CN205954660U - Steel tower crane foundation structure - Google Patents
Steel tower crane foundation structure Download PDFInfo
- Publication number
- CN205954660U CN205954660U CN201620521948.6U CN201620521948U CN205954660U CN 205954660 U CN205954660 U CN 205954660U CN 201620521948 U CN201620521948 U CN 201620521948U CN 205954660 U CN205954660 U CN 205954660U
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- Prior art keywords
- steel
- girder steel
- foundation structure
- crane foundation
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Abstract
The utility model relates to a steel tower crane foundation structure, including four stands and the cushion cap of connection at the stand top, the top of stand is provided with pile cap, the cushion cap is a whole and is criss -cross steel construction, four free ends of cushion cap correspond respectively to be connected on the pile cap at four stand tops. The utility model discloses a disposable weld forming's steel construction cushion cap can be pacified repeatedly as required and torn open, and the turnover is used repeatedly in different item, has avoided traditional reinforced concrete tower crane foundation can be demolishd the tower crane exhausts after, causes the problem of the wasting of resources, and it is various to have solved traditional reinforced concrete tower crane foundation process, and construction cycle is long, and self weight is big, finally can be broken moreover and tear open, the technical problem of resource -wasting.
Description
Technical field
The utility model is related to a kind of foundation structure, particularly a kind of foundation structure for tower crane bottom.
Background technology
Conventional tower crane construction adopts reinforced concrete pile cap basis, and traditional armored concrete tower crane is constructed
Process comprises each procedure such as earth excavation, dewatering and drainage, reinforcing bar binding, formwork erection, concreting, thus results in coagulation
Native cushion cap foundation cost of manufacture operation is various, long construction period, and own wt is big, and eventually faces the final result being torn down,
Belong to disposable input, the energy-saving and emission-reduction spirit that this is advocated with current era is incompatible with.
Utility model content
The purpose of this utility model provides a kind of steel tower-crane foundation structure, will solve traditional armored concrete tower crane
Basic operation is various, long construction period, and own wt is big, and is eventually torn down, the technical problem of waste of resource.
For achieving the above object, the utility model adopts the following technical scheme that：
A kind of steel tower-crane foundation structure, include four root posts and be connected to column top cushion cap it is characterised in that：
The top of described column is provided with cap；
Described cushion cap is an entirety is in criss-cross steel construction, and four free ends of described cushion cap are connected respectively
On the cap at four root post tops.
Preferably, described cushion cap includes two short girder steels and a long girder steel；Wherein two short girder steel Symmetrical vertical welding
Both sides in the middle part of long girder steel.
Preferably, it is connected with vertical ribbed stiffener between the free end end of the cap of described column and cushion cap.
Preferably, upper and lower two surfaces at described short girder steel and long girder steel cross position of intersecting point are provided with reinforcement lid
Plate.
Preferably, described short girder steel cross section is H-shaped, includes top flange plate, bottom wing listrium, web and web and puts more energy into
Rib；
Its median ventral plate ribbed stiffener is vertically connected between top flange plate, bottom wing listrium and web three, and along short girder steel
Long axial symmetry arranged for interval.
Preferably, described long girder steel cross section is H-shaped, includes top flange plate, bottom wing listrium, web and web and puts more energy into
Rib；
Its median ventral plate ribbed stiffener is vertically connected between top flange plate, bottom wing listrium and web three, and along long girder steel
Long axial symmetry arranged for interval.
Preferably, it is connected with Horizontal hunche plate one between the top flange plate of described short girder steel and long girder steel link position.
Preferably, it is connected with Horizontal hunche plate two between the bottom wing listrium of described short girder steel and long girder steel link position.
Preferably, it is connected with sash floor between the web of described short girder steel and long girder steel link position.
Preferably, described column is steel pipe column or lattice column.
Compared with prior art the utility model has the characteristics that and beneficial effect：
1st, the utility model solve traditional armored concrete tower crane operation various, long construction period, itself weight
Amount is big, and is eventually torn down, the technical problem of waste of resource.
