CN204475958U - A kind of change slope node combining angle cross section for electric power pylon without fill plate four - Google Patents
A kind of change slope node combining angle cross section for electric power pylon without fill plate four Download PDFInfo
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- CN204475958U CN204475958U CN201520079998.9U CN201520079998U CN204475958U CN 204475958 U CN204475958 U CN 204475958U CN 201520079998 U CN201520079998 U CN 201520079998U CN 204475958 U CN204475958 U CN 204475958U
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Abstract
The utility model discloses a kind of change slope node combining angle cross section for electric power pylon without fill plate four, comprise bed plate and upper and lower boots plate, be provided with interior cornerite steel, combine angle steel without fill plate four, the end part aligning of described end and lower boots plate of combining angle steel without fill plate four is arranged, cornerite steel in the described outer setting combining angle steel, lower boots plate without fill plate four, described interior cornerite steel epimere is connected with lower boots plate, described interior cornerite steel hypomere with combine Bolted angle connection without fill plate four, it is consistent that angle steel direction is combined without fill plate four in the installation direction of described interior cornerite steel and bottom.Structure in the utility model, improve while becoming slope connection stiffness and safety, four combination angle steel beam column do not need to arrange the fill plate needed for conventional connected mode, effectively alleviate whole tower weight amount, reduce welding job amount, process facility, easy construction, shortening construction period, save engineering cost, there is certain economy.
Description
Technical field
The utility model is that transmission relation steel tower becomes slope Types of nodes, espespecially combines the one special change slope node linked vector graph 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.
In prior art, conventional four combination angle steel towers adopt seat-plate type, below the node of change slope, (technical term is called welding steel " lower boots plate ", under all by this be called for short) be directly connected by fill plate and bolt with four angle iron components, it is relatively weak that this mode becomes slope connection stiffness, 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, and increases welding job amount, processing and construction inconvenience.The many impacts taking into full account that fill plate brings all are needed when many key node tectonic type designs.Conventional four combination angle steel are become slope place and are connected by fill plate and bolt with boots plate by four combination angle steel, become all iron tower main material components in node bottom, slope simultaneously and need arrange the fill plate with boots beam same thickness.Conventional four combination angle steel towers become slope Types of nodes and mainly contain following several respects shortcoming:
(1) in order to connect four combination angle steel, the bottom each internode of main material all needs to arrange and the fill plate becoming slope Nodes boots plate same thickness, and cause steel tower weight to lay particular stress on, 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 become slope node boots plate be directly connected cause stress and rigidity to be suddenlyd change Nodes without strengthening measure, its rigidity is relatively weak.
(3) becoming slope Nodes because of three dimensions slope change exists stress to a certain degree and rigidity sudden change, under conventional this type of becomes slope node at present, boots plate is directly connected with the main material of four angle steel, become below slope node without strengthening measure, rigidity is relatively weak, and knick point security performance deposit is relatively low.
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.
Summary of the invention
For now current four combining angle steel towers change slope Types of nodes Problems existing and deficiencies, provide a kind of change slope node combining angle cross section for electric power pylon without fill plate four, concrete technical scheme is as follows:
A kind of change slope node combining angle cross section for electric power pylon without fill plate four, comprise boots plate 9, bed plate 4 and lower boots plate 11, be provided with interior cornerite steel 17, combine angle steel 18 without fill plate four, the end part aligning of described end and lower boots plate 11 of combining angle steel 18 without fill plate four is arranged, cornerite steel 17 in the described outer setting combining angle steel 18, lower boots plate 11 without fill plate four, described interior cornerite steel 17 epimere is connected with lower boots plate 11, described interior cornerite steel 17 hypomere with combine angle steel 18 without fill plate four and be connected, describedly combine angle steel 18 without fill plate four and directly dock setting between two.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, describedly combines angle steel 18 without fill plate four and adopts link 7 direct splicing together.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, it is consistent that angle steel 18 direction is combined without fill plate four in the installation direction of described interior cornerite steel 17 and bottom.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, described lower boots plate 11 is connected on bed plate 4, and described interior cornerite steel 17 is arranged on below bed plate 4.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, described interior cornerite steel 17 is close to lower boots plate 11 and is combined angle steel 18 without fill plate four.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, described lower boots plate 11 thickness is identical with the thickness combining angle steel 18 without fill plate four.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, is characterized in that: described interior cornerite steel 17 epimere adopts link to be connected with lower boots plate 11.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, described link 7 is bolt.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, described interior cornerite steel 17 hypomere adopts link (7) and combines angle steel 18 without fill plate four and be connected.
