CN219261081U - Elevation foundation falls and basement bottom plate node connection structure - Google Patents
Elevation foundation falls and basement bottom plate node connection structure Download PDFInfo
- Publication number
- CN219261081U CN219261081U CN202320074931.0U CN202320074931U CN219261081U CN 219261081 U CN219261081 U CN 219261081U CN 202320074931 U CN202320074931 U CN 202320074931U CN 219261081 U CN219261081 U CN 219261081U
- Authority
- CN
- China
- Prior art keywords
- bottom plate
- foundation
- steel bars
- basement
- independent
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a node connection structure of a elevation lowering foundation and a basement bottom plate, when the vertical height difference between the basement bottom plate (2) and an independent foundation (9) is not less than 1 meter; the concrete layer at the bottom of the column pier (7) is internally provided with column pier stress steel bars (8), and the column pier stress steel bars (8) extend upwards into the basement bottom plate (2) and are bent at the tail ends; and the intersection of the basement bottom plate (2) and the edge of the column pier (7) is horizontally provided with a bottom plate additional steel bar (4). The method overcomes the defect that the engineering site is continuously excavated to the bearing stratum in the prior art, so that the damage of insufficient anti-floating performance of a local area is brought to the basement bottom plate, and has the advantage of effectively ensuring the anti-floating performance of the basement bottom plate.
Description
Technical Field
The utility model relates to the technical field of building structures, in particular to a node connection structure of an elevation lowering foundation and a basement bottom plate.
Background
At present, in the design of a basement of a building and foundation engineering, the actual engineering condition that the geological condition under the bottom plate of the basement is poor and the bearing capacity of a soil layer is low often occurs, and an independent foundation cannot be arranged on the original design elevation.
Aiming at the engineering problem, a method of continuously excavating below the designed elevation until a bearing layer with higher soil bearing capacity is adopted at present, forming a certain height difference between an independent foundation and a basement bottom plate, and adopting plain concrete or sand and the like to replace and fill the bearing layer to the designed elevation of the basement bottom plate is adopted. In addition, measures for changing the foundation form, such as using a pile foundation, can be taken, so that better bearing performance is obtained. The method has the advantages that a large amount of concrete, sand, steel bars and other materials are additionally consumed, so that larger engineering cost is generated, and the economy is poor. And changing the foundation form into a pile foundation also affects the engineering construction period, resulting in construction period delay. Meanwhile, as the engineering site is continuously excavated to the bearing stratum, the damage of insufficient floating resistance of a local area can be brought to the basement bottom plate, the safety and the applicability of the building are affected to a certain extent, and serious floating accident of the basement can cause huge damage to personal safety and property.
Therefore, a structure is urgently needed to solve the above-mentioned problems.
Disclosure of Invention
The utility model aims to overcome the defects of the background technology and provides a joint connection structure of a elevation-lowering foundation and a basement bottom plate.
The utility model is implemented by the following technical scheme: the joint connection structure of the elevation-lowering foundation and the basement bottom plate comprises a reinforced concrete column, a basement bottom plate, bottom plate stress steel bars, plain concrete cushion layers, column piers, independent foundations and independent foundation stress steel bars; the column piers are connected with the reinforced concrete column positioned above and the independent foundation positioned below into a whole through concrete pouring, and the plain concrete cushion layer is respectively poured on the lower surface of the basement bottom plate and the lower part of the independent foundation; the basement bottom plate is internally provided with bottom plate stress steel bars, and the independent foundation is internally provided with independent foundation stress steel bars;
when the vertical height difference between the basement bottom plate and the independent foundation is not less than 1 meter;
the concrete layer at the bottom of the column pier is internally provided with column pier stress steel bars, and the column pier stress steel bars extend upwards into the basement bottom plate and are bent at the tail ends;
and the intersection of the basement bottom plate and the column pier edge is horizontally provided with bottom plate additional steel bars.
In the technical scheme, the method comprises the following steps: the diameters and arrangement intervals of the column pier stress steel bars are consistent with those of the independent foundation stress steel bars.
