CN104652813A - Tower crane construction technology used for super high-rise building steel structure - Google Patents
Tower crane construction technology used for super high-rise building steel structure Download PDFInfo
- Publication number
- CN104652813A CN104652813A CN201510047982.4A CN201510047982A CN104652813A CN 104652813 A CN104652813 A CN 104652813A CN 201510047982 A CN201510047982 A CN 201510047982A CN 104652813 A CN104652813 A CN 104652813A
- Authority
- CN
- China
- Prior art keywords
- tower crane
- climbing
- tower
- frame
- load
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Abstract
The invention relates to the technical field of engineering construction, in particular to a tower crane construction technology used for a super high-rise building steel structure. The tower crane construction technology used for the super high-rise building steel structure comprises the following steps: a) carrying out tower crane model selection and tower crane plane arrangement; b) carrying out tower crane climbing analysis which comprises the structure setting of a tower crane climbing system and climbing elevation determination; c) carrying out tower crane climbing; d) calculating the internal force and the displacement of a core tube shear wall structure which bears tower crane load and creeping formwork load. Compared with the prior art, the tower crane construction technology has the advantages of reasonable process design and high actionability; according to repeated experiments, the tower crane construction technology is strictly executed according to a working condition set in a scheme, and the deformation of the core tube shear wall is within an allowable range of a standard through multiple times of practical observation. Practice proves that the function configuration and the plane arrangement of the construction engineering of a high-rise steel structure and a large tower crane are reasonable; the design of a climbing system and a climbing technology are advanced and proper; calculation relevant to the tower crane load is correct, and the whole working state of the tower crane is safe and reliable.
Description
[technical field]
The present invention relates to Construction Technology field, specifically a kind of tower crane construction technology for super highrise building steel work.
[background technology]
Tower crane is a kind of crane gear the most frequently used on building site, is used for hanging the raw material of the constructions such as working reinforcing bar, wood are stupefied, concrete, steel pipe.Tower crane is a kind of requisite on building site, and be also the nucleus equipment of super high steel structure engineering construction, its type selecting rationally gets key effect to the progress of construction.
But tower crane technique of the prior art exists many weak points, the imperfection of its technique directly or indirectly result in the problem of the aspects such as the efficiency of engineering, quality and cost.
[summary of the invention]
Object of the present invention is exactly to solve in prior art the not enough and defects such as tower crane technique imperfection, a kind of new technology, safe and reliable is provided, a kind of tower crane construction technology for super highrise building steel work of effective raising construction safety and efficiency, is characterized in that comprising:
A. tower crane type selecting and plane layout of tower crane;
B. tower crane climbing analysis, the configuration settings and the absolute altitude that climbs that comprise tower crane climbing system and device are determined;
C. tower crane climbing;
D. the Core Walls Structure shear wall structure inner force and displacement born under tower crane load and the effect of climbing form frame load is calculated.
In step a, tower crane type selecting comprises: select tower crane according to single component maximum weight, Concerning The Choice of Tower Crane must meet installation needs; According to steel beam column quantity configuration tower crane quantity, secondary needs are hung in satisfied installation; According to building height select tower crane be adhesion tower-crane or the inner climbing crane tower of landing, when construction steel structure be highrise building or super highrise building time adopt inner climbing crane tower, the adhesion tower-crane that lands selected by bottom or multistory building.
In step a, plane layout of tower crane comprises, and: a. meets and self climbs and prop up sub conditione; B. certain safe distance should be had between two tower crane revolving dials; C. the lifting requirements that coverage rate should be able to meet the heaviest steel beam column is lifted.
In stepb, the framework that climbs that tower crane climbing system uses three covers identical altogether, wherein two cover frameworks support as tower crane and use, a set of for guiding use of climbing next time; Often overlap climbing system to be made up of two support steel beams and a set of framework that climbs; Two support steel beams are shelved on steel corbel, and steel corbel is connected with the embedded part of pre-plugged in Core Walls Structure shear wall by welding; Support steel beam is connected with tower crane by the framework that climbs being trapped among tower crane surrounding, and the framework that climbs belongs to a part for tower crane, is fixed dimension; Support steel beam is then determined by calculating according to tower crane load, support interval etc., first computational methods for carry out value to load, comprise wind load, climbing frame load, tower crane load, wherein wind load comprises wind reference pressure, blast height coefficient, wind fluttering factor, each blast, and climbing frame load comprises each seat in the plane vertical force, horizontal force.
In stepb, all tower cranes are initially installed on base plate, a jacking, to free height 42 meters, after core wall structure has constructed 4 layers, ground, has started to climb by the support steel beam being arranged on negative 1 layer and 3 layers position, climb 12 meters ~ 18 meters at every turn, the climb altitude do not waited is determined according to structure floor height, and the steel column of Core Walls Structure is three layer of one joint, climbing system is arranged on the basecoat N layer of steel column, N+1 layer is gang form height layer, and N+2 layer is reinforcing bar binding layer; The determination of tower crane climbing holding sheet absolute altitude should be mutually harmonious with segmenting steel column in Core Walls Structure climbing form frame system and Core Walls Structure, steel column top mark height is bottom tower crane counterweight, with bottom tower crane counterweight do not conflict in Core Walls Structure climbing form frame top, enough work planes are reserved in the installation being necessary for tower crane climbing beam bottom climbing form frame.