2nd, the utility model adopts the steel construction cushion cap of disposable welding fabrication, can repeatedly pacify as needed and tear open, not
Repeatedly it is used in turn with project, it is to avoid traditional armored concrete tower crane can be removed after tower crane is finished, and makes
Become the problem of the wasting of resources.
3rd, steel structure base of the present utility model has the characteristic of repeatable utilization, and structure is simple, and machining accuracy is more
Height, construction is faster, does not cause any pollution to scene simultaneously.
4th, foundation structure of the present utility model is while construction becomes simple, foundation structure intensity, rigidity and stability
All design requirement can be met, during use, tower crane and basis are not in all potential safety hazard.
Brief description
The utility model is described in more detail below in conjunction with the accompanying drawings.
Fig. 1 is the perspective view that column of the present utility model is steel pipe column.
Fig. 2 is the planar structure schematic diagram that column of the present utility model is lattice column.
Fig. 3 is the enlarged diagram at cross position of intersecting point in Fig. 2.
Fig. 4 is 1-1 cross-sectional view in Fig. 3.
Fig. 5 is cushion cap end and cap attachment structure schematic diagram.
Fig. 6 is the schematic top plan view of Fig. 5.
Fig. 7 is the side schematic view of Fig. 5.
Fig. 8 be of the present utility model in vertical ribbed stiffener is a kind of implements illustration.
Reference：1- column, 2- cushion cap, 3- cap, the vertical ribbed stiffener of 4-, the short girder steel of 5-, the long girder steel of 6-,
7- strengthen cover plate, 8- Horizontal hunche plate one, 9- Horizontal hunche plate two, 10- sash floor, 11- web ribbed stiffener,
12- top flange plate, 13- bottom wing listrium, 14- web.
Specific embodiment
As shown in Fig. 1 is to 8, this steel tower-crane foundation structure, include four root posts 1 and be connected to column 1 top
Cushion cap 2, the top of described column 1 is provided with cap 3；
Described cushion cap 2 is an entirety is in criss-cross steel construction, and four free ends of described cushion cap 2 are connected respectively
On the cap 3 at four root post 1 top.
In the present embodiment, described cushion cap 2 includes two short girder steels 5 and a long girder steel 6；Wherein two short girder steels 5 are symmetrical
It is vertically welded in long girder steel 6 middle part both sides.
In the present embodiment, between the cap 3 of described column 1 and the free end end of cushion cap 2, it is connected with vertical ribbed stiffener 4.
In the present embodiment, upper and lower two surfaces at described short girder steel 5 and long girder steel 6 cross position of intersecting point are provided with
Strengthen cover plate 7, and strengthen cover plate 7 for 20mm thickness cover plate.
In the present embodiment, described short girder steel 5 cross section is H-shaped, includes top flange plate 12, bottom wing listrium 13, web 14
With web ribbed stiffener 11；
Its median ventral plate ribbed stiffener 11 is vertically connected between top flange plate 12, bottom wing listrium 13 and web 14 three, and edge
The long axial symmetry arranged for interval of short girder steel 5.
In the present embodiment, described long girder steel 6 cross section is H-shaped, includes top flange plate 12, bottom wing listrium 13, web 14
With web ribbed stiffener 11；
Its median ventral plate ribbed stiffener 11 is vertically connected between top flange plate 12, bottom wing listrium 13 and web 14 three, and edge
The long axial symmetry arranged for interval of long girder steel 6.
In the present embodiment, between described short girder steel 5 and the top flange plate 12 of long girder steel 6 link position, it is connected with Horizontal hunche
Plate 1.
In the present embodiment, between described short girder steel 5 and the bottom wing listrium 13 of long girder steel 6 link position, it is connected with Horizontal hunche
Plate 29.
In the present embodiment, between described short girder steel 5 and the web 14 of long girder steel 6 link position, it is connected with sash floor
10.
In the present embodiment, described column 1 is steel pipe column or lattice column.