In the technical scheme, the method comprises the following steps: the additional steel bars of the bottom plate are unidirectionally and equidistantly arranged in the concrete protection layer below the bottom plate of the basement.
In the technical scheme, the method comprises the following steps: the extension length of the additional reinforcing steel bars of the bottom plate to one side of the column pier reaches the reinforcing steel bar anchoring length 1a, and the extension length of the other side is not less than 1500 mm.
In the technical scheme, the method comprises the following steps: a compacted plain soil layer is arranged between the column piers and the gaps between the independent foundations.
In the technical scheme, the method comprises the following steps: the sum of the thickness of the basement bottom plate and the height of the column piers is consistent with the height of the independent foundation.
In the technical scheme, the method comprises the following steps: when the vertical height difference between the basement bottom plate and the independent foundation is smaller than 1 meter;
connecting steel bars are arranged on the side walls of the two sides of the column piers and the independent foundations at equal intervals, the connecting steel bars are arranged in a vertical direction and a horizontal direction in a bidirectional orthogonal mode, and the connecting steel bars in vertical arrangement extend to the top of the basement bottom plate through the bottom of the independent foundations and are positioned in the thickness range of the basement bottom plate and the independent foundation concrete protection layer;
the lower ends of the connecting bars which are vertically arranged are horizontally bent towards the center direction of the independent foundation, and the upper ends of the connecting bars which are vertically arranged are horizontally bent towards the direction far away from the reinforced concrete column in the basement bottom plate.
In the technical scheme, the method comprises the following steps: the length of the upper end and the lower end of the connecting steel bars which are vertically arranged and horizontally bent is not less than 15 times the diameter of the connecting steel bars.
In the technical scheme, the method comprises the following steps: the piers are closely arranged with the independent foundations.
The utility model has the following advantages: 1. the utility model effectively ensures the anti-floating performance of the basement bottom plate.
The utility model adopts a construction mode of adding the column piers and the independent foundation, the column piers are connected with the basement bottom plate, and the steel bars and the connecting steel bars in the column piers are respectively extended into the basement bottom plate and bent under the condition of different descending plate height differences, so that the construction measure can fully play the anti-floating role.
2. The utility model effectively reduces the construction cost of basements and foundation engineering. Because the bearing capacity of the soil layer under the basement bottom plate is poor, the independent foundation construction needs to be further excavated downwards to a good bearing layer, and the super-excavated area is backfilled with compacted plain soil, so that the use of commercial concrete with high cost is avoided, and good economic benefit is achieved.
Drawings
FIG. 1 is a schematic view of the structure of the present utility model when the vertical height difference between the lower surface of the basement bottom plate and the upper surface of the independent foundation is not less than 1 meter.
FIG. 2 is a schematic view of the structure of the present utility model when the vertical height difference between the lower surface of the basement bottom plate and the upper surface of the independent foundation is less than 1 meter.
In the figure: the foundation slab comprises a reinforced concrete column 1, a basement bottom plate 2, bottom plate stress steel bars 3, bottom plate additional steel bars 4, plain concrete cushion layers 5, compacted plain soil layers 6, piers 7, pier stress steel bars 8, independent foundations 9, independent foundation stress steel bars 10 and connecting steel bars 11.
Detailed Description
The following description of the embodiments of the present utility model will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present utility model, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the utility model without making any inventive effort, are intended to be within the scope of the utility model.
Referring to fig. 1-2: the joint connection structure of the elevation-lowering foundation and the basement bottom plate comprises a reinforced concrete column 1, a basement bottom plate 2, bottom plate stress steel bars 3, plain concrete cushion layers 5, column piers 7, independent foundations 9 and independent foundation stress steel bars 10; the column piers 7 are connected with the reinforced concrete column 1 positioned above and the independent foundation 9 positioned below into a whole through concrete pouring, and the plain concrete cushion layer 5 is respectively poured on the lower surface of the basement bottom plate 2 and the lower part of the independent foundation 9; the basement bottom plate 2 is internally provided with a bottom plate stress steel bar 3, and the independent foundation 9 is internally provided with an independent foundation stress steel bar 10;
when the vertical height difference between the basement bottom plate 2 and the independent foundation 9 is not less than 1 meter; the concrete layer at the bottom of the column pier 7 is internally provided with column pier stress steel bars 8, and the column pier stress steel bars 8 extend upwards into the basement bottom plate 2 and are bent at the tail ends;
and the intersection of the basement bottom plate 2 and the edge of the column pier 7 is horizontally provided with bottom plate additional steel bars 4.
