CN204457044U - A kind of column foot node combining angle cross section for electric power pylon without fill plate four - Google Patents
A kind of column foot node combining angle cross section for electric power pylon without fill plate four Download PDFInfo
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- CN204457044U CN204457044U CN201520079884.4U CN201520079884U CN204457044U CN 204457044 U CN204457044 U CN 204457044U CN 201520079884 U CN201520079884 U CN 201520079884U CN 204457044 U CN204457044 U CN 204457044U
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Abstract
The utility model discloses a kind of column foot node combining angle cross section for electric power pylon without fill plate four, comprise boots plate, be provided with interior cornerite steel, combine angle steel without fill plate four, the end part aligning of described end and boots plate of combining angle steel without fill plate four is arranged, cornerite steel in the described outer setting combining angle steel, boots plate without fill plate four, described interior cornerite steel epimere with combine Bolted angle connection without fill plate four, described interior cornerite steel hypomere is connected with boots plate, describedly combines angle steel without fill plate four and directly contacts setting between two.The interior bag Bolted angle connection boots plate of column foot Node configuration in the utility model and combine angle steel without fill plate four, enhances connection stiffness while effectively transmitting node reaction forces, improves node security performance.Successfully eliminate all fill plates between conventional four combination angle steel beam column, effectively reduce whole tower weight amount, decrease welding job, processing facility, easy construction, shorten the construction period, cost-saving.
Description
Technical field
The utility model is the Types of nodes that transmission relation steel tower tower leg is connected with ground base, espespecially combines the special column foot Types of nodes of one of angle steel electric power pylon employing without fill plate four.
Background technology
Along with the fast development of power grid construction, the progressively raising of electric pressure, multiloop, UHV transmission line construction get more and more, and adjoint tower load is also increasing, shaft tower component pattern also forward diversification strides forward, and single angle (containing large angle steel) can not meet load requirement.For the large load steel tower of mountain route, four combination angle head towers are adopted to be optimal selections, investigate production and condition of construction that current four combine angle steel, mostly the fill plate quantity of discovery four combination angle steel towers are that steel tower is heavier, welding capacity is comparatively large, inconvenient main cause of processing and construct.
Day by day narrow with line corridor, mountain area cabling gets more and more, orographic condition residing for shaft tower is also more and more severe, and line construction transport of materials capabilities limits it is also proposed new challenge to the transport of large gauge iron tower construction member, becomes a difficult problem urgently to be resolved hurrily in Transmission Line Design.Strong for better playing four combination angle steel supporting capacitys, advantage is easily transported in mountain area, overcomes the drawback that four combination angle steel fill plate multi-bands are come simultaneously as far as possible, and that has used cancellation fill plate at home first combines angle steel tower without fill plate four, changes its connected mode.Which have tower weight compared with light, welding capacity is few, processing is convenient, the advantage of easy construction.Combine without fill plate four key that the main stressed Types of nodes of angle steel tower is its engineering application, column foot node is the key point that steel tower is connected with basis, and its linked vector graph is the matter of utmost importance that its engineering application need solve.
Conventional four combine angle steel tower above column foot plate welding steel (technical term is called " boots plate ", under be all called for short by this) be bolted with four angle iron components, this mode column foot connection stiffness is relatively weak, simultaneously four combination angle steel beam column all need to arrange at each internode and carry out component with the fill plate of boots plate same thickness and be connected, tower weight is laid particular stress on, increase welding job amount, processing and construction inconvenience.Column foot node is the key point that steel tower is connected with ground base, also be the key point of whole tower erection, this type of column foot node boots plate adopted at present is directly connected with the main material of four angle steel, and column foot Nodes is without strengthening measure, rigidity is relatively weak, and column foot point security performance deposit is relatively low.
Current conventional four combination angle steel towers, connect mainly through fill plate between four limbs component, all need the many impacts taking into full account that fill plate brings when many key node tectonic type designs.Conventional four combination angle head tower pin places are bolted by four combination angle steel and boots plate, and all iron tower main material components in column foot node top need arrange the fill plate with boots plate same thickness simultaneously.Conventional four combination angle steel tower column foot Types of nodes mainly contain following several respects shortcoming:
(1) in order to connect four combination angle steel, the column foot top each internode of iron tower main material all needs to arrange the fill plate with column foot Nodes boots plate same thickness, causes steel tower weight to lay particular stress on, and welding job amount is large, processing and construction inconvenience;
(2) requirement in order to connect between satisfied conventional four combination angle steel beam column (is connected by fill plate between component, there is the gap of fill plate thickness size), four combination angle steel and column foot node boots plate be directly connected cause rigidity to be suddenlyd change Nodes without strengthening measure, its rigidity is relatively weak.
