CN100580193C - Foundation structure of steel tower - Google Patents
Foundation structure of steel tower Download PDFInfo
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- CN100580193C CN100580193C CN200580029544A CN200580029544A CN100580193C CN 100580193 C CN100580193 C CN 100580193C CN 200580029544 A CN200580029544 A CN 200580029544A CN 200580029544 A CN200580029544 A CN 200580029544A CN 100580193 C CN100580193 C CN 100580193C
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
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Abstract
To provide a foundation structure of a tower capable of reducing labor load, construction cost, and production steps by reducing the scale of the structure of a foundation and facilitating construction. This foundation structure of the tower for supporting the main pedestals (4) of the tower comprises main piles (1) installed in the ground along directions roughly matching the directions of the main pedestals (4), auxiliary piles (2) installed in the ground along surface directions connecting the foundations to the center of the tower in plan view, and joining structures (3) joining the main piles (1) to the auxiliary piles (2) and to which the base parts of the main pedestals (4) are fixed. The joining structures (3) are built, for example, by placing a concrete (7) in a steel pipe (6). The top parts of the main piles (1) are joined to the lower surfaces of the joining structures (3), and the top parts of the auxiliary piles (2) are joined to the side faces thereof.
Description
Technical field
The present invention relates to a kind of base configuration of iron tower of the king pile post that is used to support iron tower.
Background technology
Especially as base configuration at the power supply iron tower of mountainous country, under the more shallow situation of supporting layer, adopt the font of falling T basis 50 as shown in figure 24, when supporting layer is dark etc. or drawing endurance greatly the time etc., mainly adopt deep foundation 51 as shown in figure 25.
On the other hand, in the basis of above-mentioned power supply iron tower, compare, be subjected to the influence of the wind loads such as laying tension, typhoon or monsoon of electric wire more consumingly with the influence of iron tower deadweight, electric wire deadweight.Consequently, compare with whole compression loads that other factors are produced, it is big that turning torque becomes, so effect has compression load in the iron tower foot of downwind side, and effect has 70% the drawing load (pulling capacity) that is about as much as compression load (being pressed into power) in the iron tower foot of the side of being in the wind.And because the couple that above-mentioned power of being pressed into and pulling capacity produce, effect has moment of deflection, and effect has horizontal force.
Therefore, in the basis of supporting iron tower foot, adopting the above-mentioned font of falling T basis at 50 o'clock, in order to resist pulling capacity or horizontal force, also need necessary buried depth, carrying out diameter is that 4～5m, the degree of depth are the excavation about 5～10m, its bottom surface is carried out build (the following patent document 1 of reference etc.) on basis as formation level.
On the other hand, when adopting deep foundation 51, general scale is that diameter is that 2.5～3m, the degree of depth are about 6～20m, but at mountainous country, because orographic condition is difficult to move into large-scale heavy-duty machine tool under a lot of situations, excavates and mainly undertaken by hand digging.This hand digging enters in the narrow space by the operator, for retaining soil on the wall of vertical core liner plate is set in turn, by falling to serve as a contrast the depths, ground that undermines (the following patent document 2 of reference etc.).
Patent document 1: the spy opens clear 53-111606 communique
Patent document 2: the spy opens flat 7-23511 communique
As mentioned above, under the situation of iron tower foundation, be subjected to the influence of wind load, effect has bigger pulling capacity and horizontal force, so base shape becomes bigger, produces the excavation amount that is used for fundamental construction, the big tendency of concrete quantitative change of keeping off native support, basic main body.
And, near laccolite is in ground surface, be difficult to by excavating under the situation that the heavy-duty machine tool excavates, must the dual-purpose explosion, need with the manpower assembling that main body is kept off native support perhaps, therefore can produce work load and become big, and problem such as claim for eot.
On the other hand, in the basis (footing) of supporting iron tower foot, as shown in figure 26, at the fixed part of king pile post 52 and footing 53, footing is crossed when shallow, and the base portion that then can produce with king pile post 52 is the shear fissure 54 of the taper at center, the destruction that causes fixed part.And, as shown in figure 27, when the outward flange of the too close footing 53 of pile body 55, from the fixed part to the outside, produce the shear fissure 56,56 of isolating the crackle shape ..., the destruction that produces fixed part.And footing is crossed when approaching, and is as shown in the drawing, and having with pile body 55 is the problems such as shear fissure 54 that the center produces taper.