The diameter and the arrangement interval of the column pier stress steel bars 8 are consistent with those of the independent foundation stress steel bars 10. The column pier stress steel bars 8 are steel bars consistent with the foundation stress steel bars 10, and the reliability of the column pier 8 steel bars is ensured through calculation of the foundation 10. And further, the bearing performance of the column piers 7 is fully ensured, and the anti-floating and anti-cutting requirements of the basement bottom plate 2 are met.
The base plate additional steel bars 4 are arranged in the concrete protection layer below the basement base plate 2 in a unidirectional equidistant mode, and the base plate additional steel bars 4 are used for reinforcing the local bearing performance and the integral connection performance of the basement base plate 2 at the edge of the column pier 7, so that the safety of the connection node is guaranteed.
The extension length of the bottom plate additional steel bars 4 to one side of the column piers 7 reaches the steel bar anchoring length 1a, and the extension length of the other side is not less than 1500 mm, so that the tension performance of the bottom plate additional steel bars 4 is fully exerted, the anchoring failure is avoided, and the safety of the whole foundation is ensured.
A compacted plain soil layer 6 is arranged between the gaps between the piers 7 and the independent foundations 9. The method can avoid the high economic cost caused by the backfilling of a large amount of plain concrete, and save the engineering construction cost.
The sum of the thickness of the basement bottom plate 2 and the height of the piers 7 is consistent with the height of the independent foundation 9. The concrete combination body formed by the column piers 7 and the basement bottom plate 2 in the upper surface area is consistent with the appearance size of the independent foundation 9 bearing the upper structural load, so that the economic waste caused by the oversized column piers 7 can be avoided, the undersize and the insufficient anti-floating performance can be avoided, and the effect of convenient construction of the column piers and the independent foundation can be achieved.
When the vertical height difference between the basement bottom plate 2 and the independent foundation 9 is smaller than 1 meter, connecting steel bars 11 are arranged on the side walls of the two sides of the pillar 7 and the independent foundation 9 at equal intervals, the connecting steel bars 11 are vertically and horizontally arranged in a two-way orthogonal mode, and the vertically arranged connecting steel bars 11 extend to the top of the basement bottom plate 2 through the bottom of the independent foundation 9 and are positioned in the thickness range of the concrete protection layers of the basement bottom plate 2 and the independent foundation 9;
the lower ends of the connecting steel bars 11 which are vertically arranged are horizontally bent towards the center direction of the independent foundation 9, the upper ends of the connecting steel bars 11 which are vertically arranged are horizontally bent towards the direction far away from the reinforced concrete column 1 in the basement bottom plate 2, the anchoring failure of the connecting steel bars 11 due to insufficient anchoring length is avoided, the anti-floating performance of the column piers 7 is enhanced, and therefore the overall safety of the foundation is ensured.
The horizontal bending length of the upper end and the lower end of the connecting steel bars 11 which are vertically arranged is not less than 15 times the diameter of the connecting steel bars 11, so that the anchoring failure of the connecting steel bars 11 caused by insufficient anchoring length is avoided, the anti-floating performance of the column pier 7 is enhanced, and the integral safety of a foundation is ensured.
The piers 7 and the independent foundations 9 are closely arranged. The gap between the column pier 7 and the independent foundation 9 is smaller, the backfilling construction of the compacted plain soil layer 6 is inconvenient to carry out, and the mode of integrally pouring and tightly arranging the column pier 7 and the independent foundation 9 has the advantages of being rapid and efficient in construction, high in bearing capacity and good in anti-floating performance.
