CN100404761C - Method for balancing overturning force of major structure by foundation weight balancing - Google Patents
Method for balancing overturning force of major structure by foundation weight balancing Download PDFInfo
- Publication number
- CN100404761C CN100404761C CNB2004100094575A CN200410009457A CN100404761C CN 100404761 C CN100404761 C CN 100404761C CN B2004100094575 A CNB2004100094575 A CN B2004100094575A CN 200410009457 A CN200410009457 A CN 200410009457A CN 100404761 C CN100404761 C CN 100404761C
- Authority
- CN
- China
- Prior art keywords
- foundation structure
- foundation
- vertical
- steel strand
- stub
- 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.)
- Expired - Fee Related
Links
Images
Landscapes
- Foundations (AREA)
Abstract
The present invention discloses a method for balancing overturning force of a tilting major structure in a foundation weight balancing mode, which comprises the following steps: a tilting major structure and a foundation structure are used as an integral structure, weight balancing design is carried out on the foundation structure to reduce the height of the center of gravity of the integral structure, and the center of gravity position of the integral structure in a horizontal plane is adjusted to the geometric center of the foundation structure; a forced state in the foundation structure is adjusted, and different piers which are arranged in the foundation structure and connected with the tilting major structure are connected into a whole through strain beams; horizontal prestressing tendons are arranged in the strain beams, and the outward thrust force of the piers is balanced through horizontal prestress; vertical prestressing tendons are arranged in the piers having vertical tensile force, and tensile stress in the piers is balanced through vertical prestress.
Description
Technical field
The present invention relates to the foundation structure building technology of tall and slender structure, particularly relate to the foundation structure building technology of the inclination tall and slender structure that produces the power of toppling.
Background technology
The tall and slender structure of home and abroad mainly contains TV transmission tower, radio tower, microwave transmission tower, power transmission line column, tourism, sightseeing, memorial tower, mainly is divided into steel work and reinforced concrete structure (comprising prestressed reinforced concrete construction).Wherein steel work has following advantage: steel strength height, plasticity and good toughness, have somatotropism energy such as even matter, can weld can assemble, resistance to overturning is good, overall weight is light etc.
The home and abroad adopts the high tower building overview of " steel work " to see the following form.
The straight line of prior art or the straight tower of broken line shape, because have stability from seeing in appearance, the sensation of the urgent and shock of not tilting to be produced, and build leaning tower certain technical difficulty is arranged, particularly in tall and slender structure, if the center of gravity of superstructure can not overlap far away with the center of foundation bed or be approaching, then the foundation bed of this structure produces the bigger power of toppling under horizontal loads, negative pressure district (or tension pile) appears, structure produces overturning moment, the basis need to rely on stake resistance to plucking and antiskid, and stake may be subjected to pulling force and horizontal force, makes the overall structure unstable failure easily.
Summary of the invention
Technical problem to be solved by this invention provides a kind ofly comes the topple method of power of balance tilting agent structure in basic counterweight mode, and the negative pressure district appears in the basis that solves the tilting agent structure of prior art, makes the problem of overall structure unstable failure easily.
For achieving the above object, the invention provides and a kind ofly come the topple method of power of balance tilting agent structure in basic counterweight mode, its characteristics are, comprising:
Step 1, with inclined agent structure and foundation structure as an overall structure, the quality of the stub by adjusting foundation structure is carried out counterbalance design, reduce described integrally-built height of C.G., and with the geometric center adjustment of the described integrally-built position of centre of gravity in the horizontal plane to foundation structure;
Step 2, adjust the stress in the foundation structure, the different stubs that are connected with described inclined agent structure in the foundation structure are connected as one configuration level presstressed reinforcing steel in the straining beam, the outside thrust of coming the balance stub by horizontal prestressing force by straining beam; In having the stub of vertical pulling force, vertical prestressing bar is set, by the tensile stress in the vertical prestressing balance stub.
Above-mentioned method, its characteristics are that described presstressed reinforcing steel is the underrelaxation steel strand.
Above-mentioned method, its characteristics are that an end of described level or vertical prestressing bar is a movable end, and described underrelaxation steel strand connect a ground tackle by backing plate, and around the described steel strand around spiral bar.