In step c, after initial installation, using tower machine as fixed use, when tower machine Adjacent Buildings is constructed certain altitude, when needing to climb, twice are installed and climb frame, and under frame place of climbing lifting body is installed, start lifting body, and close observation pressure meter, when gage pressure reaches first lift-up pressure, suspend jacking, it is now the connecting pin of dismountable special joint and bottom, then continue jacking to put in place, and by special joint with under the frame that climbs be connected, treat that architecture construction is to certain altitude, 3rd road is installed to climb frame, by lifting body under climb frame remove, be arranged on frame place of climbing together, start lifting body, make oil cylinder slightly upwards jack-up, then remove special joint with under to climb the connection of frame, and the frame that climbs under removing, restart lifting body, the jacking of tower machine is put in place, and climb frame and special the saving at lifting body place are connect, treat that architecture construction is to certain altitude, the frame that climbs removed is arranged on top, finally repeat above operation, until tower crane arrives the requirement height of construction.
In steps d, the calculation procedure that the Core Walls Structure shear wall structure inner force and displacement under tower crane load and the effect of climbing form frame load is born in calculating is as follows:
A. according to tower crane arrangement diagram in scheme and climbing form frame arrangement diagram, the structural calculation scope and the calculation diagram that meet this working condition is determined;
B. the horizontal force of maximum vertical power, the up and down holding sheet of all tower cranes and horizontal moment of torsion is determined according to tower crane manual;
C. according to the climbing form frame load that climbing form frame scheme determination Core Walls Structure body of wall bears;
D. according to least favorable situation, the load cases combination that may occur is listed;
E. SAP2000 structural computing program is adopted to calculate.
The present invention compared with the existing technology, the invention has the advantages that its technological design is reasonable, exploitativeness is strong, according to repeatedly testing, according to the operating mode strict implement set in scheme and by actual observation repeatedly, the distortion of Core Walls Structure shear wall is all in the scope that specification allows.Facts have proved, the construction works of high-rise steel structure and the functional configuration of large-scale tower crane and plane favorably situated; Design and the climbing technology of climbing system are advanced and applicable; The calculating relevant with tower crane load is correct, and the whole duty of tower crane is safe and reliable.
[accompanying drawing explanation]
Fig. 1 is the plane layout of tower crane figure in the embodiment of the present invention;
Fig. 2 is the frame construction schematic diagram that climbs in the embodiment of the present invention;
Fig. 3 is the relation schematic diagram that tower crane, Core Walls Structure climbing form frame and tower crane climbing in the embodiment of the present invention accommodates layer absolute altitude;
Fig. 4 (a) ~ Fig. 4 (c) is the tower crane uphill process schematic diagram in the embodiment of the present invention;
As shown in the figure, in figure: 1. civil engineering steel structure stockyard 2. passage 3. podium 4. embedded part steel corbel 5. support steel beam 6. tower crane center 7. framework 8. Core Walls Structure body of wall 9.D480 tower crane 10. guide support beam 11. upper track that climbs that climbs climbs brace summer 12.D260 tower crane 13. Core Walls Structure climbing form frame;
Fig. 1 is specified to be Figure of abstract of the present invention.
[detailed description of the invention]
Below in conjunction with accompanying drawing, the invention will be further described, and the structure of this device and principle are very clearly concerning the people of this specialty.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
Now illustrate to draft an engineering as embodiment, the main architectural modulus of embodiment is: main building 60 layers on the ground, 4 layers, underground, building height overall 280 meters, overall floorage about 18 Wan ㎡.Main building adopts outter frame inner cylinder structural system, and Core Walls Structure plane is octagon, is reinforced concrete structure, interpolation reinforced concrete column; Housing is ten hexagons, and exterior frame column is profile steel concrete column, and housing floor is the composite floor of girder steel, profiled sheet and cast-in-situ steel reinforced concrete.
1. tower crane type selecting
Main building is when selecting tower crane, and consider following 3 factors: 1. according to Steel Structure Installation scheme, a housing rigid steel pile 3 layer joint, single component maximum weight is 8.2t, and Concerning The Choice of Tower Crane must meet installation needs.2. according to total lever factor requirement, the main building typical floor duration should control within every 3 layers of 15d, and steel beam column quantity about 320, separately will consider reinforced concrete construction requirement, as calculated, at least will configure 2 tower cranes and can meet the needs installed and to hang time.3. because building overall height is 280m, according to the adhesion tower-crane that lands, no matter from the purchase commodity of tower crane, force-bearing situation, impact on structure construction, cost is all huge, therefore can only adopt inner climbing crane tower.
