CN203403697U - Newly-added reinforced concrete beam parallel to side plate arris and perpendicular to other side plate arris - Google Patents
Newly-added reinforced concrete beam parallel to side plate arris and perpendicular to other side plate arris Download PDFInfo
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- CN203403697U CN203403697U CN201320482900.5U CN201320482900U CN203403697U CN 203403697 U CN203403697 U CN 203403697U CN 201320482900 U CN201320482900 U CN 201320482900U CN 203403697 U CN203403697 U CN 203403697U
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Abstract
A newly-added reinforced concrete beam parallel to a side plate arris and perpendicular to the other side plate arris comprises a newly-added reinforced concrete beam, a newly-added plate support and core hole cat anchor rebar. The newly-added reinforced concrete beam is arranged at the top of an original masonry wall. The newly-added plate support is located in a joint position of a transverse original prefabricated hollow plate and a longitudinal original prefabricated hollow plate. The newly-added reinforced concrete beam extends into the newly-added plate support and is casted into a whole body with the newly-added plate support. The transverse original prefabricated hollow plate and the longitudinal prefabricated hollow plate are both provided with rib penetrating holes. A newly-added beam stirrup and newly-added longitudinal rebar are arranged in the newly-added rebar cement beam. Newly-added plate support longitudinal rebar and a newly-added plate support closed stirrup are arranged in the newly-added plate support. The newly-added plate support closed stirrup and the newly-added beam stirrup penetrate through the rib holes. The newly rebar cement beam, the newly-added plate support, the transverse original prefabricated hollow plate and the longitudinal original prefabricated hollow plate are made to from an integrity through filling concrete of the newly-added reinforced concrete beam and concrete of the newly-added plate support through the rib penetrating holes. The difficult technical problem that original prefabricated hollow floor slabs lack integrated anti-seismic improvements is solved.
Description
Technical field
The utility model relates to the newly-increased reinforced concrete beam in a kind of ruggedized construction, particularly a kind of newly-increased reinforced concrete beam that is positioned at former masonry top.
Background technology
Along with deepening continuously of 30 years reform and opening-up, China's economic society has obtained developing rapidly, and the paces of Chinese Urbanization's are more and more faster, and particularly in recent years, the Modern Times in city arrived, and highrise building looks like to emerge rapidly in large numbersBamboo shoots after a spring rain, and is seen everywhere.Along with the development in city expands, the soil of each down town rare phenomenon that all comes into existence.Due to historical development reasons, the building of twentieth century eight, the nineties is mostly five or six layers, brick body or brick mix structure, and minority is frame construction, shock resistance is poor, can not adapt to the demand of Modern Urban Development and human settlements.Generally in reconstruction of the old city town, take the remodeling method of " tear open and build in large scale greatly ", not only shorten building life, also wasted ample resources, building waste nowhere discharge meeting causes severe contamination to Land Environment, removes and also can cause social unstability.Take not remove the method that old building adds layer, effectively energy-saving and emission-reduction, low carbon development city, improves dwelling environment and grade.But need to take effective technical measures to guarantee to add the safety of layer rear building structure.
In storey-adding reconstruction technology, there are two important technical barriers, one is reliable connection the between newly adding structural member and original structure part, another one is to arrange to add after layer, and can the intensity of original structure and anti-seismic performance meet the demands, and can its security performance guarantee.
Traditional steel concrete board wall reinforcing wall node nothing between the former masonry wall place as placed concrete parallel with rib of slab (newly-increased steel concrete board wall) and old concrete (former precast hollow slab) is directly connected (only passes from the space between the former precast hollow slab plate end former masonry wall parallel with rib of slab with threading dowel, connect, lower floor increases steel concrete board wall newly), or only depend on adhesives or keyway to connect, under seismic loading, former precast hollow slab departs from the former masonry wall parallel with rib of slab, superstructure loses globality, cannot resist Horizontal Seismic Load by horizontal Structural Floor System as the lateral resisting of a mass action, under seismic loading, can cause former precast hollow slab to come off from the former masonry wall vertical with its rib of slab, thereby cause structure from local failure, to develop into whole destruction rapidly, even suddenly, collapse.This difficult problem fails effectively to solve always.