The utility model also comprises the following specific arrangement structures: the reinforced concrete column 1 is connected with the column piers 7 and the independent foundation 9 in a concrete pouring mode, the basement bottom plate 2 is paved on a plane where the upper surfaces of the column piers 7 are located, the independent foundation 9 is located below the basement bottom plate 2 and the column piers 7, a certain vertical height difference (hereinafter referred to as a vertical height difference) is arranged between the lower surface of the basement bottom plate 2 and the upper surface of the independent foundation 9, the plain concrete cushion layer 5 is paved in a region except the column piers 7 on the lower surface of the basement bottom plate 2, the plain concrete cushion layer 5 is paved on the lower portion of the independent foundation 9, bottom plate stress steel bars 3 are arranged in the basement bottom plate 2, independent foundation stress steel bars 10 are arranged in the independent foundation 9, and whether the foundation additional steel bars 4, the column pier stress steel bars 8 and the connecting steel bars 11 are paved or not is determined according to the size of the vertical height difference.
According to the scheme, the vertical projection of the basement bottom plate 2 is larger than the vertical plane projection of the column piers 7, and the plane size and thickness of the basement bottom plate 2 are required to be determined according to the actual building basement size; the basement bottom plate 2 is tightly connected with the reinforced concrete column 1, so that a gap is not formed; the vertical projection range of the column pier 7 is consistent with the vertical projection range of the independent foundation 9 and is larger than the vertical projection range of the column 1; the plain concrete cushion layer 5 at the lower part of the independent foundation 9 has a horizontal projection range larger than that of the independent foundation 9; the horizontal projection range of the plain concrete cushion layer 5 under the basement bottom plate 2 is consistent with the horizontal projection range of the basement bottom plate 2;
according to the scheme, the heights of the column piers 7 and the independent foundations 9 are required to be determined according to concrete engineering practice; when the vertical height difference is larger than or equal to one meter, the sum of the thickness of the basement bottom plate 2 and the height of the column piers 7 is consistent with the height of the independent foundation 9; the thickness of the plain concrete cushion layer 5 is not less than 100 mm;
according to the scheme, the compressive strength of the concrete used by the plain concrete cushion layer 5 is not less than 15 megapascals; the compressive strength of the concrete used by the basement bottom plate 2, the column piers 7 and the independent foundation 9 is not less than 30 megapascals; the strength grade of the concrete used by the column piers 7 is consistent with that of the independent foundation 9;
according to the scheme, the bottom plate stress steel bars 3 are arranged in a double-layer bidirectional orthogonal manner within the thickness range of the concrete protection layers at the upper part and the lower part of the basement bottom plate 2, and the number and the non-setting distance of the bottom plate stress steel bars 3 are required to be actually adjusted according to specific engineering; the independent foundation stress steel bars 10 are arranged in a bidirectional orthogonal manner within the thickness range of the concrete protective layer at the bottom of the independent foundation 9, and the number and the non-setting distance of the independent foundation stress steel bars need to be actually adjusted according to specific engineering;
according to the scheme, when the vertical height difference is greater than or equal to one meter, the column pier stress steel bars 8 are arranged in the thickness range of the concrete protection layer at the bottom of the column pier 7, and the diameter and the arrangement interval of the column pier stress steel bars 8 are consistent with those of the independent foundation stress steel bars 10; the column pier stress steel bars 8 extend upwards into the basement bottom plate 2 and are bent by 90 degrees, and the horizontal bending length is not less than 15 times of the diameter of the bent steel bars; when the vertical height difference is more than or equal to one meter, a bottom plate additional steel bar 4 is horizontally arranged at the intersection of the basement bottom plate 2 and the edge of the column pier 7; the base plate additional steel bars 4 are unidirectionally and equidistantly arranged within the thickness range of the concrete protective layer of the basement base plate 2, the extension length of the base plate additional steel bars 4 to one side of the column piers 7 is up to the steel bar anchoring length la, and the extension length of the base plate additional steel bars 4 to the other side is not less than 1500 mm;