Above-mentioned method, its characteristics are that described ground tackle is a strand tapered anchorage.
Above-mentioned method, its characteristics are that the other end of described horizontal presstressed reinforcing steel is a fixed end, and described underrelaxation steel strand connect a ground tackle by backing plate, and around the described steel strand around spiral bar.
Above-mentioned method, its characteristics are that the other end of described vertical prestressing bar is a fixed end, and described underrelaxation steel strand connect ground tackle by backing plate, and are provided with the net sheet of being made up of reinforcing bar in abutting connection with described backing plate.
Above-mentioned method, its characteristics are that described ground tackle is the extruding anchor.
Technique effect of the present invention is:
The present invention reduces integrally-built height of C.G. by the counterweight of adjusting foundation structure, and the center of gravity of superstructure is adjusted to the center of foundation bed, reduces the power of toppling that produces under horizontal loads.By adjusting the stress in the foundation structure, avoid occurring in the foundation structure negative pressure district (or tension pile), improve the performance of toppling of structure, reduce overturning moment, improve overturning or slip resistance analysis moment, but make the basis not rely on just resistance to plucking and antiskid of stake, avoid stake to be subjected to pulling force and horizontal force.
Further describe specific embodiments of the invention below in conjunction with accompanying drawing.
Description of drawings
Fig. 1 is the concrete sign tower of using of the present invention;
Fig. 2 is the schematic diagram on basis of three suspension columns of the applied sign tower of the present invention;
Fig. 3 is the schematic diagram of presstressed reinforcing steel movable end among the present invention;
Fig. 4 is the schematic diagram of horizontal presstressed reinforcing steel fixed end among the present invention;
Fig. 5 is a vertical prestressing bar fixed end reinforced mesh schematic diagram among the present invention;
Fig. 6 is that basic stub among the present invention, prestressing force straining beam are arranged schematic diagram;
Fig. 7 is that the present invention is through the leaning tower position of centre of gravity schematic diagram after the counterweigh.
The specific embodiment
As shown in Figure 1, be the concrete sign tower of using of the present invention.The sign tower is the inclination triangular pyramid shape.73m is following to be made of three leaning tower posts, and 73m is above to adopt 3 steel pipes to constitute.The angle of leaning tower post and bottom surface is 99.68 °, and two angles with the bottom surface are 64.69 ° in addition.
As shown in Figure 2, be the schematic diagram on basis of three suspension columns of the applied sign tower of the present invention.Steel work sign column foot plinth part is by three concrete foundation stubs 10,20,30 form, each basic stub carries the suspension column of sign tower by three main bearing points, comprise bearing point 1 as shown in the figure altogether, 2,3,4,5,6,7,8,9, stub 10,20 is that 64.69 ° tension leaning tower post is corresponding with above-mentioned two with the bottom surface angle, because head tower basic stub 10 under the equilibrium level load action, may produce bigger vertical pulling force in 20, this is unfavorable for concrete cracking resistance, especially for foundation structure, will reduce the durability of member, weaken the overall performance of structure.
For the balance mark tower because the overturning moment that tilts and to be produced, the present invention adopts following measure: with inclined agent structure and its foundation structure as an overall structure, carry out counterbalance design in foundation structure, actual mass according to this sign tower, each stub of foundation structure all is designed to weigh several tons, reduce described integrally-built height of C.G., and the described integrally-built position of centre of gravity in the horizontal plane is adjusted to the closely position of the geometric center of based structures;
Use prestressing technique to adjust foundation structure, with the prestressing force tensile stress in the based structures evenly.
Prestressing technique is structurally exerted pressure in advance as a kind of, and the engineering in order to the advanced person that improves structure operational phase performance, equilibrium load, adjustment structural internal force has a wide range of applications in foundation structure.Among the present invention,, well solved the problem of concrete in tension cracking, structural integrity is strengthened, obtained good technology economic by near two basic stubs that can produce vertical pulling force, having disposed vertical broken line shape unbonded prestressed beam.
Prestressing technique specific implementation process in the present invention is as follows:
One, selection.Modern prestressed concrete is to utilize the efficient prestressed concrete of the concrete of high strength steel and higher-strength through vanguard technology, usefulness modern designs notion and method design, for having relatively high expectations of material property.The prestressed structure material therefor is as follows in the present embodiment
(1) concrete: strength grade C40, fck=26.8N/mm2, fc=19.1N/mm2, ftk=2.39N/mm2, concrete strength reaches more than 75% of design strength during prestressed stretch-draw.