Main building Concerning The Choice of Tower Crane is as follows: 1. 1 JCD260 inner climbing crane tower, and during multiplying power a=2, during Maximum turning radius 60m, lifting capacity is 2.9t, and when the biggest lifting capacity is 8t, the radius of gyration is 30m, and this tower crane is mainly used in civil engineering; 2. 1 JCD480 inner climbing crane tower, during multiplying power a=2, during Maximum turning radius 50m, lifting capacity is 6.6t, when the biggest lifting capacity is 16t, the radius of gyration is 25m, this tower crane is mainly used in steel beam column lifting construction, tower crane is installed 6 joints for the first time and is strengthened joint, and brachium 50 meters installed by tower crane, arm end lifting capacity 6.6 tons/7.2 tons; Within 20 meters, lifting capacity is 24 tons.Effective lift heavy 14T in 30 meters of radius of gyration, effective lift heavy 11.5T in 35 meters of radius of gyration.
2. plane layout of tower crane
Tower crane is arranged and is followed following principle: 1. meet and self climb and prop up sub conditione; 2. certain safe distance should be had between two tower crane revolving dials; 3. lift the lifting requirements that coverage rate should be able to meet the heaviest steel beam column, tower crane should be tried one's best near steel beam column windrow place.
According to mentioned above principle, determine that plane layout of tower crane as shown in Figure 1.
Known according to tower crane plan-position, housing steel column radius of gyration maximum value is effective lift heavy 9.5t in 38.9m, D480 tower crane 40 meters of radius of gyration, meets lifting component needs.
3. climbing system
The framework that climbs that tower crane climbing system uses three covers identical altogether, wherein two cover frameworks support as tower crane and use, a set of for guiding use of climbing next time.
Often overlap climbing system to be made up of two support steel beams and a set of framework that climbs.Two support steel beams are shelved on steel corbel, and steel corbel is connected with the embedded part of pre-plugged in Core Walls Structure shear wall by welding.Support steel beam is connected with tower crane by the framework that climbs being trapped among tower crane surrounding, and the framework that climbs belongs to a part for tower crane, is fixed dimension, as shown in Figure 2.Support steel beam is then determined by calculating according to tower crane load, support interval etc.
4. to climb the determination of absolute altitude
Two tower cranes are initially installed on base plate, and a jacking, to free height 42 meters, after core wall structure has constructed 4 layers, ground, starts to climb by the support steel beam being arranged on negative 1 layer and 3 layers position, climbs 12 meters ~ 18 meters at every turn, need climb altogether 19 times.The climb altitude do not waited both had been limited by the impact of structure floor height, also related to the construction coordination with other unit.Steel column due to Core Walls Structure is generally three layer of one joint, and we are arranged on the basecoat of steel column climbing system.I.e. N layer, being considered N+1 layer is like this gang form height layer, and N+2 layer is reinforcing bar binding layer, this addresses the problem the construction coordination problem between constituent parts.
The determination of tower crane climbing holding sheet absolute altitude should be mutually harmonious with segmenting steel column in Core Walls Structure climbing form frame system and Core Walls Structure, should ensure that steel column top mark height is bottom tower crane counterweight, ensure with bottom tower crane counterweight not conflict in Core Walls Structure climbing form frame top again, enough work planes are reserved in the installation being necessary for tower crane climbing beam bottom climbing form frame.Relation by analysis between three as shown in Figure 3.
5. tower crane climbing technological process
First, initially install, initial installation comprises following technique:
The standing procedure that tower crane adopts producer to provide, pre-embedded anchoring bolts, is embedded on basement bottom board.
1) stone bolt is hung on the bolt hole of standard knot, put on double nut.
2) standard knot is supported, make standard knot base plate exceed 10mm than concrete foundation end face to be cast.
3) with transit by standard knot straightening to verticality≤1/1000.
4) insert in the shackle of bolt lower end
length be not less than the reinforcing bar of 400mm, and utilize it by bolt bottom and the good reinforcement welding of colligation integrally.The things such as bolt head Polypropylence Sheet are encased, in case be stained with the foreign material such as cement.Stone bolt is forbidden to weld.
5) check criteria joint position, verticality and bolt fixing situation, can carry out the concrete cast of tower crane after errorless.During fluid concrete, special messenger be sent to be responsible for, detect at any time, concrete vibrates must be closely knit.
In view of the restriction of site operation place, 200T mobile crane erect-position is used to go out at off-site bus platform, by the handling of tower crane parts in foundation ditch.Use 25T mobile crane to have bad luck in tower crane stacking place lifting, use 2 9.6 meters of trucies to lighter between two mobile cranes, then JCD260 tower crane is installed.D480 tower crane turns round up and down need be opened, again assembled when turning round up and down, must ensure the pretightning force of bolt.
When 200T mobile crane struts supporting leg, must pad below supporting leg and establish steel plate or sleeper, prevent crushing road.Building site must be opened near gate, place of conference and exhibition center, to facilitate having bad luck of truck.Utilize 25T mobile crane by tower crane parts from stockyard lifting to truck, and transportation by lighter is within the scope of the handling of 200T mobile crane.Utilize 200T mobile crane by the handling of tower crane parts in foundation ditch, tower crane parts are stacked neat, to facilitate installation by JCD260 tower crane.Standard knot on basis is removed, and climbs joint in installing, inside climb joint jacking and quit direction towards JCD260 tower crane direction.Install successively 4 joint Double Tops liters quit standard knot, jacking stock is installed, notice that stock is introduced platform direction, installed pivoting support, driver's cabin.Lower pivoting support is arranged on standard knot top, tightens connecting bolt.Then install revolving support, note protection revolution connecting bolt during installation, when preventing from installing, destroy bolt silk tooth.Counter-jib can be installed after revolution bolt is all tightened.After counter-jib installation, utilize the pressure of counter-jib, it is again fastening to turn round bolt, finally installs driver's cabin.