according to the scheme, when the vertical height difference is greater than or equal to one meter, the gap area between the lower surface of the basement bottom plate 2 and the upper surface of the independent foundation 9 is filled by the compacted plain soil layer 6; the compacted plain soil layer 6 is fully compacted, and the compaction coefficient is not less than 0.94;
according to the scheme, when the vertical height difference is smaller than one meter, no column pier stress steel bars 8 are arranged at the bottom of the column piers 7, and connecting steel bars 11 are arranged on the independent foundation 9 and the side walls of the two sides of the column piers 7 at equal intervals; the connecting steel bars 11 are vertically and horizontally arranged in a bidirectional orthogonal mode, wherein the vertically arranged connecting steel bars extend from the bottom of the independent foundation 9 to the top of the basement bottom plate 2 and are positioned in the thickness range of the concrete protection layers of the independent foundation 9 and the basement bottom plate 2; the lower ends of the vertically arranged connecting steel bars 11 are horizontally bent for 90 degrees towards the center direction of the independent foundation 9, and the upper ends of the vertically arranged connecting steel bars are horizontally bent for 90 degrees towards the direction away from the reinforced concrete column 1 in the basement bottom plate 2; the horizontal bending lengths of the upper end and the lower end of the vertically arranged connecting steel bars 11 are not smaller than 15 times the diameter of the connecting steel bars 11;
according to the method, when the vertical height difference is smaller than one meter, the lower surface of the column pier 7 is in direct contact with the upper surface of the independent foundation 9, and the lower surface of the basement bottom plate 2 and the upper surface of the independent foundation 9 do not need to be filled by compacting the plain soil layer 6.
The thicknesses of the concrete protection layers of the basement bottom plate 2, the piers 7 and the independent foundations 9 are determined according to the natural environment category of the building.
The parts not described in detail above are all prior art.
Claims (9)
1. The utility model provides a fall elevation basis and basement bottom plate node connection structure, it includes reinforced concrete column (1), basement bottom plate (2), bottom plate atress reinforcing bar (3), plain concrete bed course (5), pier (7), independent basis (9) and independent basis atress reinforcing bar (10); the column piers (7) are connected with the reinforced concrete column (1) positioned above and the independent foundation (9) positioned below into a whole through concrete pouring, and the plain concrete cushion layer (5) is respectively poured on the lower surface of the basement bottom plate (2) and the lower part of the independent foundation (9); a bottom plate stress steel bar (3) is arranged in the basement bottom plate (2), and an independent foundation stress steel bar (10) is arranged in the independent foundation (9);
the method is characterized in that: when the vertical height difference between the basement bottom plate (2) and the independent foundation (9) is not less than 1 meter;
the concrete layer at the bottom of the column pier (7) is internally provided with column pier stress steel bars (8), and the column pier stress steel bars (8) extend upwards into the basement bottom plate (2) and are bent at the tail ends;
and the intersection of the basement bottom plate (2) and the edge of the column pier (7) is horizontally provided with a bottom plate additional steel bar (4).
2. The elevation lowering foundation and basement floor joint connection structure according to claim 1, wherein: the diameters and arrangement intervals of the column pier stress steel bars (8) are consistent with those of the independent foundation stress steel bars (10).
3. The elevation lowering foundation and basement floor joint connection structure according to claim 1, wherein: the base plate additional steel bars (4) are unidirectionally and equidistantly arranged in the concrete protection layer below the basement base plate (2).
4. The elevation lowering foundation and basement floor joint connection structure according to claim 1, wherein: the extension length of the additional steel bars (4) of the bottom plate to one side of the column pier (7) reaches the steel bar anchoring length 1a, and the extension length of the other side is not less than 1500 mm.
5. The elevation lowering foundation and basement floor joint connection structure according to claim 1, wherein: a compaction soil layer (6) is arranged between the gaps between the column piers (7) and the independent foundations (9).
6. The elevation lowering foundation and basement floor joint connection structure according to claim 1, wherein: the sum of the thickness of the basement bottom plate (2) and the height of the piers (7) is consistent with the height of the independent foundation (9).