In the present embodiment, described short girder steel 5 and long girder steel 6 are H profile steel and make, and described H profile steel is 692*300*13*20
H profile steel, cross sectional moment of inertia Ix=164101cm4；Section modulus Wx=4743cm3；Theoretical weight 162.9kg/m=0.1629kN/m.
In the present embodiment, steel pipe column is450*13 steel pipe, cross sectional moment of inertia I=42652.38cm4；Section modulus W=
1895.66cm4, the strength of materials：fy=215N/mm2.
In the present embodiment, the construction method of this steel tower-crane foundation structure is as follows including step：
Step one：The construction of column 1；The steel pipe column processing or lattice column are transported to job site constructed, and right
Column 1 top carries out levelling.
Step 2：The making of cushion cap 2；Length according to short girder steel 5 and long girder steel 6 to H profile steel segmentation, and to H profile steel beam
Web 14 welds web ribbed stiffener 11, and short girder steel 5 and long girder steel 6 are welded combination, forms rood beam.
Step 3：It is connected supporting leg in tower crane section bottom tie point corresponding position.
Step 4：The installation of cushion cap 2；Cushion cap 2 is supported fortune scene, cushion cap 2 is carried out lift in place, orientation correction, and
It is welded and fixed with column 1 eventually.
Step 5：Tower crane section is installed；The lifting of tower crane section is in place, and by fixed supporting leg and short girder steel 5 and long steel
The corresponding welding of beam 6.
Step 6：Tower crane superstructure is installed, and after superstructure installs, this construction terminates.
In the present embodiment, construction material and equipment：
Main material required for this construction method is steel, wlding.Strength classes of structural steel Q235, wlding grade E43.
Material property is as follows：
1st, 692*300*13*20 H profile steel, cross sectional moment of inertia Ix=164101cm4；Section modulus Wx=4743cm3；Theoretical weight
Amount 162.9kg/m=0.1629kN/m.
2nd, the strength of materials：Q235, edge of a wing thickness 20mm, between 16mm and 40mm, take fy=205N/mm2, fv=
120N/mm2.
3、450*13 steel pipe, cross sectional moment of inertia I=42652.38cm4；Section modulus W=1895.66cm4, the strength of materials：
fy=215N/mm2.
4th, weld strength：Using E43 manual welding, tension, resistance to compression, shearing strength are all by angle welding value ffw=160N/
mm2.
In the present embodiment, main equipment is rail mounted gas cutting machine, carbon dioxide gas arc welding, angle grinder, truck crane.
In the present embodiment, the key points for operation of work progress：
1st, overall plan design
Rational choice computation model, this programme have chosen simply supported beam computation model, and does not consider that two girder steels intersect generation
Interact.This model is simple, conservative, convenience of calculation and result is partial to safety.
Comparison shaped steel table carries out tentative calculation using the shaped steel of different size, the final 692*300*13*20 determining Q235 rank
Specification H profile steel disclosure satisfy that requirement.Further Deepen Design is carried out according to result of calculation it is ensured that scheme one-time-reach-place.
2nd, detail structure design
In this programme, the detail structure of most critical includes the connecting node of girder steel and steel column, rood beam cushion cap crosspoint
The node of position.
In short girder steel 5, long girder steel 6 and the tie point position of steel column, weld 20 thick head plates on column 1 top first
（Cap top board）Uncovered by column top seals, and then the end of short girder steel 5 and long girder steel 6 is respectively rested on cap 3 and pushes up
It is welded to connect with cap top board respectively above plate and by short girder steel 5, long girder steel 6.For strengthening reliability, described column 1
It is connected with vertical ribbed stiffener 4, vertical ribbed stiffener 4 being capable of just short girder steel 5, long steel between the free end end of cap 3 and cushion cap 2
Beam 6 is locked completely with column 1.
In rood beam cross-point locations, the short girder steel 5 of every segment is required to hold out against completely with long girder steel 6 and firmly weld.For
Ensure welding quality, short girder steel 5 port all grinds groove in advance, adopts penetration weld during welding.