Therefore, if design is pressed into the footing 53 that power, pulling capacity, moment of deflection and horizontal force have abundant endurance and can not crack for these, the then scale of the footing maximization that becomes, and also can increase correspondingly to produce with the footing scale and excavate problems such as quantitative change is many, the concreting quantitative change is many, construction needs more time and labor.
Summary of the invention
Therefore, major subjects of the present invention provides a kind of base configuration of iron tower, can make the structure scale down on basis and simplify construction, can reduce work load thus, and can realize the reduction of expenses of labour, the shortening of duration etc.
In order to address the above problem, the invention of technical scheme 1 provides a kind of base configuration of iron tower, be used to support each king pile post of iron tower, it is characterized in that above-mentioned base configuration comprises: along being located at one or more king piles in the ground with the roughly consistent direction of above-mentioned king pile post direction; In-plane basic along connection and the iron tower center is located at the one or more secondary stake in the ground in vertical view; And in conjunction with above-mentioned king pile and secondary stake, and be fixed with the integrated structure body of the base portion of above-mentioned king pile post.
In technique scheme 1 described the present invention, base configuration is made of following three elements: along being located at one or more king piles in the ground with the roughly consistent direction of the direction of king pile post; In-plane basic along connection and the iron tower center is located at the one or more secondary stake in the ground in vertical view; And in conjunction with above-mentioned king pile and secondary stake, and be fixed with the integrated structure body of the base portion of above-mentioned king pile post.
In the truss iron towers such as power supply iron tower, the load that acts on basic courses department has certain directive property this point and obtains clearly by following existing document and measurement and parsing etc.: (1) home town, limit, field, loose tail, " the large-scale Electricity of sending of open country portion holds the straight of addendum modification See with iron tower base Foundation Xu ", supply lines are built data, supply lines construction technique research association of civic organization, in November, 2000, the 47th collection p111-128; (2) home town, limit, field, loose tail, " lofty mountains ground To ぉ け Ru send Electricity to examine the rational な Let of Account Meter method with iron tower base Foundation displacement The ", electric power building, electric power building technological associations of civic organization, in November, 1999, No.284p95-99 etc.According to its result, no matter wind load is from which directive effect, and the load plane earth that acts on the basis acts on the line that connects base center and iron tower center.Think that this is because with inferior reason: the direction of the king pile post of power supply iron tower is all towards the iron tower center; Descending most joint portion skeleton loosely to be retrained by the web member that tilts, be not the skeleton of rigid-framed structure, thereby the horizontal force that king pile axis of a cylinder power causes is top dog; And the web member of the big more iron tower of scale is long more, and when the basis was out of shape slightly, the deformation of web member was less, and the not tendency of extreme variation of stress is arranged.
Therefore, by with above-mentioned king pile and secondary stake along the direction orientation that is connected base center and iron tower center, thus, resistant function is in the bigger power that is pressed into and the pulling capacity on basis effectively.
The direction of above-mentioned king pile along with the roughly consistent direction setting of the direction of king pile post, thus, can eliminate the level load that the horizontal component by the axle power of king pile post effect causes, reduce the moment of deflection and the shearing force that are applied on the king pile.In addition, above-mentioned king pile is provided with more than 1, and its configuration is finally put for symmetrical establishing with respect to the central axis of iron tower.
Along the in-plane setting that connects basis and iron tower center, thus, it bears the bending force that is created on the basis and the part of shearing force in vertical view in above-mentioned secondary stake, and reduction is created in the bending/shearing force on the king pile.
Narrate among the detailed content embodiment hereinafter, but associating pile group structure by above-mentioned king pile and secondary stake combination, especially compare with single pile, even can obtain to suppress displacement, control direction of displacement, increase substantially drawing endurance load direction and change, the variation of supporting endurance also seldom waits all effects.
In sum, by constituting the associating pile group structure of king pile and secondary stake combination, the base configuration that can realize compactness but have abundant endurance, can realize the downsizing of basic structure scale and the simplification of construction, work load can be reduced thus, and the reduction of expenses of labour, the shortening of duration can be realized.
As the present invention that technical scheme 2 relates to, a kind of base configuration according to technical scheme 1 described iron tower is provided, above-mentioned king pile and secondary stake angulation are more than 30 degree, below 90 degree.
