CN207920144U - A kind of sliding and shock isolation device of no collar tie beam masonry structure - Google Patents
A kind of sliding and shock isolation device of no collar tie beam masonry structure Download PDFInfo
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- CN207920144U CN207920144U CN201820112832.6U CN201820112832U CN207920144U CN 207920144 U CN207920144 U CN 207920144U CN 201820112832 U CN201820112832 U CN 201820112832U CN 207920144 U CN207920144 U CN 207920144U
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- masonry
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- collar tie
- tie beam
- isolation device
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Abstract
The utility model provides a kind of sliding and shock isolation device of no collar tie beam masonry structure, to solve the problems, such as that existing masonry structure building globality poor, shock resistance are insufficient, Sliding-isolated Structures are by masonry original structure, vertical reinforcement, transverse steel, through walls to drawing reinforcing bar, high ductility concrete or cement screedn, weak floor, partitioning slot and reinforced concrete to form.The thought that sliding and shock isolation is utilized without collar tie beam masonry structure of the utility model, with the high ductility concrete topping Strengthened Masonry Walls house of bar-mat reinforcement, wall is formed using bar-mat reinforcement and higher-strength and the high ductility concrete of toughness and is wrapped up, improve the globality in house, under horizontal earthquake action, the sliding rupture of weak floor makes house that integral slipping occur, to prevent being communicated up for seismic force, masonry house globality and durability are more preferable simultaneously, and construction is simple, low engineering cost.
Description
Technical field
The utility model belongs to building structure shock insulation and reinforces skill technical field, and in particular to a kind of no collar tie beam masonry structure
Sliding and shock isolation device, more particularly to be used for single-layer or multi-layer without the base isolation reinforcement of collar tie beam brick setting or block masonry structure fill
It sets.
Background technology
Masonry structure is mainly built by laying bricks or stones by block and mortar, and since construction quality differs greatly, intensity is relatively low,
Discreteness is big, and tension, shearing resistance and anti-bending bearing capacity are all relatively low, and globality poor.It is carried after masonry wall cracking in earthquake
Power declines rapidly, easily collapses, and causes the huge casualties in earthquake region and serious economic loss.
Traditional reinforcement means is carried out based on improving Seismic Bearing Capacity, but due to traditional reinforcement material, as cement mortar,
Concrete etc. is fragile material, can not effectively improve the ductility of masonry structure and energy dissipation capacity, can not improve masonry structure
Brittle failure mode, and it is complicated to construct, cost is higher.
Utility model content
The purpose of the utility model is to overcome the problems of shock resistance difference existing for existing masonry structure.
For this purpose, the utility model provides a kind of sliding and shock isolation device of no collar tie beam masonry structure, including masonry original structure,
The positive and negative zero standard eminence of masonry original structure is provided with weak floor, the two-sided pressure plastering of wall of masonry original structure more than weak floor
Layer, the wall both sides of weak floor masonry original structure below pour reinforced concrete.
The weak floor is that place is flushed with outdoor ground to the positive and negative zero standard eminence mortar joint of masonry original structure interior wall or exterior wall
Mortar joint carries out filleting processing, filleting depth >=10mm.
Further include the bar-mat reinforcement bound on masonry original structure surface, the bar-mat reinforcement is by vertical reinforcement, transverse steel and wears
Wall is to drawing reinforcing bar composition, several vertical reinforcements and transverse steel square crossing, on masonry original structure surface, to be worn in netted binding
Wall is arranged to drawing reinforcing bar to be set in the vertical mortar joint at vertical reinforcement and transverse steel crossbar contact, and along metope in plum blossom-shaped.
Diameter >=10mm of the vertical reinforcement, diameter >=8mm of transverse steel, the spacing of vertical reinforcement and transverse steel
For 150~300mm, a diameter of 6mm through walls to drawing reinforcing bar, spacing≤600mm through walls to drawing reinforcing bar.
Further include partitioning slot, partitioning slot is the flexible material being laid with reinforced concrete overlapping in face layer, flexible material
For plastic film.