Summary of the invention
For now current four combining angle steel tower column foot Types of nodes Problems existing and deficiencies, provide a kind of column foot node combining angle cross section for electric power pylon without fill plate four, concrete technical scheme is as follows:
A kind of column foot node combining angle cross section for electric power pylon without fill plate four, comprise boots plate 1, be provided with interior cornerite steel 2, combine angle steel 3 without fill plate four, the end part aligning of described end and boots plate 1 of combining angle steel 3 without fill plate four is arranged, cornerite steel 2 in the described outer setting combining angle steel 3, boots plate 1 without fill plate four, described interior cornerite steel 2 epimere with combine angle steel 3 without fill plate four and be connected, described interior cornerite steel 2 hypomere is connected with boots plate 1, describedly combines angle steel 3 without fill plate four and directly contacts setting between two.
Alternately, above-mentioned a kind of column foot node combining angle cross section for electric power pylon without fill plate four, it is consistent that angle steel 3 direction is combined without fill plate four in the installation direction of described interior cornerite steel 2 and top, and the installation direction of interior cornerite steel 2 is consistent with boots plate 1 direction, bottom.
Alternately, above-mentioned a kind of column foot node combining angle cross section for electric power pylon without fill plate four, described boots plate 1 is connected on column foot plate 5.
Alternately, above-mentioned a kind of column foot node combining angle cross section for electric power pylon without fill plate four, described interior cornerite steel 2 is close to boots plate 1 and is combined angle steel 3 without fill plate four.
Alternately, above-mentioned a kind of column foot node combining angle cross section for electric power pylon without fill plate four, the described thickness combining angle steel 3 without fill plate four is identical with boots plate 1 thickness.
Alternately, above-mentioned a kind of column foot node combining angle cross section for electric power pylon without fill plate four, described interior cornerite steel 2 epimere adopts link 4 and combines angle steel 3 without fill plate four and be connected.
Alternately, above-mentioned a kind of column foot node combining angle cross section for electric power pylon without fill plate four, described interior cornerite steel 2 hypomere adopts link 4 to be connected with boots plate 1.
Alternately, above-mentioned a kind of column foot node combining angle cross section for electric power pylon without fill plate four, described link 4 is bolt.
Alternately, above-mentioned a kind of column foot node combining angle cross section for electric power pylon without fill plate four, described interior cornerite steel 2 length is greater than or equal to the width combining angle steel 3 without fill plate four be connected.
In sum, owing to have employed technique scheme, the beneficial effects of the utility model are:
Combine compared with column foot node without fill plate four combination angle head tower pin node and conventional four, be provided with interior bag Bolted angle connection boots plate and four angle steel, effectively enhance connection stiffness while transmission node reaction forces, improve node security performance; While fully meeting node connection needs, successfully eliminate all fill plates between conventional four combination angle steel beam column, effectively reduce whole tower weight amount, decrease welding job, processing is convenient, easy construction, shortens the construction period, cost-saving, there is certain economy, provide convenience for mountain area transmission line of electricity four combines angle steel tower utilization.
Accompanying drawing explanation
The utility model illustrates by example and with reference to the mode of accompanying drawing, wherein:
Fig. 1 is electric power pylon column foot node location schematic diagram front view;
Fig. 2 is electric power pylon column foot node location schematic diagram side view;
Fig. 3 is existing conventional four combination angle head tower pin node connecting structure schematic diagrames;
Fig. 4 is the sectional view of 1-1 in Fig. 3;
Fig. 5 is the sectional view of 2-2 in Fig. 3;
Fig. 6 is the sectional view of 3-3 in Fig. 3;
Fig. 7 is without fill plate four combination angle head tower pin node connecting structure schematic diagram in the utility model;
Fig. 8 is the sectional view of 1-1 in Fig. 7;
Fig. 9 is the sectional view of 2-2 in Fig. 7;
Figure 10 is the sectional view of 3-3 in Fig. 7;
Figure 11 is the sectional view of 4-4 in Fig. 7;
Figure 12 is without fill plate four combination angle head tower pin nodal finite element entity simulation model;
Figure 13 is for combine main material finite element solid simulation model without fill plate four combination angle head tower pin node without fill plate four;
Figure 14 is without cornerite steel finite element solid simulation model in fill plate four combination angle head tower pin node;
Figure 15 is without fill plate four combination angle head tower pin node bolt finite element solid simulation model;
Figure 16 is without fill plate four combination angle head tower pin node boots plate finite element solid simulation model;
Figure 17 is without fill plate four combination angle head tower pin node column foot plate finite element solid simulation model.