In technique scheme 2 described the present invention, an above-mentioned king pile and a secondary stake angulation be 30 degree above, below 90 degree, be preferably 40 degree above, below 60 degree.When king pile and secondary stake angulation θ spend less than 30, can not obtain as the desired effect of associating pile group.And a king pile and a secondary stake angulation θ surpass 90 when spending, and construction such as be difficult to carry out that concreting is gone into, and in the ground of reality, also there is no need to make angle of cut θ are more than 90 °.
As the invention that technical scheme 3 relates to, a kind of base configuration according to technical scheme 1 or 2 described iron towers is provided, above-mentioned king pile is to be made and bore is the pile body of 250～600mm by steel concrete.
In technique scheme 3 described the present invention,, be to make and bore is the pile body of 250～600mm by steel concrete as above-mentioned king pile.As king pile, wish that its compression endurance and drawing endurance are bigger, and construct easily and carry and get final product that hope is the reinforced concrete pile that pours on the spot.At the bore of stake is 600mm when following, even ground is a laccolite, also can use the ダ ウ Application ザ ホ one Le Ha Application マ one (trade (brand) name, hand-hole jump bit) of rotary impact type, even carry out the excavation of rock, also can carry out the high speed construction.In addition, as the concrete that uses, the preferred high flowing concrete that uses on-the-spot stirring.
As the present invention of technical scheme 4, a kind of base configuration according to each described iron tower in the technical scheme 1 to 3 is provided, above-mentioned secondary stake is anchoring pile or steel concrete system.
In technique scheme 4 described inventions,, be the pile body of anchoring pile or steel concrete system as above-mentioned secondary stake.Secondary stake is the plane stake of strengthening king pile, stake is planted and is not subjected to special qualification, but only depending on king pile compression endurance enough the time, it can be the easy anchoring pile of construction, under the design condition that requires necessary compression endurance and drawing endurance, the pile body that preferred compressed endurance and the bigger steel concrete of drawing endurance are made.In addition, above-mentioned anchoring pile is to work and for the inoperative structure of the power that is pressed into for pulling capacity.Under the situation that above-mentioned steel concrete is made, as the concrete that uses, the high flowing concrete that stir at the scene of also preferably using concrete to spread all over each corner can be expected corrosion, can improve durability.
As the present invention that technical scheme 5 relates to, a kind of base configuration according to each described iron tower in the technical scheme 1 to 4 is provided, above-mentioned secondary stake has the drawing endurance more than at least 20% of the drawing endurance of above-mentioned king pile.
In technique scheme 5 described inventions, above-mentioned secondary stake is the pile body with drawing endurance more than at least 20% of the drawing endurance of above-mentioned king pile.Secondary stake has the drawing endurance more than 20% of king pile, even the drawing resistance of king pile has surpassed after the maximum value thus, secondary stake also can be shared the part of the endurance reduction of king pile, and the basis can not constituted the higher destruction form of toughness by rapid drawing thus.
As technical scheme 6 described the present invention, a kind of base configuration according to each described iron tower in the technical scheme 1 to 5 is provided, above-mentioned integrated structure body is the structure of making into concrete by building in steel pipe, the top of the above-mentioned king pile of side engagement below this integrated structure body is at the top of the above-mentioned secondary stake of engage sides.
In technique scheme 6 described inventions,, be by in steel pipe, building the structure that concrete makes (below be also referred to as concrete body) as above-mentioned integrated structure body.
In the past, the design of iron tower king pile post fixed part is by allowing tensile stress and allow that the fixedly endurance of shear stress strengthens according to concrete, fixedly endurance is insufficient but detected by safety sometimes, in order further to improve fixedly endurance, carry out reinforcement, therefore excessively strengthen sometimes based on empirical rule.The applicant In view of the foregoing, effective basic engineering and reinforcement have been carried out discussing with keen determination, consequently, opened as described in the 2000-345571 communique as the spy, when continuous stress acts on the king pile post, produce the crackle and vertical crackle (isolating crackle) of level in the concrete.And, learn under the situation of supporting fixed form, be subjected to the above-mentioned crackle that isolates more greatly and produce the influence that is caused, when this isolates the crackle generation, even one of them breakage to surface of base also can produce destruction.In addition, the application's inventor finds by tens model experiments and numeric value analysis, is that the Zhou Fangxiang of king pile post strengthens by the steel pipe pair direction vertical with isolating crackle, improves concrete constraint, and destruction is isolated in inhibition, can greatly improve fixedly endurance.