(2) presstressed reinforcing steel: nominal diameter 15.24mm, the ultimate strength standard value is 1860MPa, the underrelaxation steel strand; Fptk=1860N/mm2, fpy=0.67 * 1860=1246N/mm2.
(3) ground tackle: prestressing without bondn stretch-draw end adopts QM15-1 type strand tapered anchorage, and fixed end adopts QMJ15-1 extruding anchor.
(4) control stress for prestressing is 0.7 of steel strand ultimate strength, i.e. 0.7 * 1860=1302kN.
Two, head tower basis vertical prestressing computational analysis and design.
Because there is bigger moment of flexure in head tower root under horizontal wind and geological process, therefore basis 10 and basis 20 might produce vertical pulling force, for avoiding the vertical tension of concrete foundation, adopt vertical prestressing that it is under the preloading condition, and compressive pre-stress can the complete equipilibrium external load under issuable maximum vertical tensile stress.
The vertical prestressing bar fixed end is embedded in the bottom of foundation platform, and the stretch-draw end is positioned at absolute altitude+6.00m place, tensile zone that can oversite concrete.
(1) presstressed reinforcing steel quantity and control stress for prestressing: basis 10 and basic 20 prestress reinforcement symmetries.Presstressed reinforcing steel quantity is 12 around the strong point 1,2,4,5, and total precompression is:
12×140×1302＝2187kN
Presstressed reinforcing steel quantity is 24 around the strong point 3,6, and total precompression is:
24×140×1302＝4375kN
The friction factor value such as the following table of presstressed reinforcing steel:
| The presstressed reinforcing steel kind | k | u |
| Non-bending steel cable | 0.004 | 0.12 |
Result of calculation shows: the precompression of presstressed reinforcing steel can balance columns at the bottom of vertical greatest combined pulling force, meet design requirement.
Three, prestressing without bondn design of node.
Under the powerful precompression effect of prestressing tendon, structure end anchorage district concrete bears very high local pressure, normally stressed for guaranteeing it, therefore must strengthen and take corresponding construction measure the concrete of anchorage zone, be the schematic diagram of level or longitudinal prestressing muscle movable end (magnifying end) referring to Fig. 3; Presstressed reinforcing steel 31 passes backing plate 33 and connects ground tackle 32, and is provided with spiral bar 34 on backing plate 33 next doors around presstressed reinforcing steel 31.
Fig. 4 is the schematic diagram of horizontal presstressed reinforcing steel fixed end, and presstressed reinforcing steel 31 passes backing plate 33 and connects extruding anchor 35, and is provided with spiral bar 34 on backing plate 33 next doors around presstressed reinforcing steel 31.
Fig. 5 is the schematic diagram of longitudinal prestressing muscle fixed end, uses the net sheet of being made up of reinforcing bar to replace spiral bar 34 on backing plate 33 next doors and fixes presstressed reinforcing steel.
Fig. 6 is that basic stub among the present invention, prestressing force straining beam are arranged schematic diagram; As shown in the figure, three stubs 61 lay respectively on three cushion caps 60, and straining beam 62 is arranged between the stub 61, and grade beam 63 is arranged between the cushion cap.
Fig. 7 is that the present invention is through the leaning tower position of centre of gravity schematic diagram after the counterweigh.As shown in the figure, the former center of gravity of leaning tower is G, is G ' through the existing center of gravity after the counterweigh.Under the effect of wind action moment M, tipping point is 71.
Originally execute and disposed unbonded prestressing tendon in the example in the horizontal coupling beam, disposed vertical unbonded prestressing tendon with the issuable vertical pulling force of buttress under the equilibrium level load action in the sign column foot plinth buttress with horizontal pull in the equalizer bar.
In concrete construction, the prestressing without bondn construction technology process is as follows in the horizontal beam: install horizontal beam bed die-colligation horizontal beam plain bars-wear and fixing un-bonded prestressed steel strand (making of unbonded prestressing tendon)-mounting end backing plate, the concrete termination process of the sealing-stretch-draw end of spiral bar and polyphenyl unit of plastic-subsurface work acceptance-concreting (making concrete test block)-concrete curing form removal-cleaning stretch-draw end-stretch-draw (demarcation of tensioner, press concrete test block)-stretch-draw end ground tackle.