Alternately, above-mentioned a kind of change slope node combining angle cross section for electric power pylon without fill plate four, described interior cornerite steel 17 length is greater than or equal to the width combining angle steel 18 without fill plate four be connected.
In sum, owing to have employed technique scheme, the beneficial effects of the utility model are:
Four combination angle steel beam column and boots plate are directly spliced by interior cornerite steel by the utility model, and the setting of four interior cornerite steel considerably increases the rigidity becoming slope node.And the advantage of this category node is also that connected four combination angle steel beam column are directly connected back-to-back by bolt, the fill plate with boots plate same thickness need be set at each internode of four angle steel, while raising connection stiffness and security performance, effectively reduce whole tower weight amount, decrease welding job, processing is convenient, easy construction, has obvious advantage.
Accompanying drawing explanation
The utility model illustrates by example and with reference to the mode of accompanying drawing, wherein:
Fig. 1 is that electric power pylon becomes slope node location schematic diagram front view;
Fig. 2 is that electric power pylon becomes slope node location schematic diagram side view;
Fig. 3 is that existing conventional four combination angle steel become slope node connecting structure schematic diagram;
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 the sectional view of 4-4 in Fig. 3;
Fig. 8 combines angle steel without fill plate four in the utility model to become slope node connecting structure diagram;
Fig. 9 is the sectional view of 1-1 in Fig. 8;
Figure 10 is the sectional view of 2-2 in Fig. 8;
Figure 11 is the sectional view of 3-3 in Fig. 8;
Figure 12 is the sectional view of 4-4 in Fig. 8;
Figure 13 is the sectional view of 5-5 in Fig. 8;
Figure 14 is the sectional view of 6-6 in Fig. 8;
Figure 15 becomes slope nodal finite element entity simulation model for combining angle steel without fill plate four;
Figure 16 becomes boots plate finite element solid simulation model on the node of slope for combining angle steel without fill plate four;
Figure 17 is for combining boots plate finite element solid simulation model under angle steel change slope node without fill plate four;
Figure 18 becomes slope node bed plate finite element solid simulation model for combining angle steel without fill plate four;
Figure 19 becomes cornerite steel finite element solid simulation model in the node of slope for combining angle steel without fill plate four;
Figure 20 combines angle steel finite element solid simulation model for combining angle steel change slope node without fill plate four without fill plate four.
Figure 21 becomes slope node connecting bolt finite element solid simulation model for combining angle steel without fill plate four;
Reference numeral: 1 is steel tower change slope node, 2 for becoming slope with epimere, 3 for becoming slope with hypomere, 4 is bed plate, 5 is boots plate, 6 is conventional four combination angle steel, 7 is link, 8 is cross fill plate, 9 is upper boots plate, 10 for becoming top, slope angle steel, 11 is lower boots plate, 12 is fill plate one, 13 is fill plate two, 14 is fill plate three, 15 is weld, 16 for connecting the bolt of conventional four combination angle steel and fill plate, 17 is interior cornerite steel, 18 for combine angle steel without fill plate four, 19 is cornerite steel in No., 20 is cornerite steel in No. two, 21 is cornerite steel in No. three, 22 is cornerite steel in No. four, 23 is a bugle steel, 24 is two bugle steel, 25 is three bugle steel, 26 is four bugle steel, 27 is the main material center of gravity line in top, 28 is the first chamfering, 29 is the second chamfering, 30 is the 3rd chamfering, 31 is link, the lateral surface of 32 angle steel, 33 is the medial surface of angle steel, 34 is the lateral surface of lower boots plate, 35 is the cross section outer side edges of interior cornerite steel, 36 is the cross section inner side edge of interior cornerite steel.
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.
Investigate production and the condition of construction of current four combination 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, and all need the many impacts taking into full account that fill plate brings when many key node tectonic type designs.For the deficiency of pattern in the past, the utility model adopts four combination angle steel directly to contact connection, become the reinforcement connection stiffness that slope place adopts interior Baogang, improve node security performance to a great extent, the more important thing is and cancel conventional four combination angle steel main material component fill plate, effectively reduce and become slope node and whole tower weight amount, decrease welding job, processing is convenient, easy construction, and inserting knot pattern is simple, become slope place transition nature.