Therefore, from suppressing to isolate crackle as much as possible, then can improve fixedly endurance, dwindling the viewpoint at junction surface (foundation) considers, concrete body as above-mentioned structure, be the top of squeezing into the many piles body in the above-mentioned ground in its underpart side engagement, and be provided with fixed part that the main socle that is provided with the said fixing parts partly is embedded in the base configuration in the above-mentioned concrete body in the bottom of above-mentioned iron tower king pile post.
Its result, above-mentioned steel pipe from outside (on every side) constraint build into concrete, prevent to isolate crackle thus, increase substantially the fixedly endurance of concrete body, and therefore pile body can reduce the scale of concrete body significantly near near the internal face that is arranged in the steel pipe.And,, can realize the shortening of engineering time, the reduction of excavation amount, the minimizing of concreting amount etc. by reducing the scale of concrete body.And the integrated structure body by utilizing above-mentioned steel pipe and concrete to constitute except that 1, can also be provided with many piles body, and absorbs the construction error of king pile and secondary stake easily.
As technical scheme 7 described the present invention, a kind of base configuration of iron tower according to claim 6 is provided, above-mentioned steel pipe has the shearing resistance flange that multistage fixedly installs along Zhou Fangxiang along the vertical direction on internal face.
In technique scheme 7 described inventions,, be the structure that on internal face, has the shearing resistance flange that multistage fixedly installs along Zhou Fangxiang along the vertical direction as above-mentioned steel pipe.By above-mentioned shearing resistance flange is located on the inwall of steel pipe, can and the concrete of building between guarantee abundant adhesive power aspect the endurance.
The invention effect
As above describe in detail, according to the present invention, by constituting the associating pile group structure of king pile and secondary stake combination, the base configuration that can realize compactness but have abundant endurance, the structure scale that can dwindle the basis is simplified construction, reduce work load, and realize the shortening etc. of the subduing of expenses of labour, duration.
Description of drawings
Fig. 1 is the figure of the planar configuration of expression iron tower foundation.
Fig. 2 represents the base configuration of iron tower, (A) is longitdinal cross-section diagram, (B) is view in transverse section.
Fig. 3 is the longitdinal cross-section diagram of the variation (one) of expression base configuration.
Fig. 4 is the view in transverse section of the variation (its two) of expression base configuration.
Fig. 5 is the longitdinal cross-section diagram of the variation (its three) of expression base configuration.
(A)～(C) of Fig. 6 is the figure of the variation of expression shearing resistance flange 5.
Fig. 7 is the longitdinal cross-section diagram of the variation (its four) of expression base configuration.
Fig. 8 is the longitdinal cross-section diagram of the variation (its five) of expression base configuration.
Fig. 9 is the front view of the test body (one) of expression field experiment.
Figure 10 is horizontal movement-vertical displacement figure.
Figure 11 is loading direction displacement-loading load diagram.
Figure 12 is the front view of the test body (its two) of expression field experiment.
Figure 13 is the displacement-service load figure of binding site.
Figure 14 is FEM analytic modell analytical model figure.
Figure 15 is the figure of the loading direction situation of expression load.
Figure 16 is the displacement-load diagram of the drawing load condition of 0 ° of direction.
Figure 17 is the displacement-load diagram of the drawing load condition of paddy side-12 ° direction.
Figure 18 is the horizontal movement-vertical displacement figure of the busy hour of FEM parsing.
Figure 19 is the level load-normal load figure of the busy hour of FEM parsing.
Figure 20 is the illustraton of model that skeleton is resolved.
Figure 21 is the elastic force setting figure of relative pile body.
Figure 22 is each basic horizontal movement figure.
Figure 23 is cross section power (shearing force, the moment of deflection) figure that produces on the king pile.
Figure 24 is the longitdinal cross-section diagram on existing contrary T font basis.
Figure 25 is the longitdinal cross-section diagram of existing deep foundation.
Figure 26 is the figure of the destruction form (one) of expression footing.
Figure 27 is the figure of the destruction form (its two) of expression footing.
Label declaration
1 king pile
2 secondary stakes
3 integrated structure bodies
4 king pile posts
55a～5c shearing resistance flange
6 steel pipes
7 concrete
8 base plates
910 fixing muscle
The specific embodiment
Followingly embodiments of the present invention are elaborated with reference to accompanying drawing.