The masonry original structure is no ring beam and construction column brick masonry structure or block masonry structure, the face that surface of wall pressure is smeared
Layer is high ductility concrete topping, and thickness is 10~30mm, presses the ranging from weak floor smeared or more.
The masonry original structure is no ring beam and construction column brick masonry structure or block masonry structure, the face that surface of wall pressure is smeared
Layer is high ductility concrete topping or cement screedn, high ductility concrete topping or cement screedn by vertical reinforcement and
Transverse steel wraps up, and thickness is 25~55mm.
The thickness that pours of the reinforced concrete is 200~400mm, and depth >=500mm, length is grown along wall all to be poured,
Strength grade of concrete is C20.
A kind of construction method of the sliding and shock isolation device of no collar tie beam masonry structure, which is characterized in that include the following steps：
Step 1：Masonry original structure surface rendering layer is cleared up；
Step 2：Place's mortar joint is flushed to the positive and negative zero standard eminence of interior wall or exterior wall outdoor ground and carries out filleting depth >=10mm
Filleting handle to form weak floor；
Step 3：Vertical reinforcement and transverse steel are bound on masonry original structure surface, and through walls to drawing by plum blossom-shaped arrangement
Reinforcing bar；
Step 4：On masonry original structure surface, pressure smears high ductility concrete topping or cement screedn；
Step 5：In weak floor hereinafter, excavating indoor and outdoor backfill along longitudinal cross wall, length is along wall overall length；
Step 6：In exterior wall bottom inside face layer and reinforced concrete overlapping, first plastic film is laid in facing surface
As partitioning slot, then reinforced concrete is poured, strength grade of concrete C20, C20 refer to compressive strength of concrete standard
Value is 20MPa.
A kind of construction method of the sliding and shock isolation device of no collar tie beam masonry structure, which is characterized in that include the following steps：
Step 1：Masonry original structure surface rendering layer is cleared up；
Step 2：Place's mortar joint is flushed to the positive and negative zero standard eminence of interior wall or exterior wall outdoor ground and carries out filleting depth >=10mm
Filleting handle to form weak floor；
Step 3：On masonry original structure surface, pressure smears high ductility concrete topping；
Step 4：In weak floor hereinafter, excavating indoor and outdoor backfill along longitudinal cross wall, length is along wall overall length；
Step 5：In exterior wall bottom inside face layer and reinforced concrete overlapping, first plastic film is laid in facing surface
As partitioning slot, then reinforced concrete is poured, strength grade of concrete C20, C20 refer to compressive strength of concrete standard
Value is 20MPa.
The beneficial effects of the utility model：
（1）The sliding and shock isolation device of this no collar tie beam masonry structure provided by the utility model introduces Sliding-isolated Structures,
By the way that weak floor is arranged in the positive and negative zero standard eminence of masonry original structure, and original structure is reinforced using high ductility concrete topping, utilized
The mechanical property advantage of high ductility concrete and the good adhesive property between masonry, improve the globality of masonry structure,
When an earthquake occurs, sliding rupture is occurred by bottom weak floor, prevents being communicated up for seismic force, reduce the earthquake effect of original structure
It answers, to avoid masonry structure that collapse occurs under geological process, while there is good consolidation effect, construction is simple, cost
Low advantage；
（2）The high ductility concrete that the utility model uses is a kind of with high intensity, high ductility, high-durability and Gao Nai
The ecological architectural material of lesion capability forms masonry structure using it and wraps up, enhances the effect of contraction to wall, can significantly carry
The globality and anti-seismic performance of high masonry structure building.
（3）The utility model penetrated in the vertical mortar joint of masonry original structure it is through walls to draw reinforcing bar, and bind vertical reinforcement and
Transverse steel, both construction is simple, in turn ensured effect of contraction of the bar-mat reinforcement with high ductility concrete topping to masonry wall.