Utility model content
The purpose of this utility model is to provide parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam, solve in existing brick mix structure adding storey for strengthening, and former precast hollow slab floor lacks the technical problem that globality need to be strengthened; And solve the problem being reliably connected between newly-increased reinforced concrete beam and former hollowcore slab.
For achieving the above object, the utility model adopts following technical scheme:
A kind of parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam, comprise that newly-increased reinforced concrete beam, newly-increased plate holder and core hole draw anchor reinforcing bar, described newly-increased reinforced concrete beam is arranged on former masonry wall top, described newly-increased plate restitope is in horizontal former precast hollow slab and longitudinal former precast hollow slab seam crossing, and described newly-increased reinforced concrete beam stretches in newly-increased plate holder and is cast as one with it; Described horizontal former precast hollow slab and longitudinal former precast hollow slab all offer wears muscle hole;
The longitudinal section of described newly-increased reinforced concrete beam is the square-section of sealing, is provided with newly-increased beam stirrup, newly-increased beam longitudinal reinforcement in it, and described newly-increased beam stirrup is worn muscle hole; Described newly-increased reinforced concrete beam side is provided with plate hole sprue, and described plate hole sprue is positioned at the core hole of horizontal former precast hollow slab;
The longitudinal section of described newly-increased plate holder is the square-section of sealing, is provided with newly-increased plate holder longitudinal reinforcement, newly-increased plate holder closed stirrup in it, and described newly-increased plate holder closed stirrup is worn muscle hole; And by wearing the concrete of the newly-increased reinforced concrete beam of muscle hole perfusion and newly-increased plate holder, make newly-increased reinforced concrete beam, newly-increased plate holder, horizontal former precast hollow slab and longitudinal former precast hollow slab form integral body;
It is the L-type of end band crotch that anchor reinforcing bar is drawn in described core hole, and its vertical section is inserted in newly-increased reinforced concrete beam, and the Nei，Qi end, core hole that horizontal segment stretches into horizontal former precast hollow slab is provided with plate hole sprue.
The described width of wearing muscle hole is not more than the core bore dia in horizontal former precast hollow slab and longitudinal former precast hollow slab, and length is 60mm～100mm.
Described horizontal former precast hollow slab and longitudinal former precast hollow plate top surface be not in the situation that arranging former fine-stone concrete layer or concrete overlapping layers, set up newly-increased concrete overlapping layers, in described newly-increased concrete overlapping layers, be provided with the newly-increased concrete overlapping layers reinforcing bar of bidirectional arrangements, the diameter of described newly-increased concrete overlapping layers reinforcing bar is not less than 8mm, and distribute spacing is not more than 200mm.
Described newly-increased reinforced concrete beam, in the situation that beam section height is not less than 700mm, arranges newly-increased beam waist muscle, and described newly-increased beam waist muscle is by newly-increased beam lacing wire drawknot.
Described newly-increased reinforced concrete beam, in the situation that beam section width is not less than 350mm, arranges newly-increased additional beam stirrup.
Described core hole is drawn anchor reinforcing bar to be arranged on the plate of horizontal former precast hollow slab and plate seam crossing and at least every four core holes and is arranged one.
Described newly-increased reinforced concrete beam, in the situation that beam section width is not less than 350mm and be not less than former masonry wall thickness+200mm, is cancelled newly-increased plate holder.
Compared with prior art the utlity model has following characteristics and beneficial effect:
In the utility model, the new-old concrete contact surface of newly-increased beam and original floor is by newly-increased beam stirrup and the newly-increased additional beam stirrup when deck-siding is not less than 350mm and at beam section width
situation under the newly-increased plate holder closed stirrup that arranges serve as and cut mill reinforcing bar, according to shearing tribology principle at newly-increased reinforced concrete beam and former precast hollow slab concrete surface forms directly, the horizontal Structural Floor System of lateral resisting of the mass action of reliable connection, the reinforced concrete member that can make again to conform with the mass action that corresponding antidetonation grade beam stirrup limb requires apart from, spacing, has effectively solved the antidetonation renovation technique difficult problem that former prefabricated hollow floor lacks globality.Structure described in the utility model can guarantee new-old concrete co-operation under seismic load and gravity load effect, can there is not break-off, can effectively improve rigidity and the antidetonation earthquake intensity in bed rearrangement building, can be widely used in new and old building thing and reinforce, add in layer engineering.