First embodiment
As depicted in figs. 1 and 2, iron tower foundation of the present invention structure comprises: along being located at one or more king piles 1 in the ground with the roughly consistent direction of above-mentioned king pile post 4 direction S; In-plane basic along connection and the iron tower center P is located at the one or more secondary stake 2 in the ground in vertical view; And in conjunction with above-mentioned king pile 1 and secondary stake 2, and be fixed with the integrated structure body 3 of the base portion of above-mentioned king pile post 4.
Narrate in more detail hereinafter.
As above-mentioned concrete body 3, preferably using by for example diameter is about 1000～5000mm, and thickness is about the thick walled steel tube 6 about 20～30mm and builds the structure that concrete seven constituted into the inside of steel pipe 6.
On the internal face of above-mentioned steel pipe 6, the shearing resistance flange 5,5 that fixedly installs along Zhou Fangxiang ... multistage is set along the vertical direction.As above-mentioned shearing resistance flange 5,5 ..., so long as can and got final product by shape for lugs anti-skidding effectively between the concrete seven of building, can be the arbitrary section shape.For example, shown in Fig. 6 (A), can fixedly install reinforcing bar/rod iron 5a, also can shown in Fig. 6 (B), utilize angle steel 5b, perhaps shown in Fig. 6 (C), utilize band steel 5c etc. by welding along the internal face of steel pipe 6.
In addition, in illustrated example, the round tube as above-mentioned steel pipe 6 use steels also can use steel pipes such as cornue or polygonal pipe.And above-mentioned integrated structure body 3 can be built in the mode that is placed on the ground, but in order to utilize soil pressure to reduce displacement, preferably the state that is embedded in the ground with major part is built.
Above-mentioned king pile post 4 is provided with multistage, is 5 sections base plates 8,8 in illustrated example in outside, its underpart ..., the mode that is arranged in the substantial middle of above-mentioned integrated structure body 3 with this base plate allocation position K is embedded in integrated structure body 3.The sectional dimension of above-mentioned king pile post 4 is not particularly limited, but is roughly about 300～3000mm.As above-mentioned base plate 8, adopt annular plate is fixedly installed on above-mentioned king pile post 4 structure on every side by welding etc., but the flat shape of base plate 8 also can be a polygon etc.And, in the present embodiment, adopted the base plate mode, but also can adopt the anchor parts fixed form of in the font of the falling T basis 50 of Figure 24, using as the fixed form of above-mentioned king pile post 4, also can adopt bolt fixed mode shown in Figure 7.
And, in illustrated example,, represented the example of steel pipe column, but as king pile post 4 as the king pile post 4 of iron tower, for example also can be three angle steel, perhaps will connect the compound pile etc. of a plurality of mobile jibs as object with being configured to jagged lattice bars (web member).
As mentioned above, on above-mentioned king pile post 4 because the direction of wind load etc., effect be pressed into power or pulling capacity the two, therefore for can tackle the power of being pressed into and pulling capacity the two, above-mentioned shearing resistance flange 5 is the border with the base plate configuration position K of above-mentioned iron tower king pile post 4 preferably, is separately positioned on its upper side and lower side.In fact as shown in the figure, preferably on the above-below direction of above-mentioned steel pipe 6 with the arranged spaced of approximate equality.
As above-mentioned king pile 1, be regardless of the pile body kind, can be in steel pipe pile, in situ pile or the preformed pile etc. any, but preferred compressed endurance and drawing endurance be bigger, and construct easily and bore that steel concrete that carry, perfusion on the spot is made is about the pile body of 250～600mm.The construction of this pile body can followingly be carried out: for example can bore a hole in ground by borehole, insert bearing rod in this perforation, fill high-flowing concrete and carry out.It is rotary etc. that the perforation of above-mentioned ground is used when ground is more weak, under the situation of laccolite or the middle ground that has a laccolite layer, and the preferred ダ ウ Application ザ ホ one Le Application マ one (trade (brand) name, hand-hole jump bit) that uses the rotation beating type etc.