Then carry out the installation of counter-jib, tie a rope in counter-jib one end, to control the direction of lifting counter-jib on the ground, prevent from colliding with Adjacent Buildings simultaneously.With diameter 28.0mm hoist cable, counter-jib is sling, whether position of centre of gravity hangs thing about counter-jib apart from root 2.9m place's attention and balances, counter-jib is made slightly to turn forward after slinging, two bearing pins are above put on after putting in place, and pin with cottor pin, transfer counter-jib, to sell two, top and bottom bearing pin, and plug cottor pin, remove suspender after counter-jib installation in position.
Then tower head is installed, tower head is installed, first 2 Ф 100 bearing pins of chord member before tower top is connected with upper bracket ear seat, and then 2 Ф 100 bearing pins of chord member after tower top are connected with counter-jib ear seat, and cottor pin lock-joint is opened.Again lifting two pieces of balance weights are put into counter-jib V-type groove, and again tighten revolution bolt.
Finally carry out boom installation, installation on ground boom respectively saves and pull bar, and fixes safety rope on boom.Respectively tie a rope at boom two ends, to control the direction of lifting boom on the ground, prevent from colliding with Adjacent Buildings simultaneously.Use 28.0mm hoist cable, center of gravity is positioned at boom apart from root 24.8 meters of, and boom of slinging, to pin joint place, puts on bearing pin and cottor pin.Wear around variable-amplitude steel wire rope, utilize tower crane master winch to assist to wear around variable-amplitude steel wire rope.Hang remaining weight flat, the unloaded test run of tower machine, hoist, luffing, and check operating condition, require that tower machine operates steadily, shake without exception, without allophone, wire rope is without around head.After lifting guide support adding, check work, inspection work comprises: check the installation of jacking servicing unit and hydraulic mechanism is in using state.Hydraulic work system situation.Check whether jacking stock connects with undersetting.Check whether introduction wheel is intact.Check that whether jacking cross beam connects to get well and check to quit with oil cylinder bearing pin whether to be hung on jacking ear seat.Finally carry out lifting guide support adding, first introduction wheel is connected with standard knot, and by standard knot handling to introducing on platform.Luffing boom, makes tower machine carry out lifting guide support adding again after actual balance.Pull down the bearing pin on revolving bed and standard knot, start oil cylinder joystick, oil cylinder is by upper frame part jack-up, rotary table and standard knot is made slightly to leave 5-10mm, whether correct whether point-blank observation tower machine upper pivoting support bolt hole and standard knot bolt hole, verify equilbrium position with this.As do not met above-mentioned condition, strain amplitude boom adjustment equilbrium position, now must not make tower crane do revolution and wait other motion.As balance, continue jacking, after pushing up a stroke, with lock boots, namely connection seat by the partial fixing of jack-up on tower body jacking ear seat.Take off from jacking ear seat and quit, mentioning oil cylinder and make crossbeam be raised on another ear seat together with quitting, being then suspended to quitting on another ear seat.Mention control stick, the lock boots that jacking is put and jacking ear seat are thrown off and are continued next jacking process till the distance of jacking can put into a standard knot.Introduce standard knot, with bolt, standard knot and standard knot are below connected, then with the safe bearing pin of the jacking on stock, the standard knot introduced and lower pivoting support are connected.Until when adding final section standard knot, must be connected with the tower body bearing pin of standard and pivoting support.Four multiplying powers should be become two multiplying powers when tower machine exceedes specified altitude.
After above initial installation, carry out tower crane climbing.Using tower machine as fixed use, when tower machine Adjacent Buildings is constructed certain altitude, when needing to climb, twice are installed and climb frame, and under frame place of climbing lifting body is installed.Start lifting body, and close observation pressure meter, when gage pressure reaches first lift-up pressure, suspend jacking.It is now the connecting pin of dismountable special joint and bottom.Then continue jacking to put in place, and by special joint with under the frame that climbs be connected, treat that architecture construction is to certain altitude, climb frame in installation the 3rd road.By lifting body under the frame that climbs remove, be arranged on frame place of climbing together, start lifting body, make oil cylinder slightly upwards jack-up, then remove special joint with under to climb the connection of frame, and the frame that climbs under removing.Restart lifting body, the jacking of tower machine is put in place, and climb frame and special the saving at lifting body place are connect.Treat that architecture construction is to certain altitude, the frame that climbs removed is arranged on topmost.Repeat above operation, until tower crane arrives the requirement height of construction, as shown in Fig. 4 (a) ~ Fig. 4 (c).