（4）The utility model easy construction, quick, the high ductility concrete better economy of use, and reinforce face layer compared with
Thin, substantially harmless to wall, the masonry structure building globality of reinforcing is preferable, has good durability.
The utility model is described in further details below with reference to attached drawing.
Description of the drawings
Fig. 1 is the exterior wall bottom way signal of high sliding and shock isolation device of the ductility concrete strengthening without collar tie beam masonry structure
Figure.
Fig. 2 is the interior wall bottom way signal of high sliding and shock isolation device of the ductility concrete strengthening without collar tie beam masonry structure
Figure.
Fig. 3 is the longitudinal cross wall junction way 1 of high sliding and shock isolation device of the ductility concrete strengthening without collar tie beam masonry structure
Schematic top plan view.
Fig. 4 is the longitudinal cross wall junction way 2 of high sliding and shock isolation device of the ductility concrete strengthening without collar tie beam masonry structure
Schematic top plan view.
Fig. 5 is that bar-mat reinforcement reinforces the sliding and shock isolation device exterior wall bottom schematic view without collar tie beam masonry structure.
Fig. 6 is that bar-mat reinforcement reinforces the sliding and shock isolation device interior wall bottom schematic view without collar tie beam masonry structure.
Fig. 7 is that the vertical view of longitudinal cross wall junction way 1 of sliding and shock isolation device of the bar-mat reinforcement reinforcing without collar tie beam masonry structure is shown
It is intended to；
Fig. 8 is that the vertical view of longitudinal cross wall junction way 2 of sliding and shock isolation device of the bar-mat reinforcement reinforcing without collar tie beam masonry structure is shown
It is intended to；
Fig. 9 is the bar-mat reinforcement arrangement schematic diagram that bar-mat reinforcement reinforces the sliding and shock isolation device without collar tie beam masonry structure.
Reference sign：1, masonry original structure；2, vertical reinforcement；3, through walls to drawing reinforcing bar；4, face layer；5, weak floor；
6, reinforced concrete；7, transverse steel；8, partitioning slot.
Specific implementation mode
Embodiment 1：
As shown in Figure 1, Figure 2, Figure 3 and Figure 4, a kind of high ductility concrete strengthening is present embodiments provided without collar tie beam masonry knot
The sliding and shock isolation device of structure, including masonry original structure 1,1 positive and negative zero standard eminence of the masonry original structure（It is indicated in Fig. 1 and Fig. 2
At 0.000）It is provided with weak floor 5, the two-sided pressure of wall of the masonry original structure 1 of 5 or more weak floor smears high ductility concrete topping
4, the wall both sides of 5 masonry original structure 1 below of weak floor pour reinforced concrete 6.The weak floor 5 is to masonry original structure
The positive and negative zero standard eminence mortar joint of 1 interior wall or exterior wall flush place's mortar joint with outdoor ground and carry out filleting processing, filleting depth >=10mm.
The masonry original structure 1 is no collar tie beam brick masonry structure or block masonry structure.The high ductility coagulation that the surface of wall pressure is smeared
The thickness of native face layer is 10~30mm, presses 5 or more the ranging from weak floor smeared.The thickness that pours of the reinforced concrete 6 is 200
The top surface~400mm, depth >=500mm or extremely basic, length are all poured along wall length, strength grade of concrete C20.Further include
Partitioning slot 8, partitioning slot 8 are the flexible material being laid in high ductility concrete topping 4 and 6 overlapping of reinforced concrete.It is described soft
Property material be plastic film.
It should be strongly noted that the high ductility concrete of exterior wall bottom inside and reinforced concrete overlapping, Ying Xian
Pressure smears high ductility concrete, and is separated with reinforced concrete in its surface layout plastic film or other flexible materials, then pours
Reinforced concrete.