Newly-increased reinforced concrete beam has reduced the span of the newly-increased reinforced concrete beam of vertical rib of slab direction effectively, and the well word or the horizontal Structural Floor System of rood beam lateral resisting that form with the newly-increased reinforced concrete beam of vertical rib of slab direction and former precast hollow slab, greatly improved the lateral resisting ability of structure and the ductility of structure.The Structural Floor System of the mass action that the newly-increased reinforced concrete beam of described newly-increased reinforced concrete beam and vertical direction and former precast hollow slab form, together form with newly-increased reinforced concrete pile or newly-increased reinforced concrete wall the bearing system that structure is new, can provide than the larger structural span of former bearing system being formed by former precast hollow slab and former masonry wall.For providing the situation of larger space at construction bottom after reinforcing or storey-adding reconstruction, adopt the Structural Floor System of the mass action of the newly-increased reinforced concrete beam of described newly-increased reinforced concrete beam and vertical direction and former precast hollow slab composition can obtain larger economic benefit.Its former masonry wall can be removed under temporary supporting supporting.
Former pea gravel concreten or concrete folding layer or in the non-existent situation of said structure, can set up whenever necessary newly-increased concrete folding layer, on the basis of the whole anti-seismic performance providing at the new well word forming or the horizontal Structural Floor System of rood beam lateral resisting, can further improve the deformability of structural entity antidetonation.
Of the present utility model applying, can overcome the shortcoming that traditional " tear open and build in large scale greatly " method can be brought the wasting of resources, environment pollution and relevant social concern, improves the utilization rate of resource in the situation that guaranteeing building integral safety.
The utility model can be widely used in brick mix structure adding storey for strengthening improvement project.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the utility model is described in more detail.
Fig. 1 is the plan view of the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure reinforced concrete beam while being less than 350mm.
Fig. 2 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is less than 350mm, depth of beam is < and the sectional drawing of reinforced concrete beam during 700mm.
Fig. 3 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is less than 350mm, and depth of beam is
time reinforced concrete beam sectional drawing.
Fig. 4 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is less than 350mm, and depth of beam is
time reinforced concrete beam sectional drawing.
Fig. 5 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is greater than 350mm, the plan view of reinforced concrete beam while being less than wall thickness+200mm.
Fig. 6 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is greater than 350mm, while being less than wall thickness+200mm, depth of beam is < and the sectional drawing of reinforced concrete beam during 700mm.
Fig. 7 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is greater than 350mm, and while being less than wall thickness+200mm, depth of beam is
time reinforced concrete beam sectional drawing.
Fig. 8 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is greater than 350mm, and while being less than wall thickness+200mm, depth of beam is
time reinforced concrete beam sectional drawing.
Fig. 9 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is greater than 350mm, and while being greater than wall thickness+200mm, the plan view of reinforced concrete beam.
Figure 10 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is greater than 350mm, and while being greater than wall thickness+200mm, depth of beam is < and the sectional drawing of reinforced concrete beam during 700mm.
Figure 11 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is greater than 350mm, and while being greater than wall thickness+200mm, depth of beam is
time reinforced concrete beam sectional drawing.
Figure 12 is that the newly-increased beam width that is positioned at former masonry wall place, parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam of brick mix structure is greater than 350mm, and while being greater than wall thickness+200mm, depth of beam is
time reinforced concrete beam sectional drawing.
Figure 13 is that anchor reinforcing bar detail drawing is drawn in core hole.