In the present embodiment, D480 tower crane needs to climb 19 times in whole work progress, and each climbing distance is between 12 meters ~ 18 meters.Tower crane climbing beam is arranged schematically as follows, and it is high that following absolute altitude is embedded part top mark:
| Climb | Lower folder | Lower floor's embedded part knot | Upper clamping | Upper strata embedded part |
| 1 | -1+ | -4.100 | 1 | 9.500 |
| 2 | 1 | 9.500 | 3 | 21.500 |
| 3 | 3 | 21.500 | 6 | 35.100 |
| 4 | 6 | 35.100 | 9 | 48.000 |
| 5 | 9 | 48.000 | 13 | 65.200 |
| 6 | 13 | 65.200 | 16 | 78.100 |
| 7 | 16 | 78.100 | 19 | 91.000 |
| 8 | 19 | 91.000 | 22 | 103.900 |
| 9 | 22 | 103.900 | 25 | 116.800 |
| 10 | 25 | 116.800 | 28 | 129.700 |
| 11 | 28 | 129.700 | 31 | 142.600 |
| 12 | 31 | 142.600 | 34 | 156.200 |
| 13 | 34 | 156.200 | 36+ | 173.400 |
| 14 | 36+ | 173.400 | 39 | 185.400 |
| 15 | 39 | 185.400 | 43 | 199.400 |
| 16 | 43 | 199.400 | 47 | 213.400 |
| 17 | 47 | 213.400 | 51 | 227.400 |
| 18 | 51 | 227.400 | 54 | 244.700 |
| 19 | 54 | 244.700 | 57 | 259.200 |
D480 is arranged on base plate, and a jacking, to free height 42 meters, when behind 4 layers, the complete ground of structure construction, starts to climb by the support steel beam being arranged on negative 1 layer and 2 layers position, climbs 12 meters ~ 18 meters at every turn, need climb altogether 16 times.Utilize WQ10 roofing to hang after construction terminates and remove D480 tower crane.D480 tower crane is installed, is climbed and remove and be responsible for by tower crane company special messenger, and early-stage preparations and cooperating are carried out in scene.
Tower crane climbing system comprises stock, is fixed on the climbing ladder of stock soffit, lift-up device and lower stock.When climbing, the first step: install the 3rd cover fixed frame, jack starts jacking.Second step: standard section of tower crane is fixed in climbing ladder hole, jack bounces back.When tower machine Adjacent Buildings is constructed certain altitude, when needing to climb, twice are installed and climb frame, and under frame place of climbing lifting body is installed.
Start lifting body, and close observation pressure meter, when gage pressure reaches first lift-up pressure, suspend jacking.The connecting bolt of joint and bottom is climbed in now namely dismountable.Then continue jacking to put in place, and by interior climb joint with under the frame that climbs be connected, treat that architecture construction is to certain altitude, climb frame in installation the 3rd road.
By lifting body under the frame that climbs remove, be arranged on frame place of climbing together, start lifting body, make oil cylinder slightly upwards jack-up, climb in then removing joint with under to climb the connection of frame, and the frame that climbs under removing.Restart lifting body, the jacking of tower machine put in place, and by lifting body place climb frame and interior climb to save connect.
Treat that architecture construction is to certain altitude, the frame that climbs removed is arranged on topmost.
Lifting body is removed by origin-location, be arranged on frame place of climbing together, start lifting body, make oil cylinder slightly upwards jack-up, the frame that climbs under dismounting climbs connecting of joint with interior, and the frame that climbs under removing, again start lifting body, the jacking of tower machine is put in place, and by lifting body place climb frame with interior climb to save connect.
Repeat above operation, until tower crane arrives the requirement height of construction.Final WQ20 hangs and is removed by D480.
6. tower crane load is to the impact analysis of agent structure
For two inner climbing crane towers that the present embodiment uses, tower crane load, comprises gravity load, working load, wind load etc. and power is passed on Core Walls Structure shear wall eventually through support steel beam.According to constructure scheme, the leading housing of Core Walls Structure constructs 6 layers, and leading concrete floor slab construction 9 layers, tower crane is equivalent to cantilever construction to the stressed of Core Walls Structure shear wall.Especially along with the increase of the Core Walls Structure number of plies, Core Walls Structure thickness of wall body reduces to 400mm, for preventing Core Walls Structure shear wall from work progress, unstable phenomenon occurring, the Core Walls Structure shear wall structure inner force and displacement under we adopt SAP2000 calculating to bear tower crane load and climbing form frame load action.Calculation procedure is as follows: 1. according to tower crane arrangement diagram in scheme and climbing form frame arrangement diagram, determines the structural calculation scope and the calculation diagram that meet this working condition; 2. the horizontal force of maximum vertical power, the up and down holding sheet of 2 tower cranes and horizontal moment of torsion is determined according to tower crane manual; 3. according to the climbing form frame load that climbing form frame scheme determination Core Walls Structure body of wall bears; 4. according to least favorable situation, the load cases combination that may occur is listed; 5. SAP2000 structural computing program is adopted to calculate.
Calculation specifications:
One, Load value
(1) wind load, wind reference pressure ω 0=0.45kN/m
2, blast height coefficient β z=2.9, wind battle array coefficient gets 1, and each blast is: front+1.050.45kN/m
2, the back side-0.660.45kN/m
2, side-0.920.45kN/m
2, positive bevel+0.530.45kN/m
2, anticline face-0.660.45kN/m
2.