The high sliding and shock isolation device of the ductility concrete strengthening without collar tie beam masonry structure of the present embodiment, Specific construction process is such as
Under：
Step 1：1 surface rendering layer of masonry original structure is cleared up；
Step 2：The filleting processing that place's mortar joint carries out 15mm is flushed to the positive and negative zero standard eminence of interior wall or exterior wall outdoor ground
To form weak floor 5；
Step 3：On 1 surface of masonry original structure, pressure smears the thick high ductility concrete toppings of 20mm 4；
Step 4：In positive and negative zero level hereinafter, first excavating indoor and outdoor backfill along longitudinal cross wall, excavation width 300mm is deep
500mm is spent, length is along wall overall length；
Step 5：In the high ductility concrete topping 4 of exterior wall bottom inside and 6 overlapping of reinforced concrete, first in high ductility
Concrete surface layer surface is laid with plastic film and forms partitioning slot 8, then pours reinforced concrete 6, strength grade of concrete C20,
It is 20MPa that C20, which refers to characteristic value of cubic concrete compressive strength,.
Embodiment 2：
A kind of sliding and shock isolation device of the bar-mat reinforcement reinforcing without collar tie beam masonry structure is present embodiments provided, such as Fig. 5 and Fig. 6 institutes
Show, including masonry original structure 1 and binding are in the bar-mat reinforcement on 1 surface of masonry original structure, 1 positive and negative zero standard eminence of the masonry original structure
（It is indicated at 0.000 in Fig. 5 and Fig. 6）It is provided with weak floor 5, the two-sided pressure plastering of wall of the masonry original structure 1 of 5 or more weak floor
Layer 4, the wall both sides of 5 masonry original structure 1 below of weak floor pour reinforced concrete 6.The weak floor 5 is to masonry original knot
The positive and negative zero standard eminence mortar joint of 1 interior wall of structure or exterior wall are flushed with outdoor ground locates mortar joint progress filleting processing, and filleting depth >=
10mm.As shown in Figure 7, Figure 8 and Figure 9, the bar-mat reinforcement by vertical reinforcement 2, transverse steel 7 and it is through walls to draw reinforcing bar 3 form, if
Dry root vertical reinforcement 2 and 7 square crossing of transverse steel in netted binding on 1 surface of masonry original structure, it is through walls to drawing reinforcing bar 3 to be set to
In vertical mortar joint at 7 crossbar contact of vertical reinforcement 2 and transverse steel, and arranged in plum blossom-shaped along metope.The masonry original knot
Structure 1 is no ring beam and construction column brick masonry structure or block masonry structure, and the face layer 4 that surface of wall pressure is smeared is high ductility concrete surface
Layer or cement screedn.
The high ductility concrete topping or cement screedn wrap up vertical reinforcement 2 and transverse steel 7, thickness 25
~55mm.Further include partitioning slot 8, partitioning slot 8 is in high ductility concrete topping or cement screedn and 6 weight of reinforced concrete
The flexible material that folded place is laid with.The thickness that pours of the reinforced concrete 6 is 200~400mm, and depth >=500mm, length is along wall
It is long all to pour, strength grade of concrete C20.Diameter >=10mm of the vertical reinforcement 2, the diameter of transverse steel 7 >=
The spacing of 8mm, vertical reinforcement 2 and transverse steel 7 is 150~300mm, a diameter of 6mm through walls to drawing reinforcing bar 3, through walls to drawing
Spacing≤600mm of reinforcing bar 3.The flexible material is plastic film.