Above-mentioned king pile 1 is in illustrated example, with respect to the axis S of king pile post 4, the versant on the inclined-plane is configured in the position of deflection iron tower central side, and the paddy side on the inclined-plane is configured on the position in the deflection iron tower outside, but also can be as shown in Figure 3, be arranged on the extended line of axis S of king pile post 4.And, a plurality of king piles 1 also can be set.For example, as shown in Figure 4, in plane relation, stride across axis S and respectively be provided with 1 in both sides respectively.When a plurality of king pile was set, the central shaft arrangement of pile group became the direction of the axis S of above-mentioned king pile post 4.
Adopt configuration to stride across the fixedly reinforcing bar 9,9 of the two in the example that is bonded on Fig. 2 of above-mentioned king pile 1 and integrated structure body 3 ... the reinforcing bar fixed form, but using under the situation of steel pipe pile, also can adopt the base plate juncture of fixing to the base plate of the ring-type of the outstanding setting of foreign side etc. by the outside, stake top in inserting integrated structure body 3.And as shown in Figure 8, relatively crossbearer is at the beam 12 of the lower side of steel pipe 6, and the rod iron that will stretch out from pile body 1 is by the bolt combination, or according to circumstances by welding combination.
Above-mentioned secondary stake 2 is to be located at pile body in the ground along the in-plane that connects basis and iron tower center P in vertical view.The pile body kind is not subjected to special qualification.Except steel pipe pile, in situ pile or preformed pile etc., also can be the anchoring pile of only resisting pulling capacity for example.For this pair stake 2, the pile body that the preferred steel concrete of perfusion is on the spot made as required, can be with near the synthetic structure the junction surface of steel pipe covering and above-mentioned steel pipe 6.
With the juncture of above-mentioned steel pipe 6 as shown in Figure 2, on steel pipe 6, be pre-formed and insert a mouthful 6a, setting is striden to the fixedly muscle 10,10 of secondary stake 2 from above-mentioned insertion mouth 6a ... realize integrated thus, under the situation of steel pipe pile, also can wait top to engage by welding as shown in Figure 7 with the outside of steel pipe 6 with secondary stake 2, and then can be bonded on the outside of steel pipe 6 by bolt 14,14 as shown in Figure 8.
Above-mentioned secondary stake 2 gets final product along the in-plane configuration that connects basis and iron tower center P in vertical view.For example, as Fig. 1 and shown in Figure 5, under the situation of inclination ground, the secondary stake 2,2 on each basis ... can be provided with towards the iron tower lateral direction at the versant on inclined-plane, the basis for the paddy side on inclined-plane also can be provided with towards the inboard of iron tower.And, a plurality of secondary stakes 2 also can be set.For example, also can stride across the plane that connects basis and iron tower center P as shown in Figure 4, respectively be provided with one in both sides.Be provided with when a plurality of, the central axis that is configured to pile group is consistent with the plane that connects basis and iron tower center P.
Above-mentioned king pile 1 and secondary stake 2 angulation θ, in order to resist pulling capacity and horizontal force evenly, hope be 30 degree above, below 90 degree, be preferably 40 degree above, below 60 degree.And above-mentioned secondary stake 2 preferably has the drawing endurance more than at least 20% of the drawing endurance of king pile 1.Wish that above-mentioned secondary stake 2 has the drawing endurance more than at least 20% of king pile 1, by making secondary stake 2 have the drawing endurance more than 20% of king pile 1, after the drawing resistance of king pile 1 surpasses maximum value, secondary stake 2 also can be shared the part of the endurance minimizing of king pile 1, the basis can not constituted the higher destruction form of toughness by drawing sharp thus.
Following the carrying out of constructing: at first, the construction portion of integrated structure body 3 carried out basement excavation after, bore a hole from the wall of excavation portion, squeeze into pile body 1, fixedly after muscle 9 and the secondary stake 2, steel pipe 6 be set.In addition, on the wall of steel pipe 6 in order to realize and the integrated fixedly insertion mouth 6a of muscle 10 that is pre-formed of above-mentioned secondary stake 2.
Then, reinforcing bar is scheduled in configuration in steel pipe 6, and inserts fixedly muscle 10 from the insertion mouth 6a of steel pipe 6., the base portion of king pile post 4 be positioned at precalculated position steel pipe 6 on thereafter, after fixing by temporary transient fixed part (not shown), concreting.
And, at the insertion mouth 6a of above-mentioned steel pipe 6 Outboard Sections also concreting, the top of fixed joint stake 2, realization is integrated with integrated structure body 3.