The horizontal former precast hollow slab of Reference numeral: 1-, the former masonry wall of 2-, 3-increases reinforced concrete beam newly, the newly-increased reinforced concrete beam that 4-is vertical with newly-increased beam, the former fine-stone concrete layer of 5-or concrete overlapping layers, 6-increases concrete overlapping layers newly, 7-increases concrete overlapping layers reinforcing bar newly, 8-increases plate holder newly, 9-increases plate holder longitudinal reinforcement newly, 10-increases plate holder closed stirrup newly, 11-wears muscle hole, 12-increases beam stirrup newly, 13-increases beam longitudinal reinforcement newly, 14-plate hole sprue, anchor reinforcing bar is drawn in 15-core hole, 16-increases beam waist muscle newly, 17-increases beam lacing wire newly, the newly-increased additional beam stirrup of 18-, the longitudinal former precast hollow slab of 19-.
the specific embodiment
Embodiment mono-is referring to shown in Fig. 1, Fig. 2 and Figure 13, a kind of parallel with side plate rib, vertical with opposite side rib of slab newly-increased reinforced concrete beam, comprise that increasing reinforced concrete beam 3, newly-increased plate holder 8 and core hole newly draws anchor reinforcing bar 15, described newly-increased reinforced concrete beam 3 is arranged on former masonry wall 2 tops, described newly-increased plate holder 8 is positioned at horizontal former precast hollow slab 1 and longitudinal former precast hollow slab 19 seam crossings, and described newly-increased reinforced concrete beam 3 stretches in newly-increased plate holder 8 and is cast as one with it; Described horizontal former precast hollow slab 1 and longitudinal former precast hollow slab 19 all offer wears muscle hole 11;
The longitudinal section of described newly-increased reinforced concrete beam 3 is the square-section of sealing, is provided with newly-increased beam stirrup 12, newly-increased beam longitudinal reinforcement 13 in it, and described newly-increased beam stirrup 12 is worn muscle hole 11; Described newly-increased reinforced concrete beam 3 sides are provided with plate hole sprue 14, and described plate hole sprue 14 is positioned at the core hole of horizontal former precast hollow slab 1;
The longitudinal section of described newly-increased plate holder 8 is the square-section of sealing, is provided with newly-increased plate holder longitudinal reinforcement 9, newly-increased plate holder closed stirrup 10 in it, and described newly-increased plate holder closed stirrup 10 is worn muscle hole 11; And by wearing the concrete of the muscle hole newly-increased reinforced concrete beam 3 of 11 perfusion and newly-increased plate holder 8, make newly-increased reinforced concrete beam 3, newly-increased plate holder 8, horizontal former precast hollow slab 1 and longitudinal former precast hollow slab 19 form whole;
Described core hole draws anchor reinforcing bar 15 for the L type of end band crotch, and its vertical section is inserted in newly-increased reinforced concrete beam 3, and the Nei，Qi end, core hole that horizontal segment stretches into horizontal former precast hollow slab 1 is provided with plate hole sprue 14.Its horizontal section length is 600mm, and vertically the length of section is at least 180mm is long, and the vertical section end upwards length of bending is 100mm.
The described width of wearing muscle hole 11 is not more than the core bore dia in horizontal former precast hollow slab 1 and longitudinal former precast hollow slab 19, and length is 60mm～100mm.
Described horizontal former precast hollow slab 1 and longitudinal former precast hollow slab 19 end faces are not in the situation that arranging former fine-stone concrete layer or concrete overlapping layers 5, can set up as required newly-increased concrete overlapping layers 6, in described newly-increased concrete overlapping layers 6, be provided with the newly-increased concrete overlapping layers reinforcing bar 7 of bidirectional arrangements, the diameter of described newly-increased concrete overlapping layers reinforcing bar 7 is not less than 8mm, and distribute spacing is not more than 200mm.
Described core hole is drawn anchor reinforcing bar 15 to be arranged on the plate of horizontal former precast hollow slab 1 and plate seam crossing and at least every four core holes and is arranged one.
Normal conditions also can arrange the newly-increased reinforced concrete beam 4 vertical with newly-increased beam, thereby form well word or rood beam load system with newly-increased reinforced concrete beam 3.