Reference numeral: 1 is boots plate, 2 is interior cornerite steel, 3 for combine angle steel without fill plate four, 4 is link, 5 is column foot plate, 6 is fill plate, 7 is conventional four combination angle steel, 8 is the main material of steel tower tower body, 9 is steel tower tower leg main material, 10 is steel tower column foot node, 11 is a bugle steel, 12 is two bugle steel, 13 is three bugle steel, 14 is four bugle steel, 15 is the first chamfering, 16 is the second chamfering, 17 is the 3rd chamfering, 18 is angle steel lateral surface, 19 is angle steel medial surface, 20 is boots plate lateral surface, 21 for being cornerite steel in No., 22 for being cornerite steel in No. two, 23 for being cornerite steel in No. three, 24 for being cornerite steel in No. four, 25 is cross section outer side edges, 26 is cross section inner side edge.
Detailed description of the invention
All features disclosed in this manual, or the step in disclosed all methods or process, except mutually exclusive feature and/or step, all can combine by any way.
As shown in Figure 1 and Figure 2, steel tower column foot node 10 is arranged on bottom tower leg electric power pylon tower body, and its top is followed successively by steel tower tower leg main material 9, the main material 8 of steel tower tower body.
Now current, for conventional four combination angle head tower pin nodes as shown in Figure 3, described column foot node 10 place is provided with column foot plate 5, connects boots plate 1 above column foot plate 5, and top steel tower tower leg main material 9 is conventional four combination angle steel 7.As shown in Figure 4, Figure 5, described conventional four combination angle steel 7 are connected with boots plate 1 by bolt, and described steel tower tower leg main material 9 internal force is by the smooth transmission of conventional four combination angle steel 7 main material-boots plate 1-column foot plates 5.For meeting the needs that tower leg conventional four combination angle steel 7 in top connect, this kind of mode four limbs component must arrange a large amount of fill plate 6, and described fill plate is welded into cross fill plate, as shown in Figure 6, the setting of cross fill plate adds welding job amount, makes steel tower heavier simultaneously, processing and construction all inconvenience.
Column foot node is the key point that steel tower is connected with ground base, also be the key point of whole tower erection, this type of column foot node boots plate adopted at present is directly connected with the main material of four angle steel, and column foot Nodes is without strengthening measure, rigidity is relatively weak, and column foot point security performance deposit is relatively low.
For the deficiency of pattern in the past, in the utility model adopts, the mode of cornerite steel 2 strengthens column foot connection stiffness, improve node security performance, the more important thing is the fill plate 6 needed for cancelling the main material component of conventional four combination angle steel connects, effectively reduce whole tower weight amount, decrease welding job, processing is convenient, easy construction, and inserting knot pattern is simple.
As shown in Figure 7, combine the steel tower column foot node structure of angle cross section without fill plate four, column foot node 10 place that this electric power pylon combines angle cross section without fill plate four arranges column foot plate 5, and described column foot plate 5 top connects boots plate 1.
As shown in Figure 7, Figure 8, this structure is also provided with interior cornerite steel 2, combines angle steel 3 without fill plate four, and the end part aligning of described end and boots plate 1 of combining angle steel 3 without fill plate four is arranged.Described interior cornerite steel 2 is arranged on above column foot plate 5, is enclosed in described outside of combining angle steel 3 and boots plate 1 without fill plate four.As shown in Figure 9, described interior cornerite steel 2 hypomere such as, by link 4, bolt, is connected with boots plate 1.As shown in Figure 10, described interior cornerite steel 2 epimere such as, by link 4, bolt, and combines angle steel 3 without fill plate four and is connected.The installation direction of described interior cornerite steel 2 and top combine angle steel 3 without fill plate four and boots plate 1 direction, bottom is consistent.Described interior cornerite steel 2 is close to boots plate 1 and is combined angle steel 3 without fill plate four.