For increasing the bonding strength at crosspoint position, the one piece of 20mm of each increase of the upper and lower surface at link position is thick to be added
Strong cover plate 7, short for two segments girder steel 5 is linked together.Horizontal hunche plate 1, water are set in the inner corner trim position in crosspoint simultaneously
Flat haunched slab 29, resists the torsional deflection being likely to occur.
3rd, steel blanking
The blanking cutting all in factory floor of all of material.Vertical ribbed stiffener 4 in Fig. 8 is subject to live column 1 pile foundation fixed
Position influence, should live gage skeletonizing after cushion cap 2 is in place, then go back to factory and carry out blanking.Other components are then directly pressed
The blanking in factory according to drawing size.Steel cutting stock adopts rail mounted gas cutting machine.
4th, Member Welding
Web ribbed stiffener 11 welds, cross steel beam splicing is carried out in processing space, using carbon dioxide gas arc welding.Cross
Short girder steel 5 port of cross-point locations all grinds groove in advance, adopts penetration weld during welding.Web ribbed stiffener 11, level add
Other plates such as armpit plate 1, Horizontal hunche plate 29 do not need groove of polishing.
Rood beam cushion cap assembles after finishing in processing factory, transports scene to, remaining welding procedure will be all using this
Case length is welded.Site Welding is subject to windage maximum, sets up 1.5m height hence around weld job face and keeps out the wind canopy.
5th, the problem that other should be noted
（1）The construction quality of priority control weld seam, the appearance uniform of weld seam is full, must not there is the defects such as sand holes.Simultaneously
Weld bead height should meet drawing requirement.
（2）After steel structure base installation, should expire brush antirust paint carry out anti-corrosion.
（3）All of weldquality is controlled by second-order weld, and is visited by the 20% of total length according to code requirement
Triage is surveyed.Can come into operation after detection is qualified.
（4）All shaped steel, steel plate march into the arena after should through retrial, qualified after can use.
The exhaustion of above-described embodiment not specific embodiment, also can have other embodiments, above-described embodiment purpose exists
In explanation the utility model, and unrestricted protection domain of the present utility model, all is come by the utility model simple change
Application all falls within protection domain of the present utility model.
Claims (10)
1. a kind of steel tower-crane foundation structure, includes four root posts（1）Be connected to column（1）The cushion cap at top（2）, it is special
Levy and be：Described column（1）Top be provided with cap（3）；
Described cushion cap（2）It is in criss-cross steel construction for an entirety, described cushion cap（2）Four free ends be connected respectively
In four root posts（1）The cap at top（3）On.
2. steel tower-crane foundation structure according to claim 1 it is characterised in that：Described cushion cap（2）Including two short steel
Beam（5）With a long girder steel（6）；Wherein two short girder steels（5）Symmetrical vertical is welded on long girder steel（6）Middle part both sides.
3. steel tower-crane foundation structure according to claim 2 it is characterised in that：Described column（1）Cap（3）With hold
Platform（2）Free end end between be connected with vertical ribbed stiffener（4）.
4. steel tower-crane foundation structure according to claim 3 it is characterised in that：Described short girder steel（5）With long girder steel（6）
It is provided with reinforcement cover plate on upper and lower two surfaces at cross position of intersecting point（7）.
5. the steel tower-crane foundation structure according to claim 2 to 4 any one it is characterised in that：Described short girder steel（5）
Cross section is H-shaped, includes top flange plate（12）, bottom wing listrium（13）, web（14）With web ribbed stiffener（11）；
Its median ventral plate ribbed stiffener（11）It is vertically connected at top flange plate（12）, bottom wing listrium（13）And web（14）Between three,
And along short girder steel（5）Long axial symmetry arranged for interval.
6. steel tower-crane foundation structure according to claim 5 it is characterised in that：Described long girder steel（6）Cross section is in H
Shape, includes top flange plate（12）, bottom wing listrium（13）, web（14）With web ribbed stiffener（11）；
Its median ventral plate ribbed stiffener（11）It is vertically connected at top flange plate（12）, bottom wing listrium（13）And web（14）Between three,
And along long girder steel（6）Long axial symmetry arranged for interval.