(2) climbing frame load
According to the climbing frame arrangement diagram of embodiment, each seat in the plane vertical force 100kN, horizontal force 80kN, is positioned at top layer
(3) tower crane load
According to the building site actual conditions in embodiment, the frame that climbs under selecting tower crane is positioned at three floor faces, and the frame that above climbs is positioned at six floor faces
Two, structural model
Consider eight layers, Core Walls Structure cantilever altogether.The thick shell unit of shear wall, outer wall thick 500, interior wall thickness 400, coupling beam beam element, 500x900 on exterior wall, 400x800, tower crane support steel beam beam element on interior wall.Consider that concrete strength increases, one to three layer of C40, three to six layers of C30, layer 7 C20, the 8th layer of C10.
Three, structural internal force
Four, structural checking computation
(1) 480 tower crane knee wall is experienced and is calculated
Get the housing of moment of flexure maximum,
M:(557+380)/2＝468kN-m/m
N:(-2200-540)/2＝-1370kN/m
Get sleeper 500x500 section calculation (N=685kN, M=234kN-m), calculated length gets 7m, and calculate arrangement of reinforcement As=942mm2 by bending component, actual arrangement of reinforcement 8 25, meets the demands.
(2) 480 tower cranes support coupling beam checking computations
Maximum hogging moment-267.8kN-m, maximum positive bending moment 5958kN-m, moment of torsion 337kN, shearing 842kN
(3) climbing frame supports body of wall
Moment of flexure 10.1kN-m/m at the bottom of wall, gets 1m length and calculates arrangement of reinforcement by beam, for minimum steel ratio controls.Join 14 rebar spacings 150 in fact, meet the demands.
Result of calculation shows: during the leading housing steelframe of Core Walls Structure 6 layers, structure is safe and reliable; Along with the increase of the Core Walls Structure leading housing steelframe number of plies, the distortion of Core Walls Structure shear wall progressively strengthens.Consider structural safety and convenience for construction, regulation housing steelframe should closely follow Core Walls Structure construction speed, both differ maximum must not more than 10 layers, housing concrete floor and housing steelframe construct differ maximum must not more than 3 layers.
Claims (7)
1., for a tower crane construction technology for super highrise building steel work, it is characterized in that comprising:
A. tower crane type selecting and plane layout of tower crane;
B. tower crane climbing analysis, the configuration settings and the absolute altitude that climbs that comprise tower crane climbing system and device are determined;
C. tower crane climbing;
D. the Core Walls Structure shear wall structure inner force and displacement born under tower crane load and the effect of climbing form frame load is calculated.
2., as claimed in claim 1 for the tower crane construction technology of super highrise building steel work, it is characterized in that in step a, tower crane type selecting comprises: select tower crane according to single component maximum weight, Concerning The Choice of Tower Crane must meet installation needs; According to steel beam column quantity configuration tower crane quantity, secondary needs are hung in satisfied installation; According to building height select tower crane be adhesion tower-crane or the inner climbing crane tower of landing, when construction steel structure be highrise building or super highrise building time adopt inner climbing crane tower, the adhesion tower-crane that lands selected by bottom or multistory building.
3.: a. meets and self climbs and prop up sub conditione as claimed in claim 1 for the tower crane construction technology of super highrise building steel work, to it is characterized in that, in step a, plane layout of tower crane comprises; B. the safe distance being not less than 2 meters should be had between two tower crane revolving dials; C. the lifting requirements that coverage rate should be able to meet the heaviest steel beam column is lifted.
4. as claimed in claim 1 for the tower crane construction technology of super highrise building steel work, it is characterized in that in stepb, the framework that climbs that tower crane climbing system uses three covers identical altogether, wherein two cover frameworks support as tower crane and use, a set of for guiding use of climbing next time; Often overlap climbing system to be made up of two support steel beams and a set of framework that climbs; Two support steel beams are shelved on steel corbel, and steel corbel is connected with the embedded part of pre-plugged in Core Walls Structure shear wall by welding; Support steel beam is connected with tower crane by the framework that climbs being trapped among tower crane surrounding, and the framework that climbs belongs to a part for tower crane, is fixed dimension; Support steel beam is then determined by calculating according to tower crane load, support interval etc., first computational methods for carry out value to load, comprise wind load, climbing frame load, tower crane load, wherein wind load comprises wind reference pressure, blast height coefficient, wind fluttering factor, each blast, and climbing frame load comprises each seat in the plane vertical force, horizontal force.
5. as claimed in claim 1 for the tower crane construction technology of super highrise building steel work, it is characterized in that in stepb, all tower cranes are initially installed on base plate, a jacking is to free height 42 meters, after core wall structure has constructed 4 layers, ground, start to climb by the support steel beam being arranged on negative 1 layer and 3 layers position, climb 12 meters ~ 18 meters at every turn, the climb altitude do not waited is determined according to structure floor height, the steel column of Core Walls Structure is three layer of one joint, climbing system is arranged on the basecoat N layer of steel column, N+1 layer is gang form height layer, N+2 layer is reinforcing bar binding layer, the determination of tower crane climbing holding sheet absolute altitude should be mutually harmonious with segmenting steel column in Core Walls Structure climbing form frame system and Core Walls Structure, steel column top mark height is bottom tower crane counterweight, with bottom tower crane counterweight do not conflict in Core Walls Structure climbing form frame top, enough work planes are reserved in the installation being necessary for tower crane climbing beam bottom climbing form frame, should not be less than 1 meter.