It is as shown in Figure 10, described that to combine angle steel 3 without fill plate four be bugle steel 11, two bugle steel 12, three bugle steel 13, a four bugle steel 14.The cross sectional shape of described bugle steel 11, two bugle steel 12, three bugle steel 13, a four bugle steel 14 is L-type or perpendicular type.The length of the limit A of described L-type is identical with the length of limit B, also can not be identical.The thickness of the limit A of described L-type is identical with the thickness of limit B, also can not be identical.The length of the limit A of described perpendicular type is identical with the length of limit B, also can not be identical.The width of the limit A of described perpendicular type is identical with the width of limit B, also can not be identical.Described bugle steel 11, two bugle steel 12, three bugle steel 13, a four bugle steel 14 arranges the first chamfering 15, second chamfering 16, the 3rd chamfering 17, also can not arrange chamfering.Therefore the angle steel lateral surface 18 of described bugle steel 11, two bugle steel 12, three bugle steel 13, a four bugle steel 14 contacts between two, and split forms cross together, directly adopts bolt to connect.
The described thickness combining the cross limit of angle steel 3 without fill plate four is identical or suitable with boots plate 1 thickness, ensure to combine the end of angle steel 3 and the end part aligning of boots plate 1 without fill plate four, described angle steel medial surface 19, boots plate lateral surface 20 are in same plane, so that interior angle Baogang 2 is close to the boots plate lateral surface 20 of boots plate 1 and combines angle steel 3 angle steel medial surface 19 without fill plate four, by link 4, such as bolt, realizes connecting.
As shown in Figure 9, described interior cornerite steel is cornerite steel 24 in No. 23, four, cornerite steel in No. 22, three, cornerite steel in No. 21, two, cornerite steel in No..In described No. one in No. 21, two, cornerite steel in No. 22, three, cornerite steel in No. 23, four, cornerite steel the cross section outer side edges 25 of cornerite steel 24 be L-type or perpendicular type, be close to outside itself and the cross combining angle steel split without fill plate four.In described No. one in No. 21, two, cornerite steel in No. 22, three, cornerite steel in No. 23, four, cornerite steel the cross section outer side edges 25 of cornerite steel 24 also can be other shapes that shape besieged with it match.In described No. one in No. 21, two, cornerite steel in No. 22, three, cornerite steel in No. 23, four, cornerite steel cross section inner side edge 19 shape of cornerite steel 24 can set as required.Described interior cornerite steel is equilateral or inequilateral.
In column foot node, the cross section specification of cornerite steel and connecting length, bolt specification and quantity all need to determine according to Force Calculation, simultaneously, cornerite steel length should not be less than the width of the main material limb of four angle steel be connected, such as be not less than the four angle steel main material limb width 1.5 times be connected, effectively ensure the reliability connected.
The cross four compound section components that column foot node top connects do not need to arrange other components and directly adopt bolt to connect.Four combination angle steel beam column length, width and thickness calculate according to the internal force size of component to be determined to meet detailing requiments simultaneously, ensures the safety of component; Connecting bolt also needs to meet and calculates and detailing requiments, ensures the reliability connected between component.
The linked vector graph of described column foot inserting knot and top four are combined the main material member section of angle steel and are adopted pattern, also have following characteristics:
(1) column foot node adopts interior cornerite die formula, comprises the pattern (equilateral or inequilateral) being made up of angle cross section other cross sections;
(2) in column foot node, Baogang's length, width and thickness, according to the internal force size of Nodes and the stepless coupling of detailing requiments, meet stressed and detailing requiments to greatest extent;
(3) column foot node top four combination angle steel beam column adopts the pattern be directly connected without fill plate, and namely four angle steel directly connect (or the cross section be made up of other components);
(4) column foot node top four combination angle steel beam column length, width and thickness are according to the internal force size of component and the stepless coupling of detailing requiments, meet stressed and detailing requiments to greatest extent.
The utility model adopt without fill plate four combination angle head tower pin Types of nodes, by finite element simulation simulation-analysis software and real model experiment equipment, carry out scheme comparison, determine best column foot node linked vector graph.Carry out a large amount of finite element simulation sunykatuib analyses to calculate, comparative analysis, without the feasible program of fill plate four combination angle head tower pin node, by technology and economy comparison, determines the scheme of the optimum adopted.Carry out the real model experiment checking determining scheme, carry out without fill plate four combination angle head tower pin node verification and design optimization.
