor slab 2.
The second step is that: and (5) drilling holes for planting the steel bars. Before drilling, the position of the drill hole is accurately positioned, and the mark is made on the surface of the concrete. Taking into account the weakening effect of the drilled hole on the component cross section, measures such as supporting, unloading and the like should be taken for the unsafe component. When the condition of the steel bar inside the component is measured, the stressed steel bar inside the component is avoided, the original steel bar is strictly prevented from being damaged, if the embedded steel bar collides with the steel bar inside the component, and the drilling position is properly adjusted. After the hole is formed, dust in the hole is removed by a nylon brush or a steel brush, particles are blown clean by oilless compressed air, and finally the hole channel is wiped by acetone until the dust is completely removed, and the hole channel is kept dry. The steel bar of the anchoring part of the planted steel bar needs to be subjected to rust removal treatment, the A-level structural adhesive is injected into the hole, the anchoring part of the steel bar is fully wrapped by the adhesive and slowly placed into the hole, air in the hole is extruded out, and pressure adhesive filling and manual adhesive filling can also be adopted.
The third step: and (5) welding and binding the steel bars. When the newly added reinforcing steel bar is welded with the original steel bar, the protective layer of the original component is carefully stripped and at least half of the section of the steel bar is exposed, and the original steel bar is not damaged. In the figure 2a and the figure 2, the diameter and the distance of the beam-fixing stirrups 7 are newly added, the beam-fixing stirrups are the same as the original beam stirrups, the length of the beam-fixing stirrups is not less than 80mm, and the beam-fixing stirrups are spot-welded with the outer surfaces of the original beam stirrups. The diameter d and the number of the beam top negative ribs 8 of the newly added reinforced main beam 4a and the newly added reinforced secondary beam 4 are determined according to the use load calculation, two ends of the beam top negative ribs 8 of the newly added reinforced main beam 4a are implanted into the original frame column 3, two ends of the beam top negative ribs 8 of the newly added reinforced secondary beam 4 are anchored into the newly added reinforced main beam 4a, and the implantation or anchoring depth respectively meets the requirement of the seismic anchoring length of the tensioned steel bars. In figure 3, the diameter d of the stirrup 9 of the additionally-arranged hollow floor slab hidden beam is not less than 10mm, the distance is not more than 200mm, the bottom of the stirrup is implanted into the original floor slab 2, the implantation depth is not less than 80mm, and the stirrup is spot-welded with the upper reinforcing steel bar of the original floor slab 2. The diameter d of the longitudinal ribs 10 at the upper part of the hidden beam of the newly-added hollow floor slab and the longitudinal ribs 10a at the lower part of the hidden beam of the newly-added hollow floor slab are not less than 12mm, the number of the longitudinal ribs is not less than two, and the two ends of the longitudinal ribs are anchored into the newly-added reinforced main beam 4a and the newly-added reinforced secondary beam 4. The diameter d of the upper bidirectional longitudinal rib 11 of the newly added hollow floor slab 5 and the diameter d of the lower bidirectional longitudinal rib 11a of the newly added hollow floor slab 5 are not less than 10mm, the distance is not more than 200mm, and two ends of the two longitudinal ribs are anchored into the newly added reinforced main beam 4a and the newly added reinforced secondary beam 4. In fig. 4, two ends of the upper bidirectional longitudinal bar 11 of the newly-added hollow floor 5 are anchored into the newly-added reinforced main beam 4a and the newly-added reinforced secondary beam 4, the length of the straight anchor is not less than 200mm, and the length of the bent anchor is not less than 150 mm. Two ends of the lower bidirectional longitudinal bar 11a of the newly-added hollow floor slab 5 are anchored into the newly-added reinforced main beam 4a and the newly-added reinforced secondary beam 4, and the length of the straight anchor is not less than 200 mm. When the reinforcing steel bar is welded, the reinforcing steel bar is divided into sections one by one, the reinforcing steel bar is segmented, and the reinforcing steel bar is welded from the middle part to two ends, the welding seam is full, a small-diameter welding rod is adopted, the welding current is controlled, and the reduction of the section area of the reinforcing steel bar caused by overburning of the reinforcing steel bar is avoided.
The fourth step: and (5) constructing an inner film core barrel. Corresponding measures are taken to ensure that the mounting position of the expanded polystyrene plate inner film core cylinder 6 is accurate, the first expanded polystyrene plate inner film core cylinder 6 in the figure 4 is laid at a distance of 100mm from the beam edge and is sequentially and directly connected, and the distance between the outer walls is not less than 100mm and effective measures for resisting floating of the inner film core cylinder 6 are ensured. The damage of the inner film core barrel 6 is prevented in the construction process, the damaged inner film core barrel 6 before the mounting of the facing steel bars is replaced, and the damaged inner film core barrel 6 after the mounting of the facing steel bars is plugged by effective repairing measures.
The fifth step: and (6) pouring concrete. The newly added reinforced main beam 4a, the newly added reinforced secondary beam 4 and the newly added hollow floor slab 5 are cast by micro-expansion light aggregate concrete with the grade higher than that of the original structure, and the casting height of the concrete is not less than 200 mm. The effective width of the concrete between the membrane core cylinders 6 in the expanded polystyrene plate is not less than 100 mm. The effective thickness of the hollow floor slabs at the upper part and the lower part of the inner membrane core cylinder 6 is not less than 50 mm. When concrete is poured, the cloth is preferably pushed along the cylinder direction. The vibrator should avoid touching the inner membrane core cylinder and the steel bar during vibration. And (3) after the concrete is initially set, timely carrying out water saturation maintenance, covering by adopting a double-layer gunny bag or a straw bag, watering at regular time, and keeping the concrete moist, wherein the maintenance period is not less than 14 days.
And a sixth step: and (5) leveling the surface of the concrete. And finally, leveling the surface of the newly poured concrete by adopting cement mortar in a ratio of 1: 2.5, wherein the thickness of the leveling layer is 20 mm. And the top finish surfaces of the newly added reinforced main beam 4a, the newly added reinforced secondary beam 4 and the newly added hollow floor slab 5 are ensured to be on the same plane. And finishing construction after the cement mortar is solidified.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111962905A (en) * | 2020-09-07 | 2020-11-20 | 福州大学 | Prefabricated FRP (fiber reinforced Plastic) bar reinforced recycled concrete reinforcing device and construction method |
| CN114135116A (en) * | 2021-11-03 | 2022-03-04 | 上海建工二建集团有限公司 | Construction method for enlarging and reinforcing cross section of existing structural beam and reinforcing device |
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| CN104060849A (en) * | 2014-07-05 | 2014-09-24 | 刘广义 | Punching, stacking and reinforcing method of concrete hollow slab |
| CN105464399A (en) * | 2015-12-23 | 2016-04-06 | 沈阳建筑大学建筑设计研究院 | Prefabricated checkered plate steel truss strengthening reinforced concrete frame beam structure and strengthening method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111962905A (en) * | 2020-09-07 | 2020-11-20 | 福州大学 | Prefabricated FRP (fiber reinforced Plastic) bar reinforced recycled concrete reinforcing device and construction method |
| CN114135116A (en) * | 2021-11-03 | 2022-03-04 | 上海建工二建集团有限公司 | Construction method for enlarging and reinforcing cross section of existing structural beam and reinforcing device |
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| CN110878641B (en) | 2023-11-07 |
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