7. The elevation lowering foundation and basement floor joint connection structure according to claim 1, wherein: when the vertical height difference between the basement bottom plate (2) and the independent foundation (9) is less than 1 meter;
connecting steel bars (11) are arranged on the side walls of the two sides of the column piers (7) and the independent foundations (9) at equal intervals, the connecting steel bars (11) are vertically and horizontally arranged in a bidirectional orthogonal mode, and the vertically arranged connecting steel bars (11) extend to the top of the basement bottom plate (2) through the bottom of the independent foundations (9) and are positioned in the thickness range of the concrete protection layers of the basement bottom plate (2) and the independent foundations (9);
the lower ends of the connecting reinforcements (11) which are vertically arranged are horizontally bent towards the center direction of the independent foundation (9), and the upper ends of the connecting reinforcements (11) which are vertically arranged are horizontally bent towards the direction far away from the reinforced concrete column (1) in the basement bottom plate (2).
8. The elevation lowering foundation and basement floor joint connection structure of claim 7, wherein: the length of the upper end and the lower end of the connecting steel bars (11) which are vertically arranged and horizontally bent is not smaller than 15 times the diameter of the connecting steel bars (11).
9. The elevation reducing foundation and basement floor joint connection structure of claim 7, wherein: the column piers (7) and the independent foundations (9) are closely arranged.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320074931.0U CN219261081U (en) | 2023-01-09 | 2023-01-09 | Elevation foundation falls and basement bottom plate node connection structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320074931.0U CN219261081U (en) | 2023-01-09 | 2023-01-09 | Elevation foundation falls and basement bottom plate node connection structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219261081U true CN219261081U (en) | 2023-06-27 |
Family
ID=86874358
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202320074931.0U Active CN219261081U (en) | 2023-01-09 | 2023-01-09 | Elevation foundation falls and basement bottom plate node connection structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN219261081U (en) |
-
2023
- 2023-01-09 CN CN202320074931.0U patent/CN219261081U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101831889B (en) | Anti-seismic combination slab for earth and rockfill dam and construction method thereof | |
| CN103485363A (en) | Three-dimensional continuous frame type reinforced concrete structure retaining wall | |
| CN104120686A (en) | High elastic die cushion type composite dam | |
| CN203452092U (en) | T-shaped pile retaining wall | |
| CN104674843A (en) | Cantilever type steel reinforced concrete pre-stressed composite structure for reinforcing retaining wall | |
| CN112761671B (en) | Energy-absorbing and pressure-reducing tunnel bottom pile plate structure and construction method | |
| CN219261081U (en) | Elevation foundation falls and basement bottom plate node connection structure | |
| CN108487234A (en) | The method of the board-like platform wall construction of present walling pile | |
| CN211285725U (en) | Basin hills abrupt slope area high-rise building synthesizes earthquake-resistant structure | |
| CN210766863U (en) | Multi-arch rib anchoring plate retaining wall | |
| CN110206020B (en) | Prefabricated snowflake type concrete steel sheet pile and construction method thereof | |
| CN209798847U (en) | Structure for enhancing anti-floating capacity of underground construction/structure | |
| CN111705576A (en) | Steep slope high-filling roadbed structure adopting high-density EPS filler | |
| CN207348049U (en) | A kind of pretensioning prestressed concrete C-shaped plate stake | |
| CN203498863U (en) | Three-dimensional continuous-frame-type reinforced concrete structural retaining wall | |
| CN111395062B (en) | Equal-load replacement light soil side wide roadbed structure, design and construction method | |
| CN111676740B (en) | Construction and design method of anti-arching roadbed structure of ballastless track of cutting section | |
| CN112127226B (en) | Construction method for filling soil in corrugated steel pipe culvert in road filling roadbed | |
| CN204475368U (en) | A kind of cantilevered steel reinforced concrete prestressed combined structure for reinforcement of retaining wall | |
| CN111395082B (en) | Light roadbed structure above operation tunnel, design and construction method | |
| CN210002431U (en) | Composite foundation structure of landscape platform of mountain plank road | |
| CN209260748U (en) | A kind of stepped tower crane | |
| CN113279374A (en) | Rockfill dam top earthquake-resistant wave-resistant structure and construction method | |
| CN206346220U (en) | A kind of pile foundation barricade antidetonation retaining structure of the cushion containing EPS | |
| CN218060188U (en) | Panel dam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |