CN211080285U - Outrigger type embedded column base structure for reducing height of bearing platform - Google Patents
Outrigger type embedded column base structure for reducing height of bearing platform Download PDFInfo
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- CN211080285U CN211080285U CN201921851983.4U CN201921851983U CN211080285U CN 211080285 U CN211080285 U CN 211080285U CN 201921851983 U CN201921851983 U CN 201921851983U CN 211080285 U CN211080285 U CN 211080285U
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Abstract
An outrigger type embedded column base structure for reducing the height of a bearing platform comprises the bearing platform, frame columns and foundation piles, wherein the frame columns comprise profile steel, the profile steel at the roots of the frame columns is inserted into the bearing platform, the foundation piles are dispersedly and symmetrically arranged below the bearing platform by taking the frame columns as centers, pile tops of the foundation piles penetrate through a cushion layer and are embedded into the bottom of the bearing platform, the part of the profile steel embedded into the bearing platform is provided with an outrigger type steel beam towards each foundation pile on the periphery by taking the axis of the profile steel as the center, the section shape of the outrigger type steel beam is H-shaped or square tube-shaped, one end of each outrigger type steel beam is fixedly connected to the profile steel of the frame column to form an integral steel member with the profile steel, and the other end of each; the section steel and the overhanging steel beam at the root of the frame column are supported on the cushion layer at the lower part through the supporting steel frame at the bottom of the section steel and are integrally poured in the bearing platform by concrete. The utility model discloses can solve among the prior art cushion cap height and too greatly cause the extravagant and the not convenient to be under construction technical problem of unnecessary.
Description
Technical Field
The utility model relates to a building structure design and civil engineering technical field specifically are a reduce outrigger formula of cushion cap height and bury column base structure.
Background
The reasonable design of the embedded column base node of the combined structure column or the steel structure column is the key for ensuring the safe and reliable bearing of the whole structure. For a combined structure frame column, the embedded column feet of a section steel concrete column and a rectangular steel tube concrete column are required by the existing 'combined structure design specification' JGJ138, and the embedding depth of section steel in a foundation (comprising a foundation bottom plate or a bearing platform) is not less than 2.0 times of the section height of the column section steel; the embedded column foot of the round steel tube concrete column has the embedding depth of the section steel in the foundation not less than 2.5 times of the section height of the column section steel. The standard atlas presents the embedded toe node approach as shown in fig. 1. For steel structure columns, the current technical code for high-rise civil building steel structures JGJ99 requires that the embedding depth of the H-shaped section column is not less than 2.0 times of the section height of the steel column; the embedding depth of the box column is not less than 2.5 times of the long side of the section of the steel column; the depth of embedment of the cylindrical pillar should not be less than 3.0 times the outer diameter of the pillar and the standard atlas gives the embedded toe node approach as shown in figure 2. The main purpose of the specification is two, one is to effectively embed and fix the frame column on the bearing platform foundation by controlling the minimum embedding depth of the section steel in the bearing platform, and the specification specifies that the requirement is required to be executed when only 1-layer basement is available or no basement is available. Secondly, when a plurality of pile bearing platforms are arranged under the column for bearing, the sufficient embedding depth can ensure that the internal force of the column is reliably transmitted to the bearing platforms through the bonding between the section steel and the concrete and finally transmitted to the foundation piles, and the bearing platforms have sufficient rigidity to level the internal force shared among all the foundation piles.
However, the sectional form and size of the steel sections in the frame columns are determined by calculation, and if the sectional size of the steel sections is large, the practice of referring to specifications and maps usually causes the height of the bearing platform to be too large. Table 1 is a summary table of the pillar joint method, the formula for calculating the embedded depth of the frame pillar steel, the minimum embedded depth structural requirement, and the minimum height of the bearing platform according to the current specifications and the atlas. Table 2 lists the minimum height of the platform required by the current specifications and drawing sets, which is usually met in several practical projects, of the frame column with different section forms and different section sizes (the long side size or the outer diameter of the section steel concrete column is 1.0m, and the steel tube concrete column or the steel column is 1.5 m). Often, actual structural calculations do not require such a thick platform. That is, when the section steel has a large section size, the height of the bearing platform of the embedded column base is mostly controlled by the requirement of the embedded depth of the standard structure, which not only causes waste, but also increases the construction difficulty due to the increase of the embedded depth of the bearing platform, and is more inconvenient when meeting underground water. In addition, the node practice given by the current specification and the atlas needs to be provided with a positioning bolt, so as to ensure effective fixation in the construction process of the column-shaped steel, the height of the bearing platform at the position where the positioning bolt is arranged needs to be locally increased, namely the height of the bearing platform is further increased, and the pile head connection at the thickened slope part is difficult to construct, as shown in fig. 1 and 2.
Table 1 shows the formula for calculating the embedding depth of the frame column steel, the minimum embedding depth structure requirement and the minimum height of the bearing platform by adopting the method of specification and atlas
Note: 1. the column of the minimum height of the bearing platform at the positioning bolt part is the total height of the bearing platform at the positioning bolt part and the local deepened height.
2. In the column of the section steel embedding depth calculation formula: h isBThe embedding depth of the profile steel is set; m is the design value of the bending moment of the embedded column base; brThe side length of a stirrup of the profile steel concrete column is perpendicular to the direction of a calculated bending plane; b is the column side length of the rectangular steel tube concrete column in the direction vertical to the calculated bending plane; d is the outer diameter of the steel pipe; f. ofcThe design value of the compressive strength of the foundation concrete is obtained.
TABLE 2 example of minimum height of bearing platform required by current specification and atlas requirements under different section form frame column and section steel sizes
Note: 1. the section size of the section steel is as follows, when the section steel is cross-shaped: the wide x cross-section of flange is wide, the thick x flange of web is thick, during the H type: the flange width x section height x web thickness x flange thickness; square tube making: length of cross section x width x wall thickness; when the circular shape is formed: outer diameter x wall thickness.
2. The column of 'calculating the required height of the bearing platform according to the standard formula' is the required section steel embedding depth calculated according to the existing 'design specification of composite structure' JGJ138 formula (namely, the column of 'section steel embedding depth calculation formula' in the table 1) according to the column bottom internal force.
3. The calculation methods of the minimum embedded depth structure requirement of the section steel, the minimum height of the bearing platform and the minimum height of the bearing platform at the positioning bolt part are shown in a table 1, wherein the positioning bolt is considered according to the d equal to 30 mm.
4. In the column of "section steel concrete", the minimum embedded depth structure requirement of the section steel is only related to the profile dimension of the section steel, so the section steel is only illustrated by a cross shape, and the rest is not described again.
Disclosure of Invention
In order to overcome the defect and not enough of above-mentioned technique, the utility model provides a design and structure based on effectively reduce cushion cap height and transmission post internal force to the outrigger formula of foundation pile and bury the column base can be solved and the technical problem of the construction of being not convenient for is wasted and caused unnecessary because of satisfying standard structure requirement messenger cushion cap height among the current mode greatly.
The utility model adopts the following technical scheme:
an outrigger type embedded column base structure for reducing the height of a bearing platform comprises the bearing platform, frame columns and foundation piles, wherein the frame columns comprise profile steel, the profile steel at the roots of the frame columns is inserted into the bearing platform, the foundation piles are dispersedly and symmetrically arranged below the bearing platform by taking the frame columns as centers, pile tops of the foundation piles penetrate through a cushion layer and are embedded into the bottom of the bearing platform, an outrigger steel beam is arranged on the part of the profile steel embedded in the bearing platform by taking the axis as the center to each peripheral foundation pile, the outrigger steel beam is H-shaped or square-tube-shaped in cross section, one end of each outrigger steel beam is fixedly connected to the profile steel of the frame columns to form an integral steel member with the profile steel, and the other end of each outrigger steel beam extends to the upper part of the pile head of the foundation pile and enables the end part of each; the section steel and the overhanging section steel beam at the root of the frame column are supported on the cushion layer at the lower part through a supporting steel frame at the bottom of the section steel and are integrally poured in the bearing platform by concrete.
The frame column is a profile steel concrete column and comprises profile steel arranged in the center of the column and column longitudinal steel bars arranged at the periphery of the column; column stirrups are arranged on the periphery of the built-in section steel of the frame column above the top surface of the bearing platform and are bound and fixed with longitudinal steel bars of the column; the part of the column longitudinal steel bar inserted into the bearing platform is anchored above the overhanging steel beam; the embedded section steel of the frame column is embedded in the periphery of the part in the bearing platform, and a plurality of closed reinforcing stirrups are arranged on the periphery of the part, embedded in the bearing platform, of the embedded section steel of the frame column and are fixedly bound with the part, anchored in the bearing platform, of the column longitudinal steel bars.
The built-in section steel is cross-shaped section steel and comprises orthogonal cross-shaped column web plates and column flange plates vertically connected with the end parts of the column web plates, batten plates are arranged between the column flange plates along the circumferential direction at the part of the cross-shaped section steel embedded in the bearing platform, and the batten plates and the column flange plates jointly enclose to form a closed polygonal steel pipe column;
arranging a bearing platform steel bar lap joint plate between the upper flange of the overhanging steel beam and the top surface of the bearing platform at a position corresponding to the upper steel bar of the bearing platform; the bearing platform reinforcing steel bar lapping rib plate is supported, welded and fixed by the vertical stiffening plates of the built-in section steel surrounding the lower part of the bearing platform reinforcing steel bar lapping rib plate at equal intervals; horizontal stiffening partition plates are respectively arranged in the closed polygonal steel pipe column at positions corresponding to the pile cap reinforcing steel bar lapping plate and at the upper flange and the lower flange of the overhanging steel beam, and the peripheries of the stiffening partition plates are in equal-strength welding connection with the inner walls of the column web plate, the column flange plate and the lapping plate; and the stiffening partition plate is provided with air holes and grouting holes.
The built-in section steel is a square steel pipe or a round steel pipe;
arranging a bearing platform steel bar lap joint plate between the upper flange of the overhanging steel beam and the top surface of the bearing platform at a position corresponding to the upper steel bar of the bearing platform; the bearing platform reinforcing steel bar lapping rib plate is supported, welded and fixed by the vertical stiffening plates of the built-in section steel surrounding the lower part of the bearing platform reinforcing steel bar lapping rib plate at equal intervals; horizontal stiffening partition plates are respectively arranged at the positions corresponding to the bearing platform reinforcing steel bar lapping rib plates and the upper flange and the lower flange of the overhanging steel beam in the square steel pipe or the round steel pipe, and the peripheries of the stiffening partition plates are in equal-strength welding connection with the inner wall of the steel pipe with the built-in section steel; and the stiffening partition plate is provided with air holes and grouting holes.
The bottom of the column longitudinal steel bar is welded on the top surface of the upper flange of the overhanging steel beam through a mechanical connecting sleeve or a column longitudinal bar lapping rib plate, a beam transverse stiffening rib is arranged between the upper flange and the lower flange of the overhanging steel beam corresponding to the mechanical connecting sleeve or the column longitudinal bar lapping rib plate, and the beam transverse stiffening ribs are arranged on two sides of a web plate of the overhanging steel beam and have the same width with the flange on the side and the same height with the web plate.
The frame column is a steel pipe concrete column which comprises external section steel and plain concrete inside the steel pipe concrete column; the external section steel is a square steel pipe or a round steel pipe; arranging a bearing platform steel bar lap joint plate between the upper flange of the overhanging steel beam and the top surface of the bearing platform at a position corresponding to the upper steel bar of the bearing platform; the bearing platform reinforcing steel bar lapping rib plate is supported, welded and fixed by the vertical stiffening plates of the external section steel surrounding the lower part of the bearing platform reinforcing steel bar lapping rib plate at equal intervals; horizontal stiffening partition plates are respectively arranged in the steel pipe of the external section steel at the positions corresponding to the bearing platform reinforcing steel bar lapping rib plates and the upper flange and the lower flange of the external steel beam, and the peripheries of the stiffening partition plates are in equal-strength welding connection with the inner wall of the steel pipe of the external section steel; and the stiffening partition plate is provided with air holes and grouting holes.
The frame column is a steel column, the section steel is the steel column, and the steel column is a square steel tube or a round steel tube; arranging a bearing platform steel bar lap joint plate between the upper flange of the overhanging steel beam and the top surface of the bearing platform at a position corresponding to the upper steel bar of the bearing platform; the bearing platform reinforcing steel bar lapping rib plate is supported, welded and fixed by the vertical stiffening plates with the lower parts surrounding the steel column at equal intervals; horizontal stiffening partition plates are respectively arranged in the steel pipes of the steel columns at the positions corresponding to the reinforcing steel bar lapping plates of the bearing platform and at the upper flange and the lower flange of the overhanging steel beam, and the peripheries of the stiffening partition plates are in equal-strength welding connection with the inner walls of the steel pipes of the steel columns; and the stiffening partition plate is provided with air holes and grouting holes.
A construction method of an outrigger type embedded column base structure for reducing the height of a bearing platform comprises the following steps:
1) welding the overhanging steel beam and the column root part of the section steel into an integral steel member in a factory;
2) firstly, constructing foundation piles on the ground, then excavating a groove to the bottom of a concrete cushion layer and pouring the concrete cushion layer, paving a bearing platform waterproof layer and a waterproof protective layer on the concrete cushion layer, enabling pile heads of the foundation piles to penetrate through the concrete cushion layer and be embedded into the bottom of the bearing platform to be poured, and then laying a supporting steel frame on the bearing platform waterproof layer and the waterproof protective layer of the cushion layer corresponding to the center of profile steel of a frame column to be constructed;
3) transporting the steel member in the step 1) to the site, integrally hoisting the steel member on the support steel frame in the step 2), and adjusting and positioning the steel member to be reliably fixed;
4) and binding a bearing platform steel bar, and pouring concrete at the root of the bearing platform and the frame column from bottom to top.
The utility model discloses there is following positive beneficial effect:
the utility model discloses the node way is fully guaranteeing axle center pressurized or eccentric pressurized frame post and has passed under the reliable prerequisite of power to each foundation pile, has solved the great problem of cushion cap height to the design principle of reference has been given. The support steel frame is combined to temporarily support the frame column section steel in the construction stage (the support effect of the support steel frame is temporary because the support effect is mainly born by the concrete column base after the concrete is solidified), and a positioning bolt and a local thickened part of a bearing platform are omitted. Through the actual engineering inspection, this column foot node safety, reasonable, effective and be convenient for construction, use the utility model discloses the way, the cushion cap design of integrated configuration frame post or steel structural framework post can break away from in the past and require and be forced to increase the embarrassment of cushion cap height because of the buried degree of depth, possesses stronger commonality, can regard as the corresponding replenishment of current standard and atlas to provide reference and reference for relevant engineering from now on.
Adopt the utility model discloses a cushion cap height compares current standard and the atlas and obviously reduces, and the construction degree of difficulty reduces, and construction cycle also correspondingly shortens. Although the consumption of the section steel is increased to a certain extent, the consumption of the concrete and the amount of the excavation and filling are saved, so that the total construction cost is not increased. The overall result is more satisfactory.
Drawings
FIG. 1(a) and FIG. 1(b) are section steel concrete column embedded column base nodes shown in the current "design Specification for composite Structure" JGJ 138;
FIG. 2 is a concrete-filled steel tubular column or steel column embedded column base node shown in the current technical code for high-rise civil building steel structure JGJ 99;
FIG. 3(a1) is a plan view of the embedded column base node of the steel concrete column of the present invention;
FIG. 3(a2) is a cross-sectional view taken at the A-A position of FIG. 3(a 1);
FIG. 3(b1) is a plan view of the embedded column base node of the concrete filled steel tubular column of the present invention;
FIG. 3(B2) is a cross-sectional view taken at the B-B position of FIG. 3 (B1);
fig. 3(c1) is a plan view of the embedded column base node of the steel column of the present invention;
FIG. 3(C2) is a cross-sectional view taken at the C-C position of FIG. 3 (C1);
fig. 4(a) and 4(b) are schematic diagrams illustrating the calculation of the embedded column base node overhanging steel beam according to the present invention;
fig. 5(a) is a schematic view of the column longitudinal bars of the present invention connected by the mechanical connecting sleeve when the anchoring length in the bearing platform is insufficient;
fig. 5(b) is a schematic view of the welding connection of the column longitudinal bars through the lap-joint plates when the anchoring length of the column longitudinal bars in the bearing platform is insufficient;
fig. 6(a1) is a plan view of the embedded column base node according to an embodiment a of the present invention;
FIG. 6(a2) is a cross-sectional view taken at the D-D position of FIG. 6(a 1);
FIG. 6(a3) is a plan view of the position of the steel reinforcement plate of the bearing platform in FIG. 6(a 1);
FIG. 6(a4) is an elevation view of the position of the steel reinforcement plate of the bearing platform in FIG. 6(a 1);
fig. 6(b1) is a plan view of the embedded column base node according to embodiment b of the present invention;
FIG. 6(b2) is a cross-sectional view taken at the E-E position of FIG. 6(b 1);
FIG. 6(b3) is a plan view of the position of the steel reinforcement plate of the bearing platform in FIG. 6(b 1);
fig. 7(a1) is a plan view of an embedded column base node according to embodiment a of the present invention;
FIG. 7(a2) is a sectional view taken at the F-F position of FIG. 7(a 1);
fig. 7(b1) is a plan view of an embedded column base node according to embodiment b of the present invention;
FIG. 7(b2) is a sectional view taken along the line G-G of FIG. 7(b 1);
FIG. 7(b3) is a sectional view taken at the H-H position in FIG. 7(b 1).
The reference numbers: 1-bearing platform, 2-frame column, 3-foundation pile, 4-concrete cushion, 5-overhanging steel beam, 51-upper flange, 52-lower flange, 6-supporting steel frame, 7-stiffening clapboard, 8-air hole, 9-grouting hole, 10-column longitudinal steel bar, 11-column stirrup, 12-reinforcing stirrup, 13-column flange plate, 14-batten plate, 15-column web plate, 16-bearing platform steel bar lapping plate, 17-vertical stiffening plate, 18-mechanical connecting sleeve, 19-column longitudinal steel bar lapping plate, 20-beam transverse stiffening rib, 22-anchor bolt, 23-ground beam, 24-section steel and 26-bolt nail.
Detailed Description
The following describes the embodiments of the present invention with reference to the accompanying drawings.
The following examples are given for the purpose of illustrating the present invention in a clear manner and are not intended to limit the scope of the present invention. Other variations and modifications of the present invention will be apparent to those of ordinary skill in the art based on the following description, and it is within the spirit of the present invention that such variations and modifications are within the scope of the present invention.
Referring to the drawings, particularly to fig. 3(a1), 3(a2), 3(b1), 3(b2), 3(c1) and 3(c2), an outrigger type embedded column foot structure for reducing the height of a bearing platform comprises a bearing platform, a frame column and foundation piles, wherein the frame column comprises the outrigger, the section steel at the root of the frame column is inserted into the bearing platform, the foundation piles 3 are dispersedly and symmetrically arranged below the bearing platform 1 by taking the frame column 2 as the center, the pile tops of the foundation piles penetrate through a cushion layer 4 and are embedded into the bottom of the bearing platform 1, the part of the section steel 24 embedded in the bearing platform 1 is provided with the outrigger type steel 5 towards the peripheral foundation piles 3 by taking the axis as the center, the section shape of the outrigger type steel beam 5 is an H-shaped or square pipe type, one end of each outrigger type steel beam 5 is fixedly connected to the section steel 24 of the frame column 2 to form an integral steel member with the section steel 24, the other end extends to the position above the pile head of the foundation pile 3 and the end part of the other end extends to the center of the foundation pile 3; the section steel 24 and the overhanging section steel beam 5 at the root of the frame column 2 are supported on the cushion layer 4 at the lower part through the supporting steel frame 6 at the bottom of the frame column, and the whole body is poured in the bearing platform 1 by concrete.
Referring to fig. 3(a1) and 3(a2), the frame column 2 is a steel reinforced concrete column, which comprises steel bars arranged in the center of the column and column longitudinal steel bars 10 arranged at the periphery of the column; above the top surface of the bearing platform 1, column stirrups 11 are arranged on the periphery of the built-in section steel of the frame column 2 and are bound and fixed with column longitudinal steel bars 10; the part of the column longitudinal reinforcement 10 inserted into the bearing platform 1 is anchored above the overhanging steel beam 5; the periphery of the part, embedded in the bearing platform 1, of the built-in section steel of the frame column 2 is provided with a plurality of closed reinforcing stirrups 12, and the reinforcing stirrups 12 and the part, anchored in the bearing platform, of the column longitudinal steel bars 10 are bound and fixed.
Referring to fig. 3(a1), the built-in section steel is cross-shaped section steel, and comprises a cross-shaped column web 15 and column flange plates 13 vertically connected with the end parts of the cross-shaped section steel, a batten plate 14 is arranged between the column flange plates 13 of the cross-shaped section steel embedded in the bearing platform 1 along the annular direction, and the batten plate 14 and the column flange plates 13 together enclose a closed polygonal steel pipe column;
referring to fig. 3(a2), a bearing platform steel bar lap plate 16 is arranged between the upper flange 51 of the overhanging steel beam 5 and the top surface of the bearing platform 1 at a position corresponding to the upper steel bar of the bearing platform; the bearing platform steel bar lapping rib plate 16 is supported, welded and fixed by the vertical stiffening plates 17 of the built-in section steel surrounding the lower part of the bearing platform steel bar lapping rib plate at equal intervals; horizontal stiffening partition plates 7 are respectively arranged in the positions corresponding to the pile cap reinforcing steel bar lapping plates 16 and the upper flange 51 and the lower flange 52 of the overhanging steel beam 5 in the closed polygonal steel pipe column, and the peripheries of the stiffening partition plates 7 are in equal-strength welding connection with the inner walls of the column web plate 15, the column flange plate 13 and the batten plate 14; and the stiffening clapboard 7 is provided with air holes 8 and grouting holes 9.
The built-in section steel is a square steel pipe or a round steel pipe;
a bearing platform steel bar lapping rib plate 16 is arranged between the upper flange 51 of the overhanging steel beam 5 and the top surface of the bearing platform 1 and corresponds to the position of the steel bar at the upper part of the bearing platform; the bearing platform steel bar lapping rib plate 16 is supported, welded and fixed by the vertical stiffening plates 17 of the built-in section steel surrounding the lower part of the bearing platform steel bar lapping rib plate at equal intervals; in the square steel pipe or the round steel pipe, horizontal stiffening partition plates 7 are respectively arranged at the positions corresponding to the pile cap reinforcing steel bar lapping plate 16 and the upper flange 51 and the lower flange 52 of the overhanging steel beam 5, and the peripheries of the stiffening partition plates 7 are in equal-strength welding connection with the inner wall of the steel pipe with the built-in section steel; and the stiffening clapboard 7 is provided with air holes 8 and grouting holes 9.
The bottom of the column longitudinal steel bar 10 is welded on the top surface of the upper flange 51 of the overhanging steel beam 5 through a mechanical connecting sleeve 18 or a column longitudinal bar lapping rib plate 19, a beam transverse stiffening rib 20 is arranged between the upper flange 51 and the lower flange 52 of the overhanging steel beam 5 corresponding to the mechanical connecting sleeve 18 or the column longitudinal bar lapping rib plate 19, and the beam transverse stiffening rib 20 is arranged on two sides of a web plate of the overhanging steel beam 5 and has the same width as the side flange and the same height as the web plate.
The frame column 2 is a steel tube concrete column which comprises external section steel and plain concrete inside the steel tube concrete column; the external section steel is a square steel pipe or a round steel pipe; a bearing platform steel bar lapping rib plate 16 is arranged between the upper flange 51 of the overhanging steel beam 5 and the top surface of the bearing platform 1 and corresponds to the position of the steel bar at the upper part of the bearing platform; the bearing platform steel bar lapping rib plate 16 is supported, welded and fixed by the vertical stiffening plates 17 of the external section steel which are surrounded by the lower part of the bearing platform steel bar lapping rib plate at equal intervals; horizontal stiffening partition plates 7 are respectively arranged in the positions, corresponding to the pile cap reinforcing steel bar lapping plates 16, of the steel pipes of the external section steels and the positions of the upper flanges 51 and the lower flanges 52 of the external steel beams 5, and the peripheries of the stiffening partition plates 7 are in equal-strength welding connection with the inner walls of the steel pipes of the external section steels; and the stiffening clapboard 7 is provided with air holes 8 and grouting holes 9.
The frame column 2 is a steel column, the section steel 24 is the steel column, and the steel column is a square steel tube or a round steel tube; a bearing platform steel bar lapping rib plate 16 is arranged between the upper flange 51 of the overhanging steel beam 5 and the top surface of the bearing platform 1 and corresponds to the position of the steel bar at the upper part of the bearing platform; the bearing platform steel bar lapping rib plate 16 is supported, welded and fixed through the vertical stiffening plates 17 of which the lower parts surround the steel column at equal intervals; horizontal stiffening partition plates 7 are respectively arranged in the positions, corresponding to the steel bar lapping plates 16 of the bearing platform, of the steel pipes of the steel columns and at the positions of the upper flanges 51 and the lower flanges 52 of the overhanging steel beams 5, and the peripheries of the stiffening partition plates 7 are in equal-strength welding connection with the inner walls of the steel pipes of the steel columns; and the stiffening clapboard 7 is provided with air holes 8 and grouting holes 9.
A construction method of an outrigger type embedded column base structure for reducing the height of a bearing platform comprises the following steps:
1) welding the overhanging steel beam 5 and the column root part of the section steel 24 into an integral steel member in a factory;
2) firstly, constructing a foundation pile 3 on the ground, then excavating a groove to the bottom of a concrete cushion 4 and pouring the concrete cushion 4, paving a bearing platform waterproof layer and a waterproof protective layer on the concrete cushion 4, enabling the pile head of the foundation pile 3 to penetrate through the concrete cushion 4 and be embedded into the bottom of a bearing platform 1 to be poured, and then laying a supporting steel frame 6 on the bearing platform waterproof layer and the waterproof protective layer of the cushion 4 corresponding to the center of a section steel 24 of a frame column 2 to be constructed;
3) transporting the steel member in the step 1) to the site, integrally hoisting the steel member on the support steel frame 6 in the step 2), and reliably fixing the steel member after adjusting and positioning;
4) binding a bearing platform steel bar, and pouring concrete at the root parts of the bearing platform 1 and the frame column 2 from bottom to top.
The utility model is suitable for a only have 1 layer basement or do not have the basement, adopt many pile cap basis, and adopt the design and the construction of the formula integrated configuration column base of buryying or steel construction column base of great cross sectional dimension.
The utility model discloses bury formula column base node way as follows:
(1) sealing the open section steel section into a closed section within the height range of the bearing platform through the annular batten plate; the batten plate and the columnar steel flange are connected by a full penetration groove welding seam. (2) The overhanging type steel beam is arranged between the central connecting line of the column steel and each foundation pile at the periphery, the section form of the overhanging type steel beam can adopt an H type or a square tube type, the flanges of the H type and the square tube type overhanging type steel beams are connected with the flanges of the column steel or the batten plates by full penetration groove welding lines, and the web of the H type overhanging type steel beam is connected with the flanges of the column steel or the batten plates by partial penetration welding lines. (3) And a bearing platform steel bar lap rib plate is arranged at the position corresponding to the upper steel bar of the bearing platform, and is supported, welded and fixed by the vertical stiffening plates which are welded on the frame column profile steel in an encircling manner at equal intervals through the lower part of the bearing platform steel bar lap rib plate. The bearing platform reinforcing steel bar lapping rib plate is welded and connected with the steel flange of the cross-shaped steel or the outer wall of a batten plate, the outer wall of square tube or round tube steel and the like. The utility model discloses enumerate respectively the embedded column foot node gross sample of shaped steel concrete column (see fig. 3(a1), fig. 3(a2)), steel core concrete column (see fig. 3(b1), fig. 3(b2)) and steel column (see fig. 3(c1), fig. 3(c2)) after adopting the practice of the utility model. The construction proposal of the column base joint is as follows: (1) laying a support steel frame (shown in figure 3) on the foundation pad layer to replace the positioning bolts, so as to eliminate the local thickened part of the bearing platform; the support steel frame ensures the positioning and stability of the structural steel members before the concrete of the bearing platform is not condensed.
(2) Welding the overhanging section steel beam and the section steel column foot part of the frame column in a factory, integrally transporting to the site and hoisting in place, wherein the position of the column splicing joint can be 1.0-1.3 m above the top of the bearing platform.
Adopt the utility model discloses the way has realized following 2 purposes: (1) the embedding depth of the section steel is reduced, so that the height of the bearing platform is reduced. The pen consults the related regulation of the mechanical anchoring of the steel bar, and recommends that the minimum embedding depth of the section steel can be 0.6 times of the standard requirement at the moment, and after considering the height of the supporting steel frame of 500mm, the corresponding structural requirement of the minimum embedding depth of the section steel and the minimum height adjustment of the bearing platform are shown in the table 3.
TABLE 3 adopt the utility model discloses after the way, shaped steel embedding degree of depth computational formula, minimum embedding degree of depth structure require and cushion cap minimum height
Note: 1. the minimum embedding depth structure requirement of the section steel is 0.6 times of the standard, and the minimum embedding depth structure requirement is only adjusted, so that the standard embedding depth calculation formula is not suitable to be adjusted. The column base nodes are designed according to the method of the present invention in table 2, and the results are shown in table 4.
Table 4 different section form frame column and section steel size, according to the utility model discloses the required cushion cap minimum height of way exemplifies
Note: 1. the required height of the bearing platform, the minimum embedding depth structure requirement of the section steel and the minimum height of the bearing platform are calculated according to a standard formula, and the calculation methods are shown in a table 3.
2. The rest of the comments are the same as in Table 2.
Adopt the utility model discloses after the way, except shaped steel concrete column, the cushion cap height obviously reduces, and when the column bottom internal force was not big, the embedding degree of depth had been controlled by the gained result of standard computational formula under the partial condition.
TABLE 5 Adaptation of the bearing platform height contrast between the practice of the present invention and the practice of the standard drawing set
Note: 1. "none" means that the height of the platform is not optimized by using the method of the present invention.
(2) Effectively transferring the internal force of the frame column to the foundation pile. The frame column base internal force is great usually, when for many pile bearing platforms, adopts the utility model discloses the way is effectively with frame column base internal force through overhanging shaped steel roof beam transmission to pile bolck, and it is clear and definite to pass the power path.
The method also includes the following problems that (1) as described above, the depth of the steel beam embedded in the bearing platform is controlled to ensure the embedding requirement of the frame column, so that the method is suitable for being adopted by a writer when the flange of the steel beam embedded in the bearing platform is pressed or eccentrically pressed, the method is suitable for being adopted by the writer when the flange of the steel beam embedded in the bearing platform is larger than the flange of the steel beam embedded in the bearing platform, the thickness of concrete between the overhanging steel beam and the top surface of the bearing platform is smaller, the condition that the concrete at the top of the bearing platform is damaged under the action of tensile force is likely to occur, so that the method is still adopted when the anchor is standardized when the flange of the steel beam embedded in the bearing platform is larger than the flange of the steel beam embedded in the bearing platform, the method is suitable for being adopted when the flange of the steel beam embedded in the bearing platform or eccentrically pressed, the flange of the steel beam embedded in the bearing platform is larger than the flange of the steel beam embedded in the steel column, the flange of the steel beam embedded in the bearing platform, the flange of the steel beam embedded in the bearing platform, the steel column, the flange of the steel beam, the embedded in the steel beam, or eccentrically pressed, the steel column, the steel beam, the pressed, the steel column, the steel beam, the steel column, the embedded in the flange of the embedded in the flange of the bearing platform, the flange of the steel beam, the steel column, the steel beam, the flange of the steel beam, the steel column, the flange of the steel column, the flange of the steel beam, the flange of the steel column, the steel beam, the steel column, the steel beam, the steel column.
Example one
The land of a certain vehicle section is in an irregular rectangle, the south and north are 950m long, and the east and west are 440m wide; the land area is about 28.01 hectares. The parking train inspection storeroom, the combined overhaul storeroom, the throat area and the surrounding roads in the field area adopt the scheme of sinking 5.0m integrally. The upper covers of the garage area of the vehicle section and the throat area are developed for non-residential buildings such as office buildings or commercial buildings, and the whole garage area, the throat area and the entrance and exit section lines are divided into 10 structural units in total. Wherein 3 districts in the joint overhaul storehouse, 4 districts in the parking row inspection storehouse and throat district 5, 6 district's part frame post adopt shaped steel concrete component, and 7 districts in the throat district adopt the steel pipe concrete component, and above-mentioned integrated configuration component all presses the utility model discloses the way design buries formula column foot node. Here, examples of the steel reinforced concrete frame column 1 in the area a of the parking lot 4 are shown, respectively, in fig. 6(a1), 6(a2), 6(a3), and 6(a 4); for example, the steel pipe concrete frame column 1 at the 7-zone b is shown in fig. 6(b1), 6(b2) and 6(b 3).
TABLE 5 adopt the utility model discloses the formula of buryying column base node frame post, cushion cap and used overhanging shaped steel basic dimension parameter table of way design
Note: 1. when the section size in the column of the frame column section is a square column: length of cross section x width of cross section, cylindrical: an outer diameter; when the cross section size in the column of the column internal section steel is cross: the wide x cross-section of flange is wide, and the thick x flange of web is thick, during the pipe: outer diameter x wall thickness.
2. The size of the steel beam in the column of the overhanging steel beam is H-shaped: the flange width x section height x web thickness x flange thickness.
3. Materials: frame column concrete C50; cushion cap foundation concrete C35; section steel Q345B; and (5) reinforcing steel bars HRB 400.
See by last table, the medium-sized steel concrete column section steel cross sectional dimension of this embodiment vehicle section is great, and the part is the steel core concrete column, so adopts the utility model discloses after the formula column base node is buryyed in the way design, not only the cushion cap height obtains obviously reducing, and the problem of frame post to each foundation pile transmission internal force when can solving many pile cushion caps.
Example two
The west side of a certain vehicle section field area is a throat area, the middle part is a joint inspection warehouse and an application warehouse (a two-layer garage is developed above the application warehouse); the east side and the north side are rotation lines, and the south side of the garage is used as a car test line; a living area is arranged between the east-side rotation line and the reservoir area. The upper cover of the garage area of the vehicle section is developed into a residential building, and the whole garage area and the throat area are divided into 17 structural units in total. The frame columns of each subarea part of the combined overhaul storehouses A1-1, A1-2, A2-1, A2-2, A3-1 and A3-2 are made of section steel concrete components, and the embedded column foot nodes are designed according to the method of the utility model. Examples of the column foot node 1 of the steel reinforced concrete frame at the area a of the combined overhaul warehouse A2-1 are respectively listed, and refer to FIGS. 7(a1) and 7(a 2); for an example of the steel reinforced concrete frame column foot node 1 at the area b of the a2-2, refer to fig. 7(b1), fig. 7(b2) and fig. 7(b 3).
Table 6 adopts the utility model discloses the formula of buryying column base node frame post, cushion cap and used overhanging shaped steel basic dimension parameter table of way design
Note: materials: frame column concrete C60; cushion cap foundation concrete C40; section steel Q345B; and (5) reinforcing steel bars HRB 400. The rest of the comments are the same as in Table 5.
Because this embodiment vehicle section shaped steel concrete column shaped steel cross-sectional dimension is not big, so adopt the utility model discloses the way does not reduce the cushion cap height, has still cancelled positioning bolt department cushion cap local thickening and has solved the problem of many pile cushion caps frame post to each foundation pile transmission internal force.
Claims (7)
1. An outrigger type embedded column base structure for reducing the height of a bearing platform comprises the bearing platform, a frame column and a foundation pile, wherein the frame column comprises section steel, the section steel at the root part of the frame column is inserted into the bearing platform, characterized in that the foundation piles (3) are dispersedly and symmetrically arranged below the bearing platform (1) by taking the frame columns (2) as centers, the pile top of the pile penetrates through the cushion layer (4) and is embedded into the bottom of the bearing platform (1), the part of the section steel (24) embedded in the bearing platform (1) is provided with an outward extending steel beam (5) towards each foundation pile (3) at the periphery by taking the axis as the center, the cross section of each overhanging steel beam (5) is H-shaped or square tube-shaped, one end of each overhanging steel beam (5) is fixedly connected to the section steel (24) of the frame column (2) to form an integral steel member with the section steel (24), and the other end of each overhanging steel beam extends above the pile head of the foundation pile (3) and enables the end part of each overhanging steel beam to extend through the center of the foundation pile (3); the section steel (24) and the overhanging steel beam (5) at the root part of the frame column (2) are supported on the cushion layer (4) at the lower part through a supporting steel frame (6) at the bottom of the section steel, and the whole body is poured in the bearing platform (1) by concrete.
2. An outrigger type embedded column foot construction for reducing the height of a cushion cap as claimed in claim 1, wherein said frame column (2) is a steel reinforced concrete column comprising a column center built-in steel and column longitudinal reinforcement (10) at its periphery; above the top surface of the bearing platform (1), column stirrups (11) are arranged on the periphery of the built-in section steel of the frame column (2) and are bound and fixed with column longitudinal steel bars (10); the part of the column longitudinal steel bar (10) inserted into the bearing platform (1) is anchored above the overhanging steel beam (5); the built-in section steel of the frame column (2) is embedded in the periphery of the part in the bearing platform (1) and is provided with a plurality of closed reinforcing stirrups (12), and the reinforcing stirrups (12) are bound and fixed with the part of the column longitudinal steel bars (10) anchored in the bearing platform.
3. An outrigger type embedded column foot construction for reducing the height of a bearing platform as claimed in claim 2,
the built-in section steel is cross-shaped section steel and comprises cross-shaped column web plates (15) and column flange plates (13) vertically connected with the end parts of the cross-shaped section steel, batten plates (14) are arranged between the column flange plates (13) of the cross-shaped section steel in the annular direction at the part embedded in the bearing platform (1), and the batten plates (14) and the column flange plates (13) jointly enclose a closed polygonal steel pipe column;
a bearing platform steel bar lap plate (16) is arranged between the upper flange (51) of the overhanging steel beam (5) and the top surface of the bearing platform (1) and corresponds to the position of the upper steel bar of the bearing platform; the bearing platform steel bar lapping rib plate (16) is supported, welded and fixed by the vertical stiffening plates (17) of the built-in section steel which are surrounded by the lower part of the bearing platform steel bar lapping rib plate at equal intervals; horizontal stiffening partition plates (7) are respectively arranged in the positions corresponding to the pile cap reinforcing steel bar lapping plates (16) and the upper flange (51) and the lower flange (52) of the overhanging steel beam (5) in the closed polygonal steel pipe column, and the peripheries of the stiffening partition plates (7) are in equal-strength welding connection with the inner walls of the column web plate (15), the column flange plate (13) and the batten plate (14); and the stiffening clapboard (7) is provided with air holes (8) and grouting holes (9).
4. An outrigger type embedded column foot structure for reducing the height of a platform according to claim 2, wherein the built-in section steel is a square steel pipe or a round steel pipe;
a bearing platform steel bar lap plate (16) is arranged between the upper flange (51) of the overhanging steel beam (5) and the top surface of the bearing platform (1) and corresponds to the position of the upper steel bar of the bearing platform; the bearing platform steel bar lapping rib plate (16) is supported, welded and fixed by the vertical stiffening plates (17) of the built-in section steel which are surrounded by the lower part of the bearing platform steel bar lapping rib plate at equal intervals; horizontal stiffening partition plates (7) are respectively arranged at the positions corresponding to the bearing platform reinforcing steel bar lapping plates (16) and the upper flange (51) and the lower flange (52) of the overhanging steel beam (5) in the square steel pipe or the round steel pipe, and the peripheries of the stiffening partition plates (7) are in equal-strength welding connection with the inner wall of the steel pipe with the built-in section steel; and the stiffening clapboard (7) is provided with air holes (8) and grouting holes (9).
5. An outrigger type embedded column foot structure for reducing the height of a bearing platform according to claim 3 or 4, wherein the bottom of the column longitudinal reinforcement (10) is welded to the top surface of the upper flange (51) of the outrigger type steel beam (5) through a mechanical connection sleeve (18) or a column longitudinal reinforcement plate (19), and a beam transverse stiffening rib (20) is provided between the upper flange (51) and the lower flange (52) of the outrigger type steel beam (5) corresponding to the position of the mechanical connection sleeve (18) or the column longitudinal reinforcement plate (19), and the beam transverse stiffening rib (20) is provided at both sides of the web of the outrigger type steel beam (5) as wide as the side flange and as high as the web.
6. An outrigger type embedded column foot construction for reducing the height of a cushion cap as claimed in claim 1, wherein the frame column (2) is a steel tube concrete column comprising an external section steel and a plain concrete inside thereof; the external section steel is a square steel pipe or a round steel pipe; a bearing platform steel bar lap plate (16) is arranged between the upper flange (51) of the overhanging steel beam (5) and the top surface of the bearing platform (1) and corresponds to the position of the upper steel bar of the bearing platform; the bearing platform steel bar lapping rib plate (16) is supported, welded and fixed by vertical stiffening plates (17) of which the lower parts surround the external section steel at equal intervals; horizontal stiffening partition plates (7) are respectively arranged in the positions, corresponding to the pile cap reinforcing steel bar lapping plates (16), of the steel pipes of the external section steel and the positions of the upper flanges (51) and the lower flanges (52) of the overhanging steel beams (5), and the peripheries of the stiffening partition plates (7) are in equal-strength welding connection with the inner walls of the steel pipes of the external section steel; and the stiffening clapboard (7) is provided with air holes (8) and grouting holes (9).
7. An outrigger type embedded column foot structure for reducing the height of a cap as claimed in claim 1, wherein the frame column (2) is a steel column, the section steel (24) is the steel column, and the steel column is a square steel tube or a round steel tube; a bearing platform steel bar lap plate (16) is arranged between the upper flange (51) of the overhanging steel beam (5) and the top surface of the bearing platform (1) and corresponds to the position of the upper steel bar of the bearing platform; the bearing platform steel bar lapping rib plate (16) is supported, welded and fixed through the vertical stiffening plates (17) of which the lower parts surround the steel column at equal intervals; horizontal stiffening partition plates (7) are respectively arranged in the positions, corresponding to the steel bar lapping plates (16) of the bearing platform, of the steel pipes of the steel columns and at the positions of the upper flanges (51) and the lower flanges (52) of the overhanging steel beams (5), and the peripheries of the stiffening partition plates (7) are in equal-strength welding connection with the inner walls of the steel pipes of the steel columns; and the stiffening clapboard (7) is provided with air holes (8) and grouting holes (9).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921851983.4U CN211080285U (en) | 2019-10-30 | 2019-10-30 | Outrigger type embedded column base structure for reducing height of bearing platform |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921851983.4U CN211080285U (en) | 2019-10-30 | 2019-10-30 | Outrigger type embedded column base structure for reducing height of bearing platform |
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| CN211080285U true CN211080285U (en) | 2020-07-24 |
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