Above-mentioned bar-mat reinforcement reinforces the sliding and shock isolation device without collar tie beam masonry structure using high ductility concrete as face layer, tool
Body construction process is as follows：
Step 1：1 surface rendering layer of masonry original structure is cleared up；
Step 2：The filleting processing that place's mortar joint carries out 15mm is flushed to the positive and negative zero standard eminence of interior wall or exterior wall outdoor ground
To form weak floor 5；
Step 3：Vertical reinforcement 2 and transverse steel 7 are bound on 1 surface of masonry original structure, and through walls right by plum blossom-shaped arrangement
Reinforcing bar 3 is drawn, 2 a diameter of 10mm of vertical reinforcement, 7 a diameter of 8mm of transverse steel, spacing is 250mm, through walls to drawing 3 muscle of steel straight
Diameter is 6mm, spacing 500mm；
Step 4：On 1 surface of masonry original structure, pressure smears the thick high ductility concrete toppings of 30mm 4；
Step 5：In weak floor 5 hereinafter, first excavating indoor and outdoor backfill, excavation width 300mm, depth along longitudinal cross wall
500mm, length is along wall overall length；
Step 6：In the high ductility concrete topping 4 of exterior wall bottom inside and 6 overlapping of reinforced concrete, first in high ductility
4 surface of concrete topping is laid with plastic film as partitioning slot 8, then pours reinforced concrete 6, strength grade of concrete C20,
It is 20MPa that C20, which refers to characteristic value of cubic concrete compressive strength,.
Above-mentioned bar-mat reinforcement reinforces the sliding and shock isolation device without collar tie beam masonry structure using cement mortar as face layer, constructs
Journey is as follows：
Step 1：1 surface rendering layer of masonry original structure is cleared up；
Step 2：The filleting processing that place's mortar joint carries out 15mm is flushed to the positive and negative zero standard eminence of interior wall or exterior wall outdoor ground
To form weak floor 5；
Step 3：Vertical reinforcement 2 and transverse steel 7 are bound on 1 surface of masonry original structure, and through walls right by plum blossom-shaped arrangement
Reinforcing bar 3 is drawn, 2 a diameter of 10mm of vertical reinforcement, 7 a diameter of 8mm of transverse steel, spacing is 250mm, through walls straight to drawing reinforcing bar 3
Diameter is 6mm, spacing 500mm；
Step 4：On 1 surface of masonry original structure, pressure smears 45mm solid cements mortar 4, and strength of cement mortar grade is M15；
Step 5：In weak floor 5 hereinafter, first excavating indoor and outdoor backfill, excavation width 300mm, depth along longitudinal cross wall
500mm, length is along wall overall length；
Step 6：In exterior wall bottom inside cement mortar 4 and 6 overlapping of reinforced concrete, first in 4 table of cement screedn
Face is laid with plastic film as partitioning slot 8, then pours reinforced concrete 6, and strength grade of concrete C20, it is vertical that C20 refers to concrete
Cube compressive strength standard value is 20MPa.
The utility model quotes the thought of sliding and shock isolation, utilizes the mechanical property advantage and and masonry wall of high ductility concrete
Between good adhesive property, improve the globality of masonry structure, prevent earthquake from making by the sliding rupture of bottom weak floor
It is communicated up, avoids masonry structure under severe earthquake action and collapse destruction.High ductility concrete used by simultaneously
With good durability, the service life of extending structure reduces economy, social cost, after reducing masonry structure macroseism
Repair.
It is exemplified as above be only to the utility model for example, not constituting to the scope of protection of the utility model
Limitation, it is every to be belonged within the scope of protection of the utility model with the same or analogous design of the utility model.The present embodiment
The well-known components and common structure or conventional means of the component and the structure category industry that do not describe in detail, are not chatted one by one here
It states.
Claims (8)
1. a kind of sliding and shock isolation device of no collar tie beam masonry structure, including masonry original structure（1）, it is characterised in that：The masonry
Original structure（1）Positive and negative zero standard eminence is provided with weak floor（5）, weak floor（5）Above masonry original structure（1）The two-sided pressure of wall
Float coat（4）, weak floor（5）Masonry original structure below（1）Wall both sides pour reinforced concrete（6）.
2. the sliding and shock isolation device as described in claim 1 without collar tie beam masonry structure, it is characterised in that：The weak floor（5）
For to masonry original structure（1）The positive and negative zero standard eminence mortar joint of interior wall or exterior wall flush place's mortar joint with outdoor ground and carry out at filleting
Reason, filleting depth >=10mm.