7. steel tower-crane foundation structure according to claim 6 it is characterised in that：Described short girder steel（5）With long girder steel（6）
The top flange plate of link position（12）Between be connected with Horizontal hunche plate one（8）.
8. steel tower-crane foundation structure according to claim 7 it is characterised in that：Described short girder steel（5）With long girder steel（6）
The bottom wing listrium of link position（13）Between be connected with Horizontal hunche plate two（9）.
9. the steel tower-crane foundation structure according to claim 6 to 8 any one it is characterised in that：Described short girder steel（5）
With long girder steel（6）The web of link position（14）Between be connected with sash floor（10）.
10. steel tower-crane foundation structure according to claim 9 it is characterised in that：Described column（1）For steel pipe column or
Lattice column.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620521948.6U CN205954660U (en) | 2016-06-01 | 2016-06-01 | Steel tower crane foundation structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620521948.6U CN205954660U (en) | 2016-06-01 | 2016-06-01 | Steel tower crane foundation structure |
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| Publication Number | Publication Date |
|---|---|
| CN205954660U true CN205954660U (en) | 2017-02-15 |
Family
ID=57968208
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620521948.6U Expired - Fee Related CN205954660U (en) | 2016-06-01 | 2016-06-01 | Steel tower crane foundation structure |
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| Country | Link |
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| CN (1) | CN205954660U (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100188A (en) * | 2017-05-24 | 2017-08-29 | 北京浮士华国际工程顾问有限公司 | A kind of assembling frame basis and its construction method for steelwork tower truss |
| CN107119707A (en) * | 2017-07-04 | 2017-09-01 | 四川路带生态科技有限公司 | A kind of steel bushing stake steel bracket multipurpose combination column foot |
| CN107574833A (en) * | 2017-07-28 | 2018-01-12 | 中国建筑第二工程局有限公司 | A kind of roofing tower crane shaped steel foundation beam and construction method |
| CN107964976A (en) * | 2017-11-24 | 2018-04-27 | 常州第建筑集团有限公司 | Steel pipe-conversion steel platform tower crane top-down construction method |
| CN108383016A (en) * | 2018-03-26 | 2018-08-10 | 宁波建工工程集团有限公司 | Assembling steel construction tower crane platform and its construction method |
| CN109881702A (en) * | 2019-03-22 | 2019-06-14 | 中国十九冶集团有限公司 | Tower crane and its construction method |
| CN113195835A (en) * | 2018-12-03 | 2021-07-30 | Hws混凝土塔有限公司 | Foundation element for a wind turbine tower |
-
2016
- 2016-06-01 CN CN201620521948.6U patent/CN205954660U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100188A (en) * | 2017-05-24 | 2017-08-29 | 北京浮士华国际工程顾问有限公司 | A kind of assembling frame basis and its construction method for steelwork tower truss |
| CN107119707A (en) * | 2017-07-04 | 2017-09-01 | 四川路带生态科技有限公司 | A kind of steel bushing stake steel bracket multipurpose combination column foot |
| CN107574833A (en) * | 2017-07-28 | 2018-01-12 | 中国建筑第二工程局有限公司 | A kind of roofing tower crane shaped steel foundation beam and construction method |
| CN107964976A (en) * | 2017-11-24 | 2018-04-27 | 常州第建筑集团有限公司 | Steel pipe-conversion steel platform tower crane top-down construction method |
| CN108383016A (en) * | 2018-03-26 | 2018-08-10 | 宁波建工工程集团有限公司 | Assembling steel construction tower crane platform and its construction method |
| CN113195835A (en) * | 2018-12-03 | 2021-07-30 | Hws混凝土塔有限公司 | Foundation element for a wind turbine tower |
| CN113195835B (en) * | 2018-12-03 | 2023-12-22 | Hws混凝土塔有限公司 | Foundation element for a wind turbine tower |
| CN109881702A (en) * | 2019-03-22 | 2019-06-14 | 中国十九冶集团有限公司 | Tower crane and its construction method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170215 |
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| CF01 | Termination of patent right due to non-payment of annual fee |