As shown in figure 12, this type of reasonability without the power transmission of fill plate four combination angle head tower pin node of finite element analysis paper examines, node are correlated with the stress performance of plate and main bolt.As shown in figure 12, load is passed to boots plate by interior cornerite steel to column foot plate node finite element analysis model by main material angle steel, and the weld seam that boots plate is connected with base plate by it again passes to column foot plate, then is passed to basis by column foot plate.Column foot plate, boots plate are Q345 steel, interior cornerite steel with to combine angle steel, interior cornerite steel and boots plate, boots plate and oblique material without fill plate four all with bolts, employing solid finite element model SOLID45 unit (comprising bolt) during this part modeling; Contact between shank of bolt and bolt hole, between nut and steel plate, between angle steel and angle steel, between base plate and basis all adopts " face-face " osculating element of finite element analysis; Be solder design between boots plate and column foot plate, adopt during modeling " GLUE " be pasted together, simulation welding.
During finite element analysis, bottom imposes restriction, and all the other are fringe conditions freely, and block mold unit as shown in the figure.Consider the force status that main material tension and pressurized (oblique material is corresponding stressed) may exist respectively, in model, stressed being similar to of oblique material is carried on the inclined-plane of the boots plate be attached thereto.Investigated the stress performance of node by FEM (finite element) model result of calculation (VON-MISE stress), each plate of node and bolt strained situation as follows.
As shown in Figure 13 and Figure 14, combine main material according to column foot node without fill plate four is example under axial force (engineering application tower load-bearing is example) effect, cross section mean stress 266.2MPa when can be regarded as winner material non-bolt hole by the strength calculation formula of specification, have the net section mean stress 318.0MPa of bolt hole position, interior bag connecting angle is 246.7MPa there being the net section mean stress of bolt hole position.The stress result of finite element analysis is with to press the mean stress that modular formula calculates basically identical, and component is all in elastic range, and it is comparatively even to combine the stress distribution of main material and interior cornerite steel without fill plate four.Stress envelope result shows, main material is combined to cut-off the stress above place maximum without fill plate four, cut-off at main material and dock junction with boots plate, main material internal force diminishes relatively, but cornerite steel stress is relatively large in this section, mainly because the internal force disconnecting main material is born at this by interior cornerite steel effectively, more effectively transmitted to boots plate by connecting bolt, interior Baogang assume responsibility for the effect of transmitting and combining main material internal force without fill plate four well.
Finite element analysis results display is combined main material maximum stress without fill plate four and is distributed in bolt hole week region, the maximum stress of interior cornerite steel is positioned at (i.e. main material and boots plate joint) in the middle part of whole cornerite steel, and maximum stress point is also distributed in the bolt hole week region within the scope of this, mainly because of time stressed, caused by screw rod and hole wall extrude, but it is all in elastic range.
As shown in figure 15, connect main material angle steel, boots plate, subcontracting process bolt stress figure to show screw rod region stressed maximum, mainly because stressed time, caused by screw rod and hole wall extrude.According to modular formula by actual load-bearing operating mode for example checks the shear-carrying capacity (can try to achieve average shearing suffered by a bolt according to main material pulling force) of bolt, all be less than the bearing capacity of bolt and screw extruding, bolt can effectively transmit the internal force being connected component, transmission force property is better, and this connection service behaviour is better.
As shown in figure 16, visible by finite element VON-MISE stress diagram analysis result, in boots plate, stress has outside stress Relatively centralized in the edge of bolt hole week and connection, its maximum stress is mainly distributed in boots plate and base plate join domain, mainly because the main material internal force cut-off is delivered to boots plate by interior cornerite steel, internal force has been delivered on column foot plate by boots plate effectively simultaneously, so second junction is main force-transmitting part, mainly bears position for stress; Simultaneously slightly large at the stress of oblique material component connecting portion, be that caused by the internal force because of oblique material transmission, all the other most of position stress of boots plate are relatively little, and holistic resistant behavior is better.Stress distribution law shows boots plate preferably and is transmitting service behaviour good in main oblique material internal force to column foot plate process.
As shown in figure 17, visible by finite element VON-MISE stress diagram analysis result, column foot plate upper and lower surface is larger with boots plate join domain place stress, all the other position stress are relatively little, column foot plate delivers the oblique material internal force of master that column foot node boots plate transmits effectively, and effectively transmit earthward, its stressed holistic resistant behavior is better, effectively serves the effect of " forming a connecting link " between steel tower and basis at column foot place.