The prestressing without bondn construction technology process is as follows in the vertical buttress: colligation buttress plain bars-wear and fixing un-bonded prestressed steel strand (unbonded prestressing tendon makings)-mounting end backing plate, the concrete termination process of the sealing-stretch-draw end of spiral bar and polyphenyl unit of plastic-subsurface work acceptance-concreting (making concrete test block)-concrete curing form removal-cleaning stretch-draw end (demarcation of tensioner, pressure concrete test block)-stretch-draw end ground tackle.
The above is preferred embodiment of the present invention only, is not to be used for limiting practical range of the present invention; Every according to equivalence variation and modification that the present invention did, all contained by claim of the present invention.
Claims (7)
1. one kind is come the topple method of power of balance tilting agent structure in basic counterweight mode, it is characterized in that, comprising:
Step 1, with inclined agent structure and foundation structure as an overall structure, the quality of the stub by adjusting foundation structure is carried out counterbalance design, reduce described integrally-built height of C.G., and with the geometric center adjustment of the described integrally-built position of centre of gravity in the horizontal plane to foundation structure;
Step 2, adjust the stress in the foundation structure, the different stubs that are connected with described inclined agent structure in the foundation structure are connected as one configuration level presstressed reinforcing steel in the straining beam, the outside thrust of coming the balance stub by horizontal prestressing force by straining beam; In having the stub of vertical pulling force, vertical prestressing bar is set, by the tensile stress in the vertical prestressing balance stub.
2. method according to claim 1 is characterized in that, described presstressed reinforcing steel is the underrelaxation steel strand.
3. method according to claim 2 is characterized in that, an end of described level or vertical prestressing bar is a movable end, and described underrelaxation steel strand connect a movable end ground tackle by backing plate, and around the described steel strand around spiral bar.
4. method according to claim 3 is characterized in that, described movable end ground tackle is a strand tapered anchorage.
5. method according to claim 3 is characterized in that, the other end of described horizontal presstressed reinforcing steel is a fixed end, and described underrelaxation steel strand connect a fixed end ground tackle by backing plate, and around the described steel strand around spiral bar.
6. method according to claim 3 is characterized in that, the other end of described vertical prestressing bar is a fixed end, and described underrelaxation steel strand are connected and fixed the end ground tackle by backing plate, and is provided with the net sheet of being made up of reinforcing bar in abutting connection with described backing plate.
7. according to claim 5 or 6 described methods, it is characterized in that described fixed end ground tackle is the extruding anchor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004100094575A CN100404761C (en) | 2004-08-20 | 2004-08-20 | Method for balancing overturning force of major structure by foundation weight balancing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004100094575A CN100404761C (en) | 2004-08-20 | 2004-08-20 | Method for balancing overturning force of major structure by foundation weight balancing |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1737273A CN1737273A (en) | 2006-02-22 |
| CN100404761C true CN100404761C (en) | 2008-07-23 |
Family
ID=36080196
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2004100094575A Expired - Fee Related CN100404761C (en) | 2004-08-20 | 2004-08-20 | Method for balancing overturning force of major structure by foundation weight balancing |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN100404761C (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102877442B (en) * | 2011-07-12 | 2014-12-10 | 中国电建集团贵阳勘测设计研究院有限公司 | Gate pier prestressed anchorage end structure |
| CN104213578B (en) * | 2014-09-12 | 2016-07-27 | 汤跃超 | Transmission line of electricity double-rod gate shaft tower self-regulated basis |
