CN211229112U - Partially-overlapped splicing component of fully-prefabricated floor slab - Google Patents
Partially-overlapped splicing component of fully-prefabricated floor slab Download PDFInfo
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- CN211229112U CN211229112U CN201922070898.0U CN201922070898U CN211229112U CN 211229112 U CN211229112 U CN 211229112U CN 201922070898 U CN201922070898 U CN 201922070898U CN 211229112 U CN211229112 U CN 211229112U
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- steel bars
- reinforcing steel
- truss
- shear
- dovetail
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- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 45
- 229910000746 Structural steel Inorganic materials 0.000 claims abstract description 8
- 230000002787 reinforcement Effects 0.000 claims description 37
- 229910000831 Steel Inorganic materials 0.000 claims description 36
- 239000010959 steel Substances 0.000 claims description 36
- 238000010008 shearing Methods 0.000 claims description 11
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 238000000034 method Methods 0.000 abstract description 11
- 230000000694 effects Effects 0.000 abstract description 5
- 238000010276 construction Methods 0.000 description 8
- 239000000565 sealant Substances 0.000 description 3
- 230000002146 bilateral effect Effects 0.000 description 2
- 210000003205 muscle Anatomy 0.000 description 2
- 238000005267 amalgamation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
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Abstract
The utility model relates to a full precast floor slab part overlapping type splicing component, which comprises a full precast floor slab with a plurality of dovetail grooves with wide inside and narrow outside on the upper edge, a post-cast concrete slab filled by dovetail-shaped splicing and a main structural steel beam with a shear-resistant bolt nail, wherein the dovetail grooves comprise a tendon-outlet dovetail groove and a non-tendon-outlet dovetail groove which are arranged at intervals, the shear-resistant bolt nail is longitudinally welded with a long-strip-shaped on-site additional truss reinforcing steel bar with left and right clamping bulges on the upper part, the relatively grouped tendon-outlet dovetail groove is internally welded with an on-site additional reinforcing steel bar, a structural shear-resistant reinforcing steel bar frame is welded in the relatively grouped non-tendon-outlet dovetail groove, the built splicing joint is an integral structure with a plurality of trusses, can effectively prevent the full precast floor slab from moving longitudinally, transversely and vertically, the splicing is reliable, the service life is long, and the effect which can not be compared with the seam built, the method is scientific and reasonable, has simple structure and low cost, is easy to popularize and implement and has strong practicability.
Description
Technical Field
The utility model relates to a capital construction technical field, especially a full precast floor slab part amalgamation formula piece component.
Background
In the capital construction, splicing the full precast floor slabs is an important basic construction content, and the currently common joint construction methods mainly include two types: the first is a sealant filling method, which is characterized in that the prefabricated floor slab does not have ribs in the joint area, and is directly filled with sealant, so that the construction is convenient and fast, but two prefabricated floor slabs only have adjacent splicing and overlapping relation without mutual limit relation, and the prefabricated floor slabs are easy to relatively displace, thereby causing the risk of joint failure; the second method is a laminated cast-in-place method, which is characterized in that a prefabricated floor slab is provided with ribs (commonly called as beard ribs) in a joint area, a strip-shaped laminated cast-in-place layer with the thickness of about 60mm is reserved, ribs are formed on two sides of the prefabricated floor slab through field binding, then a spliced whole is formed through pouring, transverse reinforcing steel bars are bound and interconnected to form a splicing seam with left and right traction, longitudinal limiting and concrete filling limiting, and the splicing reliability is obviously superior to that of a sealant filling method, so that the current method is more popular. However, as the practical time goes on, the defects that the field steel bar binding workload is large, the construction period is unfavorable, the cost is high, and the reliable working life of the constructed joint is generally short are gradually discovered, and repeated research shows that the transverse steel bar binding interconnection generates the effects of left-right traction and longitudinal limiting, but the shearing resistance generated by the joint constructed in the structural form basically acts on the vertical direction of the plate joint, and the shearing resistance generated in the direction parallel to the plate joint is poor, so the effect is not ideal. Therefore, the existing prefabricated floor joint connecting method is overall less scientific and reasonable, and is less than ideal from the aspects of action effect and construction efficiency.
Disclosure of Invention
The utility model discloses an overcome the not enough of existing in the aspect of the present full precast floor seam connection, provide a method scientific, the structure is more reasonable, can effectively prevent full precast floor partially coincide formula piece component of full precast floor that the full precast floor vertically shifted and the removal of transversely.