Visible by finite element VON-MISE stress diagram analysis result, cornerite steel, boots plate, column foot plate in the column foot node combining angle steel without fill plate four, no matter tension or pressurized, substantially all elastic stage is in, stress performance is better, effectively the internal force combining main material component without fill plate four above node can be passed to column foot plate, more effectively be passed to ground by column foot plate, between steel tower and basis, play the effect of good " forming a connecting link ".
Relational language is explained:
Column foot node refers to electric power pylon tower leg main material and oblique material and ground base tie point, i.e. kiss the earth position bottom steel tower, as shown in Figure 1 and Figure 2.
Conventional four combination angle steel adopt four limbs equal leg angle to be combined into cross section, and need jointly be connected four limbs angle steel by fill plate with bolt, current domestic electric power pylon four combines angle steel and all adopts this cross section type, and member section as shown in Figure 6.
Combining angle steel without fill plate four adopts four limbs equal leg angle to be combined into cross section, but it is without the need to connecting four limbs angle steel by fill plate, directly adopts bolt to splice, current domestic temporary nothing, belong to and using first, therefore be called " combining angle steel without fill plate four ", member section as shown in figure 11.
The utility model is not limited to aforesaid detailed description of the invention.The utility model expands to any new feature of disclosing in this manual or any combination newly, and the step of the arbitrary new method disclosed or process or any combination newly.
Claims (9)
1. one kind is combined the column foot node of angle cross section without fill plate four for electric power pylon, comprise boots plate (1), it is characterized in that: be provided with interior cornerite steel (2), angle steel (3) is combined without fill plate four, the end part aligning of described end and boots plate (1) of combining angle steel (3) without fill plate four is arranged, describedly combine angle steel (3) without fill plate four, cornerite steel (2) in the outer setting of boots plate (1), described interior cornerite steel (2) epimere with combine angle steel (3) without fill plate four and be connected, described interior cornerite steel (2) hypomere is connected with boots plate (1), describedly combine angle steel (3) without fill plate four and directly contact setting between two.
2. a kind of column foot node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, it is characterized in that: it is consistent that angle steel (3) direction is combined without fill plate four in the installation direction of described interior cornerite steel (2) and top, consistent with boots plate (1) direction, bottom.
3. a kind of column foot node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: described boots plate (1) is connected on column foot plate (5).
4. a kind of column foot node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: described interior cornerite steel (2) is close to boots plate (1) and is combined angle steel (3) without fill plate four.
5. a kind of column foot node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: the described thickness combining angle steel (3) without fill plate four is identical with boots plate (1) thickness.
6. a kind of column foot node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: described interior cornerite steel (2) epimere adopts link (4) and combines angle steel (3) without fill plate four and be connected.
7. a kind of column foot node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: described interior cornerite steel (2) hypomere adopts link (4) to be connected with boots plate (1).
8. a kind of column foot node combining angle cross section for electric power pylon without fill plate four as claimed in claims 6 or 7, is characterized in that: described link (4) is bolt.
9. a kind of column foot node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: described interior cornerite steel (2) length is greater than or equal to the width combining angle steel (3) without fill plate four be connected.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520079884.4U CN204457044U (en) | 2015-02-05 | 2015-02-05 | A kind of column foot node combining angle cross section for electric power pylon without fill plate four |
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| CN201520079884.4U CN204457044U (en) | 2015-02-05 | 2015-02-05 | A kind of column foot node combining angle cross section for electric power pylon without fill plate four |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594699A (en) * | 2015-02-05 | 2015-05-06 | 中国电力工程顾问集团西南电力设计院有限公司 | Tower foot joint for section of non-filler plate four-piece combined angle steel of power transmission tower |
| CN113111451A (en) * | 2021-03-18 | 2021-07-13 | 中国电力工程顾问集团西南电力设计院有限公司 | Strip type calculation method for foot plate type boot plate of power transmission tower |
-
2015
- 2015-02-05 CN CN201520079884.4U patent/CN204457044U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594699A (en) * | 2015-02-05 | 2015-05-06 | 中国电力工程顾问集团西南电力设计院有限公司 | Tower foot joint for section of non-filler plate four-piece combined angle steel of power transmission tower |
| CN113111451A (en) * | 2021-03-18 | 2021-07-13 | 中国电力工程顾问集团西南电力设计院有限公司 | Strip type calculation method for foot plate type boot plate of power transmission tower |
| CN113111451B (en) * | 2021-03-18 | 2022-06-14 | 中国电力工程顾问集团西南电力设计院有限公司 | Strip type calculation method for foot plate type boot plate of power transmission tower |
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