3. the sliding and shock isolation device as described in claim 1 without collar tie beam masonry structure, it is characterised in that：Further include that binding is being built
Body original structure（1）The bar-mat reinforcement on surface, the bar-mat reinforcement is by vertical reinforcement（2）, transverse steel（7）With through walls to drawing reinforcing bar（3）
Composition, several vertical reinforcements（2）And transverse steel（7）Square crossing is in netted binding in masonry original structure（1）Surface, it is through walls
To drawing reinforcing bar（3）Set on vertical reinforcement（2）And transverse steel（7）In vertical mortar joint at crossbar contact, and it is in plum blossom along metope
Shape is arranged.
4. the sliding and shock isolation device as claimed in claim 3 without collar tie beam masonry structure, it is characterised in that：The vertical reinforcement
（2）Diameter >=10mm, transverse steel（7）Diameter >=8mm, vertical reinforcement（2）And transverse steel（7）Spacing be 150~
300mm, it is through walls to drawing reinforcing bar（3）A diameter of 6mm, it is through walls to draw reinforcing bar（3）Spacing≤600mm.
5. the sliding and shock isolation device without collar tie beam masonry structure as described in claim 1 or 3, it is characterised in that：Further include separating
Seam（8）, partitioning slot（8）For in face layer（4）With reinforced concrete（6）The flexible material that overlapping is laid with, flexible material is plastics
Film.
6. the sliding and shock isolation device as described in claim 1 without collar tie beam masonry structure, it is characterised in that：The masonry original structure
（1）For no ring beam and construction column brick masonry structure or block masonry structure, the face layer that surface of wall pressure is smeared（4）For high ductility concrete
Face layer, thickness are 10~30mm, press the ranging from weak floor smeared（5）More than.
7. the sliding and shock isolation device as claimed in claim 3 without collar tie beam masonry structure, it is characterised in that：The masonry original structure
（1）For no ring beam and construction column brick masonry structure or block masonry structure, the face layer that surface of wall pressure is smeared（4）For high ductility concrete
Face layer or cement screedn, high ductility concrete topping or cement screedn are by vertical reinforcement（2）And transverse steel（7）Packet
It wraps up in, thickness is 25~55mm.
8. the sliding and shock isolation device without collar tie beam masonry structure as described in claim 1 or 3, it is characterised in that：Described reinforce is mixed
Solidifying soil（6）Pour thickness be 200~400mm, depth >=500mm, length along wall length all pours, strength grade of concrete is
C20。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820112832.6U CN207920144U (en) | 2018-01-23 | 2018-01-23 | A kind of sliding and shock isolation device of no collar tie beam masonry structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820112832.6U CN207920144U (en) | 2018-01-23 | 2018-01-23 | A kind of sliding and shock isolation device of no collar tie beam masonry structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207920144U true CN207920144U (en) | 2018-09-28 |
Family
ID=63605479
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201820112832.6U Active CN207920144U (en) | 2018-01-23 | 2018-01-23 | A kind of sliding and shock isolation device of no collar tie beam masonry structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207920144U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108005405A (en) * | 2018-01-23 | 2018-05-08 | 西安建筑科技大学 | A kind of sliding and shock isolation device and its construction method of no collar tie beam masonry structure |
| CN114575620A (en) * | 2022-04-13 | 2022-06-03 | 中建八局第三建设有限公司 | Formwork-supporting-free reinforcement high-ductility concrete construction method for masonry reinforcement |
-
2018
- 2018-01-23 CN CN201820112832.6U patent/CN207920144U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108005405A (en) * | 2018-01-23 | 2018-05-08 | 西安建筑科技大学 | A kind of sliding and shock isolation device and its construction method of no collar tie beam masonry structure |
| CN108005405B (en) * | 2018-01-23 | 2023-08-29 | 西安建筑科技大学 | Sliding shock insulation device of girderless masonry structure and construction method thereof |
| CN114575620A (en) * | 2022-04-13 | 2022-06-03 | 中建八局第三建设有限公司 | Formwork-supporting-free reinforcement high-ductility concrete construction method for masonry reinforcement |
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