6. as claimed in claim 1 for the tower crane construction technology of super highrise building steel work, it is characterized in that in step c, after initial installation, using tower machine as fixed use, when tower machine Adjacent Buildings is constructed certain altitude, when needing to climb, twice are installed and climb frame, and under frame place of climbing lifting body is installed, start lifting body, and close observation pressure meter, when gage pressure reaches first lift-up pressure, suspend jacking, it is now the connecting pin of dismountable special joint and bottom, then continue jacking to put in place, and by special joint with under the frame that climbs be connected, treat that architecture construction is to certain altitude, 3rd road is installed to climb frame, by lifting body under climb frame remove, be arranged on frame place of climbing together, start lifting body, make oil cylinder slightly upwards jack-up, then remove special joint with under to climb the connection of frame, and the frame that climbs under removing, restart lifting body, the jacking of tower machine is put in place, and climb frame and special the saving at lifting body place are connect, treat that architecture construction is to certain altitude, the frame that climbs removed is arranged on top, finally repeat above operation, until tower crane arrives the requirement height of construction.
7. as claimed in claim 1 for the tower crane construction technology of super highrise building steel work, it is characterized in that in steps d, the calculation procedure that the Core Walls Structure shear wall structure inner force and displacement under tower crane load and the effect of climbing form frame load is born in calculating is as follows:
A. according to tower crane arrangement diagram in scheme and climbing form frame arrangement diagram, the structural calculation scope and the calculation diagram that meet this working condition is determined;
B. the horizontal force of maximum vertical power, the up and down holding sheet of all tower cranes and horizontal moment of torsion is determined according to tower crane manual;
C. according to the climbing form frame load that climbing form frame scheme determination Core Walls Structure body of wall bears;
D. according to least favorable situation, the load cases combination that may occur is listed;
E. SAP2000 structural computing program is adopted to calculate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510047982.4A CN104652813A (en) | 2015-01-30 | 2015-01-30 | Tower crane construction technology used for super high-rise building steel structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510047982.4A CN104652813A (en) | 2015-01-30 | 2015-01-30 | Tower crane construction technology used for super high-rise building steel structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104652813A true CN104652813A (en) | 2015-05-27 |
Family
ID=53244397
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510047982.4A Pending CN104652813A (en) | 2015-01-30 | 2015-01-30 | Tower crane construction technology used for super high-rise building steel structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104652813A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106115474A (en) * | 2016-08-29 | 2016-11-16 | 共享钢构有限责任公司 | The method for improving of super high steel structure pylon |
| CN108033367A (en) * | 2017-12-29 | 2018-05-15 | 上海建工四建集团有限公司 | A kind of steel column drum rack alternating brace type steel platform and tower crane synchronous hoisting device and its method for improving |
| CN108868161A (en) * | 2018-09-17 | 2018-11-23 | 陕西建工第三建设集团有限公司 | Adhere to console mode tower crane outside a kind of super-high building structure to interlock construction method |
| CN108946522A (en) * | 2018-08-24 | 2018-12-07 | 中建三局集团有限公司 | Attached tower crane base steel plinth turnover method outside super high-rise building |
| CN112960566A (en) * | 2021-03-15 | 2021-06-15 | 广州市恒盛建设工程有限公司 | Construction method of built-in tower crane of super high-rise building |
| CN113401815A (en) * | 2021-06-17 | 2021-09-17 | 中建一局集团建设发展有限公司 | High-altitude conversion system of core tube tower crane of super high-rise building and construction method thereof |
| CN113445741A (en) * | 2021-07-08 | 2021-09-28 | 江苏沪宁钢机股份有限公司 | Half-floor tower suspended ceiling construction method |
| CN114134995A (en) * | 2021-12-23 | 2022-03-04 | 中建三局集团有限公司 | Frame core tube rigid-connection floor beam structure system and construction method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103922231A (en) * | 2014-04-14 | 2014-07-16 | 南通庞源机械工程有限公司 | Climbing method of inside-climbing tower crane for super high-rise building |
| CN203794498U (en) * | 2014-03-07 | 2014-08-27 | 中铁大桥局股份有限公司 | Built-in self-elevating tower crane device |
-
2015
- 2015-01-30 CN CN201510047982.4A patent/CN104652813A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203794498U (en) * | 2014-03-07 | 2014-08-27 | 中铁大桥局股份有限公司 | Built-in self-elevating tower crane device |
| CN103922231A (en) * | 2014-04-14 | 2014-07-16 | 南通庞源机械工程有限公司 | Climbing method of inside-climbing tower crane for super high-rise building |
Non-Patent Citations (1)
| Title |
|---|