| CN109339092A (en) * | 2018-10-23 | 2019-02-15 | 天津大学 | A kind of more sleeve joint reinforcement formula cylinder-shaped foundation structures of offshore wind turbine and its construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2119443U (en) * | 1992-03-12 | 1992-10-21 | 刘小清 | Liquid weight counterbalance type static load tester |
| CN1071983A (en) * | 1992-09-11 | 1993-05-12 | 管明德 | Anchor beam type hydrostatic piledriving method and equipment thereof |
| CN2156167Y (en) * | 1993-05-08 | 1994-02-16 | 江麓机械厂 | Crane bottom supporting structure and positioning device |
| CN1111707A (en) * | 1994-12-14 | 1995-11-15 | 山西省电力公司电力建设三公司 | Coustruction method and facilities for building hyperbola concrete tower |
| CN2358160Y (en) * | 1998-04-06 | 2000-01-12 | 赵正义 | Combined square tower machinery foundation |
| US6665990B1 (en) * | 2000-03-06 | 2003-12-23 | Barr Engineering Co. | High-tension high-compression foundation for tower structures |
-
2004
- 2004-08-20 CN CNB2004100094575A patent/CN100404761C/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2119443U (en) * | 1992-03-12 | 1992-10-21 | 刘小清 | Liquid weight counterbalance type static load tester |
| CN1071983A (en) * | 1992-09-11 | 1993-05-12 | 管明德 | Anchor beam type hydrostatic piledriving method and equipment thereof |
| CN2156167Y (en) * | 1993-05-08 | 1994-02-16 | 江麓机械厂 | Crane bottom supporting structure and positioning device |
| CN1111707A (en) * | 1994-12-14 | 1995-11-15 | 山西省电力公司电力建设三公司 | Coustruction method and facilities for building hyperbola concrete tower |
| CN2358160Y (en) * | 1998-04-06 | 2000-01-12 | 赵正义 | Combined square tower machinery foundation |
| US6665990B1 (en) * | 2000-03-06 | 2003-12-23 | Barr Engineering Co. | High-tension high-compression foundation for tower structures |
Non-Patent Citations (2)
| Title |
|---|
| 辽宁、天津电视塔主体工程施工. 中国建筑第三工程局.施工技术，第4期. 1992 |
| 辽宁、天津电视塔主体工程施工. 中国建筑第三工程局.施工技术，第4期. 1992 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1737273A (en) | 2006-02-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106012809B (en) | Restorative procedure after a kind of steel fibrous composite material concrete combination column and its shake | |
| CN110886423B (en) | BIM technology-based steel structure tension beam roof construction method | |
| CN101298770B (en) | Bottom enlarging prestress conical pipe pile and construction method thereof | |
| CN109629403B (en) | Concrete support column structure and manufacturing method thereof | |
| CN210134362U (en) | Bridge overlength cantilever bent cap construction support | |
| CN102505636A (en) | Construction method of No.0 block of continuous rigid frame bridge of double-thin-wall pier | |
| CN201155080Y (en) | Large-span V-shaped continuous rigid frame bridge | |
| CN202280024U (en) | No.0 block bracket for continuous rigid frame bridge with two-thin-wall piers | |
| CN110878535A (en) | Diagonal tension load-adjusting system for reinforcing rigid truss bridge and reinforcing method thereof | |
| CN109137760A (en) | The active reinforcement means of multispan normal reinforced concrete beam bridge | |
| CN114781026A (en) | Construction control method for single leaning tower cable-stayed bridge | |
| CN100404761C (en) | Method for balancing overturning force of major structure by foundation weight balancing | |
| CN111305465A (en) | Hoisting construction method for spoke type beam string structure | |
| CN109162212A (en) | The active reinforcement means of single span normal reinforced concrete beam bridge | |
| CN212801168U (en) | Single-column pier bridge concreties antidumping reinforced structure | |
| CN212533734U (en) | Cable buckle integrated tower | |
| CN210105124U (en) | Auxiliary reinforcing member for two-way inclined support column base | |
| CN108104349B (en) | Oblique compression bar truss beam chord beam combined structure and implementation method | |
| CN111305039A (en) | Device for improving stress distribution of swivel cable-stayed bridge and installation method thereof | |
| CN220099676U (en) | High pier large cantilever bent cap construction support | |
| CN214116279U (en) | Flange counter-pulling type cable-stayed bridge main tower upper cross beam construction support | |
| CN219710370U (en) | Horizontal warehouse with foundation provided with prestressed anchors | |
| CN218667195U (en) | Rigid connection ultra-large tonnage anchoring structure | |
| CN217896241U (en) | Prepressing support and hanging basket prepressing precast block stacking equipment | |
| CN116695771B (en) | Truss type land wind power foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20080723 |