Embodiment bis-is referring to shown in Fig. 1, Fig. 3 and Figure 13, different from embodiment mono-, and the present embodiment is less than 350mm for increasing the beam width of reinforced concrete beam newly, and depth of beam is
time, along the together newly-increased beam waist muscle 16 of depth of beam direction setting, described newly-increased beam waist muscle 16 is by newly-increased beam lacing wire 17 drawknots.
Embodiment tri-is referring to shown in Fig. 1, Fig. 4 and Figure 13, different from embodiment bis-, and the present embodiment is less than 350mm for increasing the beam width of reinforced concrete beam newly, and depth of beam is
time, along depth of beam direction, the newly-increased beam waist muscle 16 of twice being set, the newly-increased beam waist muscle 16 of per pass is by newly-increased beam lacing wire 17 drawknots.
Embodiment tetra-, and shown in Fig. 5, Fig. 6 and Figure 13, different from embodiment mono-is, the present embodiment is greater than 350mm for increasing the beam width of reinforced concrete beam newly, while being less than wall thickness+200mm, depth of beam is < during 700mm, along beam width direction, the newly-increased additional beam stirrup 18 of twice is set.
Embodiment five, shown in Fig. 5, Fig. 7 and Figure 13, different from embodiment tetra-, and the present embodiment is greater than 350mm for increasing the beam width of reinforced concrete beam newly, and while being less than wall thickness+200mm, depth of beam is
time, along the together newly-increased beam waist muscle 16 of depth of beam direction setting, described newly-increased beam waist muscle 16 is by newly-increased beam lacing wire 17 drawknots.
Embodiment six, shown in Fig. 5, Fig. 8 and Figure 13, different from embodiment five, and the present embodiment is greater than 350mm for increasing the beam width of reinforced concrete beam newly, and while being less than wall thickness+200mm, depth of beam is
time along depth of beam direction, the newly-increased beam waist muscle 16 of twice is set, the newly-increased beam waist muscle 16 of per pass is by newly-increased beam lacing wire 17 drawknots.
Embodiment seven, shown in Fig. 9, Figure 10 and Figure 13, different from embodiment mono-is, the present embodiment is greater than 350mm for increasing the beam width of reinforced concrete beam newly, and while being greater than wall thickness+200mm, depth of beam is < during 700mm, cancelled newly-increased plate holder 8, along beam width direction, the newly-increased additional beam stirrup 18 of twice is set.
Embodiment eight, shown in Fig. 9, Figure 11 and Figure 13, different from embodiment seven, and the present embodiment is greater than 350mm for the beam width of newly-increased reinforced concrete beam, and while being greater than wall thickness+200mm, depth of beam is
time, along the together newly-increased beam waist muscle 16 of depth of beam direction setting, described newly-increased beam waist muscle 16 is by newly-increased beam lacing wire 17 drawknots.
Embodiment nine, shown in Fig. 9, Figure 12 and Figure 13, different from embodiment eight, and the present embodiment is greater than 350mm for the beam width of newly-increased reinforced concrete beam, and while being greater than wall thickness+200mm, depth of beam is
time, along depth of beam direction, the newly-increased beam waist muscle 16 of twice being set, the newly-increased beam waist muscle 16 of per pass is by newly-increased beam lacing wire 17 drawknots.