| 张红涛: "超高层建筑的塔吊选型及施工工艺", 《河南建材》 * |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106115474A (en) * | 2016-08-29 | 2016-11-16 | 共享钢构有限责任公司 | The method for improving of super high steel structure pylon |
| CN106115474B (en) * | 2016-08-29 | 2018-03-23 | 共享钢构有限责任公司 | The method for improving of super high steel structure pylon |
| CN108033367A (en) * | 2017-12-29 | 2018-05-15 | 上海建工四建集团有限公司 | A kind of steel column drum rack alternating brace type steel platform and tower crane synchronous hoisting device and its method for improving |
| CN108033367B (en) * | 2017-12-29 | 2023-06-06 | 上海建工四建集团有限公司 | Synchronous lifting device and lifting method for steel column and cylinder frame alternately supported steel platform and tower crane |
| CN108946522A (en) * | 2018-08-24 | 2018-12-07 | 中建三局集团有限公司 | Attached tower crane base steel plinth turnover method outside super high-rise building |
| CN108946522B (en) * | 2018-08-24 | 2019-10-29 | 中建三局集团有限公司 | Attached tower crane base steel plinth turnover method outside super high-rise building |
| CN108868161B (en) * | 2018-09-17 | 2020-08-07 | 陕西建工第三建设集团有限公司 | Staggered construction method for external attachment landing type tower crane of super high-rise building structure |
| CN108868161A (en) * | 2018-09-17 | 2018-11-23 | 陕西建工第三建设集团有限公司 | Adhere to console mode tower crane outside a kind of super-high building structure to interlock construction method |
| CN112960566A (en) * | 2021-03-15 | 2021-06-15 | 广州市恒盛建设工程有限公司 | Construction method of built-in tower crane of super high-rise building |
| CN113401815A (en) * | 2021-06-17 | 2021-09-17 | 中建一局集团建设发展有限公司 | High-altitude conversion system of core tube tower crane of super high-rise building and construction method thereof |
| CN113401815B (en) * | 2021-06-17 | 2022-07-12 | 中建一局集团建设发展有限公司 | High-altitude conversion system of core tube tower crane of super high-rise building and construction method thereof |
| CN113445741A (en) * | 2021-07-08 | 2021-09-28 | 江苏沪宁钢机股份有限公司 | Half-floor tower suspended ceiling construction method |
| CN113445741B (en) * | 2021-07-08 | 2023-02-28 | 江苏沪宁钢机股份有限公司 | Half-floor tower suspended ceiling construction method |
| CN114134995A (en) * | 2021-12-23 | 2022-03-04 | 中建三局集团有限公司 | Frame core tube rigid-connection floor beam structure system and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104652813A (en) | Tower crane construction technology used for super high-rise building steel structure | |
| CN101886466B (en) | Construction method for support structure of coal tower template for tamping type coke oven | |
| CN102444203B (en) | High-altitude long-span overhanging corridor type reinforced concrete structure and construction method | |
| CN202227476U (en) | High-altitude large-span overhung corridor-type reinforced concrete structure | |
| CN104878693B (en) | Lateral girder erection structure for truss double-girder type bridge girder erection machine, construction method of erection structure, and lateral girder erection method based on erection structure | |
| CN103291076A (en) | Multilayer steel truss fragmented reverse hoisting construction method in arc-shaped frame | |
| CN102535845A (en) | Construction method of bearing frame of corridor structure | |
| CN105586833B (en) | Stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method | |
| CN114232805B (en) | Construction method of ultrahigh-height large-span steel concrete beam hanging structure | |
| CN110409319B (en) | Bracket for large-span steel-concrete composite beam cast-in-place bridge deck and construction method | |
| CN107142954B (en) | Steel hanging box lifting system for integral lifting and lifting method thereof | |
| CN108999088A (en) | A kind of construction method of cable-stayed bridge | |
| CN105888227B (en) | Superelevation is tubaeform steel structure exterior finish operation platform and its building method | |
| CN103132702A (en) | Longspan pipe truss pulling bar lifting and overhead rotating emplacing construction method | |
| CN104775363B (en) | The spelling method of upper king-post strut reinforcing bar sections | |
| CN102691267A (en) | High pier construction method for external whole operation platform | |
| CN209685125U (en) | A kind of overhead large-span steel structure vestibule Integral synchronous lifting device | |
| CN105370027B (en) | The construction method of steel supporting platform structure is integrally lifted in high-rise hanging structure | |
| CN109457814B (en) | Construction method for top cover of high-rise and large-diameter building based on Bailey truss structure | |
| JPH09317183A (en) | Construction method of building | |
| CN108019040B (en) | A kind of high-rise building transfer floor Bailey bracket platform construction method | |
| CN104818675B (en) | The spelling method of reinforcing bar sections | |
| CN113802468A (en) | Asymmetric cable-stayed bridge special-shaped concrete tower column construction process | |
| Li et al. | Study on construction technology of hydraulic climbing formwork for super high-rise building under aluminum formwork system | |
| CN209924407U (en) | Combined working platform for steel structure high-altitude installation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20150527 |
|
| WD01 | Invention patent application deemed withdrawn after publication |