Embodiment
Below make the dynamic dispatching of the stake of time spent for the effect of verifying associating pile group of the present invention and load, carry out various tests.
(1) placement property of associating pile group
In actual field, as shown in Figure 9, utilize counter-force stake 21,21 clamped beams 20, utilize jack 22 drawings by king pile 1 and secondary stake 2 bases that constitute, the displacement of investigation X-Y direction.Its result when being subjected to displacement in vertical direction, is subjected to displacement on the direction of secondary stake 2 approximate vertical as shown in figure 10.
(2) displacement
In same field trial, as shown in figure 11, the displacement of getting loading direction is a transverse axis, compares for the displacement under each situation of single pile and associating pile group.Consequently, clear and definite under identical loading load, the associating pile group can suppress displacement very effectively.And can be clear and definite, under the situation of single pile, when loading load for 6000kN, gradient diminishes, near maximum endurance, but under the situation of associating pile group, even load as can be known when loading to 7000kN, gradient also is a linear state, and is that maximum endurance also significantly improves near flexible state.
(3) displacement behind the peak value is dynamic
As shown in figure 12, remove the upper strata ground of test body, carry out load test under the state that the regular length of stake shortens, displacement is dynamic behind the investigation peak value.Consequently, clear and definite after near the maximum load as shown in figure 13 because secondary stake 2 remedies the reduction of the support force of king pile 1, the minimizing that therefore constitutes load not sharply, the higher structure of toughness.By this figure as can be seen, the load sharing rate of the secondary stake 2 behind the peak value is roughly about 20%, and secondary 2 a drawing endurance more than at least 20% with drawing endurance of king pile 1 get final product.
(4) stability analysis of associating pile group relative load direction variation
The direction of loading load and the direction of king pile 1 are not quite identical, and the stability when therefore changing a little for load direction is resolved by FEM analytic modell analytical model as shown in figure 14.The parsing situation as shown in figure 15, in the situation separately of single pile and associating pile group, the direction (0 ° of direction) with king pile 1 with become with it ± three kinds of situations of 12 °.
Its result as can be known, Figure 16 of the situation of the drawing load by representing 0 ° of direction can suppress displacement as can be known significantly under the situation of associating pile group.Particularly, in Figure 17 of the situation of the drawing load of expression paddy side-12 ° direction, the difference of displacement is quite remarkable.
And, from relatively the horizontal movement of busy hour and Figure 18 of vertical displacement can know, under the situation of associating pile group, even loading direction changes, the amount of displacement and direction are also stable, relative therewith within the specific limits, under the situation of single pile, because the influence of loading direction, direction of displacement and amount produce deviation significantly.And, by Figure 19 of the level load of busy hour relatively and normal load as can be known, under the situation of associating pile group, even changing, loading direction also can keep stable endurance, but under the situation of single pile, because the loading direction difference (paddy side-12 ° situation), support force can reduce significantly.
(5) based on the basic courses department's distortion of block mold parsing and the comparison of cross section power
As shown in figure 20, iron tower integral body is carried out modelling (Figure 20 is a two dimensional model, but is actually threedimensional model) with skeleton, and resolve for the situation on associating pile group of the present invention basis and the situation on single pile basis.In addition, for king pile and secondary stake, as shown in figure 21, on stake direction of principal axis and stake axle vertical direction, consider elastic force respectively.This analysis result such as Figure 22 and shown in Figure 23.
Figure 22 is the figure of each basic horizontal movement of expression.Under the situation of single pile, the integral level displacement is bigger, especially at the C of compression force pin, compares with the associating pile group, and change in displacement is very big.In contrast to this, as can be known the associating pile group situation under each basis can both suppress displacement.
Figure 23 is the figure that compares the cross section power (shearing force, moment of deflection) of king pile generation with the situation separately of single pile and associating pile group.Can know that from this figure by constituting the associating pile group, the cross section power of king pile can reduce significantly.
Claims (7)
1. the base configuration of an iron tower is used to support each king pile post of iron tower, it is characterized in that described base configuration comprises:
Along being located at one or more king piles in the ground with the roughly consistent direction of described king pile post direction;
In vertical view, be located at one or more secondary stake in the ground along described king pile post direction; And
In conjunction with described king pile and secondary stake, and be fixed with the integrated structure body of the base portion of described king pile post.