The utility model discloses full precast floor slab part coincide formula piece component mainly includes full precast floor slab, post-cast concrete slab band and main structure girder steel 3, characterized in that: still include shear bolt nail, the overhanging end of the prefabricated truss reinforcing bar in the inboard, on-the-spot additional reinforcement, structure shear reinforcing bar frame, a plurality of dovetail and on-the-spot additional truss reinforcing bar, the concrete slab band of post-cast is filled by the bilateral dovetail piece of post-cast, wherein:
the edges of the full precast floor slab comprise an upper edge and a lower edge;
the dovetail groove main body is wide in inside and narrow in outside and is correspondingly, uniformly distributed and reserved on the upper edge of the full precast floor slab;
the dovetail grooves comprise rib-out dovetail grooves which are arranged at intervals and are internally provided with overhanging ends of the in-plate prefabricated truss reinforcing steel bars and non-rib-out dovetail grooves which are internally provided with overhanging ends of the in-plate prefabricated truss reinforcing steel bars;
the main structural steel beam is a longitudinal supporting member spliced by a full precast floor slab, and a plurality of shear-resistant studs with the same interval as the center interval between the dovetail grooves are fixedly arranged on the main structural steel beam;
the field additional truss steel bar main body is in a long strip shape, and a plurality of left clamping protrusions and right clamping protrusions with the spacing consistent with the center spacing between the dovetail grooves are arranged on the field additional truss steel bar main body;
the structural shear-resistant reinforcing steel bar frame consists of an upper parallel reinforcing steel bar, a lower parallel reinforcing steel bar and a left convex annular reinforcing steel bar, wherein the distance between the upper parallel reinforcing steel bar and the lower parallel reinforcing steel bar is consistent with the width of a notch;
the field additional steel bar is formed by combining two steel bars with two bent ends;
in an assembly interconnection state, the on-site additional truss steel bars are limited by the left clamping protrusion and the right clamping protrusion, supported by the shear-resistant studs, welded with each other and arranged between the splicing edges of the full precast floor slabs; two bent reinforcing steel bars of the on-site additional reinforcing steel bars span the on-site additional truss reinforcing steel bars and are symmetrically arranged in the reinforcing steel bar outlet dovetail grooves with two opposite sides in groups, the middle section of the reinforcing steel bars is abutted against the edge of the notch and is fixedly welded and limited on the on-site additional truss reinforcing steel bars, and the two ends of the reinforcing steel bars are bound and connected with the overhanging ends of the prefabricated truss reinforcing steel bars in the plate; the structural shear-resistant reinforcing steel bar frame integrally spans on-site additional truss reinforcing steel bars and is arranged in the opposite grouped non-bar-outlet dovetail grooves, the left and right end parts of the structural shear-resistant reinforcing steel bar frame are limited near the wider groove bottom of the non-bar-outlet dovetail grooves in a protruding shape, and the two parallel reinforcing steel bars are respectively tightly attached to the groove openings and are fixedly welded and limited on the on-site additional truss reinforcing steel bars; after pouring and filling joints, the site additional truss steel bars and the structural shear steel bar frame are combined to resist shearing force along the plate joint direction in the longitudinal direction, the site additional truss steel bars and the site additional steel bar combination which is bound and communicated with the overhanging ends of the prefabricated truss steel bars in the plates resist shearing force vertical to the plate joint direction in the transverse direction, and the shear bolts and the site additional truss steel bars which are fixedly welded into a whole together resist shearing force and torque vertical to the plate surface direction, so that the reliable splicing and interconnection of the full prefabricated floor slabs can be ensured, and the possible work reliable type full prefabricated floor slab partial overlapping type splicing joints of the full prefabricated floor slabs can be effectively prevented from longitudinally, transversely and vertically displacing.
Based on the above concept the utility model discloses full precast floor partial overlap-type piece component, owing to set up the dovetail that has spacing card and hold the article function on full precast floor border, and the interval buries the structure shear reinforcing bar frame and the on-the-spot additional reinforcement that have horizontal traction and vertical shear-resisting function underground in the dovetail, and set up in the seam gap with on-the-spot additional reinforcement, structure shear-resisting reinforcement and the bolt solidly weld on-the-spot additional truss reinforcing bar that links to each other that shears, make the concatenation board seam form one and have the integral construction of multiple truss, constitute and to prevent effectively that full precast floor block is vertical, horizontal and vertical to the reliable piece seam that shifts the removal, its effect can't be compared with the seam that current coincide cast-in-place method was built. The utility model discloses a method science and reasonable, simple structure and easy to carry out for the piece joint reliable operation and the longe-lived of building, the seam reliability that has overcome the cast-in-place method of current coincide and exist is poor, reliable working life is not long and site operation work load is big, inefficiency, a great deal of drawback such as with high costs, is this technical field's a big innovation in fact, has very strong practicality and valuable market perspective.
Drawings
Fig. 1 is a schematic diagram of the basic structure of the embodiment of the present invention;
FIG. 2 is a cross-sectional view A-A of FIG. 1;
fig. 3 is a sectional view B-B of fig. 1.
In the figure:
1. full precast floor slab 11, upper edge 12, lower edge 2 post-cast concrete slab band
21. Bilateral dovetail-shaped abutted seam 3 main structural steel beam 4 shear-resistant stud
5. In-board prefabricated truss reinforcing steel bar 51, overhanging end 6, on-site additional reinforcing steel bar
7. Structural shear reinforcement 71, horizontal reinforcement 72, annular reinforcement 8, dovetail groove
81. Go out muscle dovetail 82, not go out muscle dovetail 9, on-spot additional truss reinforcing bar
91. Left and right clamping protrusions
Detailed Description
The invention will be further described with reference to the accompanying drawings and exemplary embodiments.
In fig. 1, fig. 2 and fig. 3, the utility model discloses a full precast floor slab part coincide formula piece component mainly includes full precast floor slab 1, post-cast concrete slab band 2 and main structure girder steel 3, characterized in that: the concrete slab band is characterized by further comprising shear-resistant studs 4, overhanging ends 51 of in-slab prefabricated truss reinforcements 5, on-site additional reinforcements 6, structural shear-resistant reinforcement frames 7, a plurality of dovetail grooves 8 and on-site additional truss reinforcements 9, wherein the post-cast concrete slab band 2 is filled with post-cast double-side dovetail-shaped splicing seams 21, and the post-cast concrete slab band is characterized in that:
the edge of the full precast floor slab 1 comprises an upper edge 11 and a lower edge 12;
the dovetail groove 8 main body is wide inside and narrow outside, and is correspondingly, uniformly distributed and reserved on the upper edge 11 of the full precast floor slab 1;
the dovetail grooves 8 comprise rib-out dovetail grooves 81 which are arranged at intervals and are internally provided with the overhanging ends 51 of the in-plate prefabricated truss reinforcements 5 and non-rib-out dovetail grooves 82 which are internally provided with the overhanging ends 51 of the in-plate prefabricated truss reinforcements 5;
the main structural steel beam 3 is a longitudinal support member spliced by a full precast floor slab 1, and a plurality of shear-resistant studs 4 with the same distance as the center distance between the dovetail grooves 8 are fixedly arranged on the main structural steel beam;
the main body of the on-site additional truss steel bar 9 is in a long strip shape, and a plurality of left and right clamping protrusions 91 with the intervals consistent with the center intervals among the dovetail grooves 8 are arranged on the main body;
the structural shear reinforcement frame 7 consists of an upper parallel reinforcement 71, a lower parallel reinforcement 71 and a left convex annular reinforcement 72, wherein the distance between the upper parallel reinforcement and the lower parallel reinforcement is consistent with the width of a notch;
the field additional steel bar 6 is formed by combining two steel bars with two bent ends;
in an assembly interconnection state, the on-site additional truss steel bars 9 are limited by the left clamping protrusions 91 and the right clamping protrusions 91, supported by the shear-resistant studs 4, welded with each other and arranged between the spliced edges of the full precast floor slabs 1; the two bent reinforcing steel bars of the field additional reinforcing steel bars 6 cross the field additional truss reinforcing steel bars 9 and are symmetrically arranged in the reinforcing steel bar outlet dovetail grooves 81 with two opposite sides in groups, the middle section of the reinforcing steel bar is abutted against the edge of the notch and is fixedly welded and limited on the field additional truss reinforcing steel bars 9, and the two ends of the reinforcing steel bar are bound and connected with the overhanging ends 51 of the prefabricated truss reinforcing steel bars 5 in the plate; the structural shear reinforcement frame 7 integrally spans the on-site additional truss reinforcement bars 9 and is arranged in the opposite groups of non-bar-outlet dovetail grooves 82, the left and right end part outer convex annular reinforcement bars 72 are limited near the wider groove bottom of the non-bar-outlet dovetail grooves 82, and the two parallel reinforcement bars 71 are respectively tightly attached to the groove openings and are fixedly welded and limited on the on-site additional truss reinforcement bars 9; after pouring and filling joints, the on-site additional truss steel bars 9 and the structural shear-resistant steel bar frames 7 are combined to resist the shearing force along the slab joint direction in the longitudinal direction, the on-site additional truss steel bars 9 and the on-site additional steel bars 6 which are bound and connected with the overhanging ends 51 of the in-slab prefabricated truss steel bars 5 are combined to resist the shearing force vertical to the slab joint direction in the transverse direction, and the shear-resistant studs 4 and the on-site additional truss steel bars 9 fixedly welded with the shear-resistant studs are used for resisting the shearing force and the torque vertical to the slab surface together, so that the reliable splicing and interconnection of the fully-prefabricated floor slabs 1 can be ensured, and the reliable-working fully-prefabricated floor slab partial splicing joints which can effectively prevent the longitudinally, transversely and vertically displaced movement of the fully-prefabricated floor slabs.
Claims (1)
1. The utility model provides a full precast floor slab part coincide formula piece component, mainly includes full precast floor slab (1), post-cast concrete slab area (2) and main structure girder steel (3), its characterized in that: still include shear bolt nail (4), overhanging end (51), on-the-spot additional reinforcement (6), structure shear reinforcement frame (7), a plurality of dovetail (8) and on-the-spot additional truss reinforcing bar (9) of prefabricated truss reinforcing bar (5) in the inboard, the concrete slab band of post-cast (2) is filled by two side dovetail shape piece (21) of post-cast, wherein:
the edge of the full precast floor slab (1) comprises an upper edge (11) and a lower edge (12);
the dovetail groove (8) main body is wide inside and narrow outside, and is correspondingly, uniformly distributed and reserved on the upper edge (11) of the full precast floor slab (1);
the dovetail groove (8) comprises a rib-out dovetail groove (81) which is arranged at intervals and is internally provided with an overhanging end (51) of the in-plate precast truss reinforcing steel bar (5) and a non-rib-out dovetail groove (82) which is internally provided with the overhanging end (51) of the in-plate precast truss reinforcing steel bar (5);
the main structural steel beam (3) is a longitudinal support spliced by a full precast floor slab (1), and a plurality of shear-resistant studs (4) with the spacing matched with the center spacing between the dovetail grooves (8) are fixedly arranged on the main structural steel beam;
the main body of the on-site additional truss steel bar (9) is in a long strip shape, and a plurality of left and right clamping protrusions (91) with the spacing consistent with the center spacing between the dovetail grooves (8) are arranged on the main body;
the structural shear reinforcement frame (7) is composed of an upper parallel reinforcement (71) and a lower parallel reinforcement (71) which are arranged at intervals and are consistent with the width of a notch, and a left annular reinforcement (72) and a right annular reinforcement (72) which are welded on the end parts of the two parallel reinforcements (71) and are convex outwards;
the field additional steel bar (6) is formed by combining two steel bars with two bent ends;