Claims (7)
1. parallel with side plate rib, vertical with an opposite side rib of slab newly-increased reinforced concrete beam, it is characterized in that: comprise that newly-increased reinforced concrete beam (3), newly-increased plate holder (8) and core hole draw anchor reinforcing bar (15), described newly-increased reinforced concrete beam (3) is arranged on former masonry wall (2) top, described newly-increased plate holder (8) is positioned at horizontal former precast hollow slab (1) and longitudinal former precast hollow slab (19) seam crossing, and described newly-increased reinforced concrete beam (3) stretches in newly-increased plate holder (8) and is cast as one with it; Described horizontal former precast hollow slab (1) and longitudinal former precast hollow slab (19) all offer wears muscle hole (11);
The longitudinal section of described newly-increased reinforced concrete beam (3) is the square-section of sealing, is provided with newly-increased beam stirrup (12), newly-increased beam longitudinal reinforcement (13) in it, and described newly-increased beam stirrup (12) is worn muscle hole (11); Described newly-increased reinforced concrete beam (3) side is provided with plate hole sprue (14), and described plate hole sprue (14) is positioned at the core hole of horizontal former precast hollow slab (1);
The longitudinal section of described newly-increased plate holder (8) is the square-section of sealing, is provided with newly-increased plate holder longitudinal reinforcement (9), newly-increased plate holder closed stirrup (10) in it, and described newly-increased plate holder closed stirrup (10) is worn muscle hole (11); And by wearing the concrete of the newly-increased reinforced concrete beam (3) of muscle hole (11) perfusion and newly-increased plate holder (8), make newly-increased reinforced concrete beam (3), newly-increased plate holder (8), horizontal former precast hollow slab (1) and longitudinal former precast hollow slab (19) form whole;
Described core hole draws anchor reinforcing bar (15) for the L-type of end band crotch, and its vertical section is inserted in newly-increased reinforced concrete beam (3), and the Nei，Qi end, core hole that horizontal segment stretches into horizontal former precast hollow slab (1) is provided with plate hole sprue (14).
2. parallel, vertical with the opposite side rib of slab newly-increased reinforced concrete beam of side plate rib according to claim 1, it is characterized in that: described in wear muscle hole (11) width be not more than the core bore dia in horizontal former precast hollow slab (1) and longitudinal former precast hollow slab (19), length is 60mm～100mm.
3. parallel, vertical with the opposite side rib of slab newly-increased reinforced concrete beam of side plate rib according to claim 1, it is characterized in that: described horizontal former precast hollow slab (1) and longitudinal former precast hollow slab (19) end face be not in the situation that arranging former fine-stone concrete layer or concrete overlapping layers (5), set up newly-increased concrete overlapping layers (6), in described newly-increased concrete overlapping layers (6), be provided with the newly-increased concrete overlapping layers reinforcing bar (7) of bidirectional arrangements, the diameter of described newly-increased concrete overlapping layers reinforcing bar (7) is not less than 8mm, and distribute spacing is not more than 200mm.
4. parallel, vertical with the opposite side rib of slab newly-increased reinforced concrete beam of side plate rib according to claim 1, it is characterized in that: described newly-increased reinforced concrete beam (3) is in the situation that beam section height is not less than 700mm, newly-increased beam waist muscle (16) is set, and described newly-increased beam waist muscle (16) is by newly-increased beam lacing wire (17) drawknot.
5. parallel, vertical with the opposite side rib of slab newly-increased reinforced concrete beam of side plate rib according to claim 1, is characterized in that: described newly-increased reinforced concrete beam (3), in the situation that beam section width is not less than 350mm, arranges newly-increased additional beam stirrup (18).
6. parallel, vertical with the opposite side rib of slab newly-increased reinforced concrete beam of side plate rib according to claim 1, is characterized in that: described core hole is drawn anchor reinforcing bar (15) to be arranged on the plate of horizontal former precast hollow slab (1) and plate seam crossing and at least every four core holes and arranged one.
7. parallel, vertical with the opposite side rib of slab newly-increased reinforced concrete beam of side plate rib according to claim 1, it is characterized in that: described newly-increased reinforced concrete beam (3), in the situation that beam section width is not less than 350mm and be not less than former masonry wall thickness+200mm, is cancelled newly-increased plate holder (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320482900.5U CN203403697U (en) | 2013-08-08 | 2013-08-08 | Newly-added reinforced concrete beam parallel to side plate arris and perpendicular to other side plate arris |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320482900.5U CN203403697U (en) | 2013-08-08 | 2013-08-08 | Newly-added reinforced concrete beam parallel to side plate arris and perpendicular to other side plate arris |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203403697U true CN203403697U (en) | 2014-01-22 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320482900.5U Expired - Fee Related CN203403697U (en) | 2013-08-08 | 2013-08-08 | Newly-added reinforced concrete beam parallel to side plate arris and perpendicular to other side plate arris |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203403697U (en) |
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2013
- 2013-08-08 CN CN201320482900.5U patent/CN203403697U/en not_active Expired - Fee Related
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140122 Termination date: 20180808 |