2. the base configuration of iron tower according to claim 1 is characterized in that,
Described king pile and secondary stake angulation are more than 30 degree, below 90 degree.
3. the base configuration of iron tower according to claim 1 and 2 is characterized in that,
Described king pile is to be made and diameter is the pile body of 250～600mm by steel concrete.
4. the base configuration of iron tower according to claim 1 and 2 is characterized in that,
Described secondary stake is anchoring pile or steel concrete system.
5. the base configuration of iron tower according to claim 1 and 2 is characterized in that,
Described secondary stake has the drawing endurance more than at least 20% of the drawing endurance of described king pile.
6. the base configuration of iron tower according to claim 1 and 2 is characterized in that,
Described integrated structure body is the structure of making into concrete by building in steel pipe, and the top of the described king pile of side engagement below this integrated structure body is at the top of the described secondary stake of engage sides.
7. the base configuration of iron tower according to claim 6 is characterized in that,
Described steel pipe has the shearing resistance flange that multistage fixedly installs along Zhou Fangxiang along the vertical direction on internal face.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2004271164A JP3831737B2 (en) | 2004-09-17 | 2004-09-17 | Steel tower basic structure |
| JP271164/2004 | 2004-09-17 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101010464A CN101010464A (en) | 2007-08-01 |
| CN100580193C true CN100580193C (en) | 2010-01-13 |
Family
ID=36060141
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN200580029544A Expired - Fee Related CN100580193C (en) | 2004-09-17 | 2005-09-16 | Foundation structure of steel tower |
Country Status (3)
| Country | Link |
|---|---|
| JP (1) | JP3831737B2 (en) |
| CN (1) | CN100580193C (en) |
| WO (1) | WO2006030894A1 (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102022993B (en) * | 2010-11-02 | 2015-06-24 | 河南省电力公司洛阳供电公司 | Method for separated pits of single pole tower foundation of circuits |
| ES2662770T3 (en) * | 2011-06-28 | 2018-04-09 | Surefoot Systems International Limited | Enhanced shoe plates |
| CN103174162A (en) * | 2011-12-21 | 2013-06-26 | 上海市电力公司 | Composite pile structure for iron tower of electric transmission line |
| CN102828519B (en) * | 2012-09-21 | 2015-09-30 | 国家电网公司 | Rectangular foundation divides the aligning method of hole and stone bolt |
| JP2014098255A (en) * | 2012-11-13 | 2014-05-29 | Chugoku Electric Power Co Inc:The | Steel tower foundation unit and method of manufacturing the same |
| CN104790423B (en) * | 2015-03-12 | 2017-03-01 | 中国能源建设集团浙江省电力设计院有限公司 | A kind of large-scale transmission tower is combined and expands top bored concrete pile foundation |
| JP7224127B2 (en) * | 2018-08-02 | 2023-02-17 | 旭化成建材株式会社 | Column base structure |
| CN109537619A (en) * | 2018-11-26 | 2019-03-29 | 国网新疆电力有限公司建设分公司 | A kind of punching assembling type base for transmission line of electricity |
| CN111676997A (en) * | 2020-07-24 | 2020-09-18 | 中国建筑第八工程局有限公司 | Tower crane foundation embedded positioning auxiliary tool and tower crane foundation embedded plate positioning method |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2559394Y2 (en) * | 1991-09-23 | 1998-01-14 | 収平 岩田 | Rock anchored octopus foot anchor foundation |
| JP2000355938A (en) * | 1999-06-17 | 2000-12-26 | Nippon Steel Corp | Connection structure of pile head and column, and drawing resistance structure of the pile head and footing |
| JP4473400B2 (en) * | 2000-03-17 | 2010-06-02 | 株式会社フジタ | Foundation of construction and construction method |
-
2004
- 2004-09-17 JP JP2004271164A patent/JP3831737B2/en not_active Expired - Fee Related
-
2005
- 2005-09-16 CN CN200580029544A patent/CN100580193C/en not_active Expired - Fee Related
- 2005-09-16 WO PCT/JP2005/017145 patent/WO2006030894A1/en active Application Filing
Also Published As
| Publication number | Publication date |
|---|---|
| CN101010464A (en) | 2007-08-01 |
| JP2006083642A (en) | 2006-03-30 |
| WO2006030894A1 (en) | 2006-03-23 |
| JP3831737B2 (en) | 2006-10-11 |
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