in an assembly interconnection state, the on-site additional truss steel bars (9) are limited by the left clamping convex and the right clamping convex (91), supported by the shear-resistant studs (4), welded with each other and arranged between the splicing edges of the full precast floor slabs (1); two bent reinforcing steel bars of the on-site additional reinforcing steel bars (6) cross the on-site additional truss reinforcing steel bars (9) and are symmetrically arranged in the reinforcing steel bar outlet dovetail grooves (81) with two opposite sides in groups, the middle section of the reinforcing steel bars is abutted against the edge of the notch and is fixedly welded and limited on the on-site additional truss reinforcing steel bars (9), and the two ends of the reinforcing steel bars are bound and connected with the extending ends (51) of the prefabricated truss reinforcing steel bars (5) in the plate; the structural shear reinforcement frame (7) integrally spans the on-site additional truss reinforcement (9) and is arranged in the opposite grouped non-bar-outlet dovetail grooves (82), the left and right end part outer convex annular reinforcements (72) are limited near the wider groove bottom of the non-bar-outlet dovetail grooves (82), and the two parallel reinforcements (71) are respectively tightly attached to the groove openings and are fixedly welded and limited on the on-site additional truss reinforcement (9); after pouring and filling joints, the site additional truss steel bars (9) and the structural shear-resistant steel bar frames (7) are combined to resist shearing force along the slab joint direction in the longitudinal direction, the site additional truss steel bars (9) and the site additional steel bars (6) which are bound, communicated and connected with the overhanging ends (51) of the in-slab prefabricated truss steel bars (5) are combined to resist shearing force perpendicular to the slab joint direction in the transverse direction, and the shear-resistant studs (4) and the site additional truss steel bars (9) which are fixedly welded into a whole together resist shearing force and torque perpendicular to the slab surface direction, so that the reliable splicing and interconnection of the fully prefabricated floor slabs (1) can be ensured, and the reliable-working fully-prefabricated floor slab partially-overlapped splicing joints which can be moved in the longitudinal direction, the transverse direction and the vertical direction of the fully prefabricated floor slabs (1) can be effectively prevented.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922070898.0U CN211229112U (en) | 2019-11-27 | 2019-11-27 | Partially-overlapped splicing component of fully-prefabricated floor slab |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922070898.0U CN211229112U (en) | 2019-11-27 | 2019-11-27 | Partially-overlapped splicing component of fully-prefabricated floor slab |
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| Publication Number | Publication Date |
|---|---|
| CN211229112U true CN211229112U (en) | 2020-08-11 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201922070898.0U Expired - Fee Related CN211229112U (en) | 2019-11-27 | 2019-11-27 | Partially-overlapped splicing component of fully-prefabricated floor slab |
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| CN (1) | CN211229112U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108691382A (en) * | 2018-07-05 | 2018-10-23 | 中国建筑标准设计研究院有限公司 | Pin-connected panel precast floor slab and its construction method |
| CN110805187A (en) * | 2019-11-27 | 2020-02-18 | 中铁建工集团有限公司 | Method for constructing partially overlapped splicing seam of full precast floor slab and component thereof |
| CN112240071A (en) * | 2020-11-05 | 2021-01-19 | 江苏建筑职业技术学院 | Prefabricated assembly type laminated slab and using method thereof |
| CN113202219A (en) * | 2021-07-07 | 2021-08-03 | 中冶建筑研究总院有限公司 | Fully prefabricated assembled steel-concrete composite floor system and design calculation method |
| CN113250359A (en) * | 2021-07-07 | 2021-08-13 | 中冶建筑研究总院有限公司 | Full precast concrete floor slab connection structure and design calculation method |
-
2019
- 2019-11-27 CN CN201922070898.0U patent/CN211229112U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108691382A (en) * | 2018-07-05 | 2018-10-23 | 中国建筑标准设计研究院有限公司 | Pin-connected panel precast floor slab and its construction method |
| CN110805187A (en) * | 2019-11-27 | 2020-02-18 | 中铁建工集团有限公司 | Method for constructing partially overlapped splicing seam of full precast floor slab and component thereof |
| CN110805187B (en) * | 2019-11-27 | 2024-07-05 | 中铁建工集团有限公司 | Method for constructing partially overlapped type joint of full prefabricated floor slab and member thereof |
| CN112240071A (en) * | 2020-11-05 | 2021-01-19 | 江苏建筑职业技术学院 | Prefabricated assembly type laminated slab and using method thereof |
| CN113202219A (en) * | 2021-07-07 | 2021-08-03 | 中冶建筑研究总院有限公司 | Fully prefabricated assembled steel-concrete composite floor system and design calculation method |
| CN113250359A (en) * | 2021-07-07 | 2021-08-13 | 中冶建筑研究总院有限公司 | Full precast concrete floor slab connection structure and design calculation method |
| CN113202219B (en) * | 2021-07-07 | 2021-09-10 | 中冶建筑研究总院有限公司 | Fully prefabricated assembled steel-concrete composite floor system and design calculation method |
| CN113250359B (en) * | 2021-07-07 | 2021-10-08 | 中冶建筑研究总院有限公司 | Full precast concrete floor slab connection structure and design calculation method |
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| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20200811 |
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| CF01 | Termination of patent right due to non-payment of annual fee |