Electric power pylon tower body as shown in Figure 1 and Figure 2, steel tower becomes slope node 1 and connects steel tower tower body grade changing of main member with epimere 2, steel tower tower body grade changing of main member with hypomere 3, node 1 top, described change slope is into steel tower change slope is with the main material of epimere 2 tower body, and node 1 bottom, described change slope is into steel tower change slope is with the main material of hypomere 3 tower body.Node 1 place, described change slope is provided with link, i.e. bed plate 4.Boots plate 9 on described bed plate 4 upper weld, lower boots plate 11 is welded in described base bottom 4.Steel tower tower body grade changing of main member is directly connected with upper boots plate 9 with epimere 2, as by being welded to connect.Steel tower tower body grade changing of main member is connected with lower boots plate 11 with hypomere 3.
As shown in Figure 3, existing conventional four combination angle steel become slope node connecting structure, more than usual change slope adopt two combination angle steel, namely top, slope angle steel 10 is become, (cross section diagonal angle is arranged, the routine four as shown in Figure 4) and with fill plate 8 below change slope combines angle steel 6 transition, arranges a bed plate 4 and upper and lower boots plate in the centre becoming slope top and seat angle, by the internal force of the sequence delivery component of boots plate 11 under upper boots plate 9-bed plate 4-, as shown in Figure 5.For meeting the needs that the conventional four combination angle steel 6 in bottom connect, this kind of mode four limbs component must be arranged shown in a large amount of cross fill plate 8(following Fig. 6, Fig. 7), described cross fill plate 8 is welded into cross by fill plate 1, fill plate 2 13, fill plate 3 14 at weld 15.Described cross fill plate 8 is positioned at the inside of conventional four combination angle steel 6, is jointly fixedly connected with conventional four combination angle steel by bolt 16.The setting of cross fill plate 8 add steel tower node and overall weight heavier, all need the many impacts taking into full account that it brings when the design of many key node tectonic types, add welding job amount simultaneously, processing and construction all inconvenience.
There is stress to a certain degree and rigidity sudden change because of three dimensions slope change in another change slope Nodes, this type of conventional at present change slope node boots plate is directly connected with the main material of four angle steel, become below slope node without strengthening measure, rigidity is relatively weak, and knick point security performance deposit is relatively low.
A kind of new connected mode is now proposed, as shown in Figure 8, the change slope node structure of angle cross section is combined without fill plate four, this electric power pylon combines the change slope node 1 of angle cross section without fill plate four, become slope node 1 and bed plate 4 is set at change slope place, boots plate 9 on described bed plate 4 upper weld, lower boots plate 11 is welded in described base bottom 4.Becoming more than slope adopts change top, slope angle steel 10 to be connected on upper boots plate 9 by tower body top, as shown in Figure 9.
As shown in Figure 10, Figure 11, this vibrational power flow combines angle steel 18, interior cornerite steel 17 with or without fill plate four, and the end part aligning of described end and lower boots plate 11 of combining angle steel 18 without fill plate four is arranged, and docking is arranged.Described interior cornerite steel 17 is arranged on below bed plate 4, is close to and is enclosed in described outside of combining angle steel 18, lower boots plate 11 without fill plate four.As shown in figure 12, described interior cornerite steel 17 epimere is by link 7, and such as bolt is connected with lower boots plate 11.As shown in figure 13, described interior cornerite steel 17 hypomere by bolt 7 with combine angle steel 18 without fill plate four and be connected.It is consistent that angle steel 18 direction is combined without fill plate four in the installation direction of described interior cornerite steel 17 and bottom.Described interior cornerite steel 17 is close to lower boots plate 11 and is combined angle steel 18 without fill plate four.
It is as shown in figure 14, described that to combine angle steel 18 without fill plate four be bugle steel 23, two bugle steel 24, three bugle steel 25, a four bugle steel 26.The cross sectional shape of described bugle steel 23, two bugle steel 24, three bugle steel 25, a four bugle steel 26 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 23, two bugle steel 24, three bugle steel 25, a four bugle steel 26 can arrange down the first chamfering 28, second chamfering 29, the 3rd chamfering 30, also can not arrange chamfering.Therefore the lateral surface 32 of described bugle steel 23, two bugle steel 24, three bugle steel 25, a four bugle steel 26 contacts between two, and be stitched together formation cross, directly adopts bolt to connect.
The described thickness combining the criss-cross limit of angle steel 18 without fill plate four and lower boots plate 11 thickness are quite or identical, after ensureing to combine the end of angle steel 18 and the end part aligning of lower boots plate 11 without fill plate four, the medial surface 33 of described angle steel, the lateral surface 34 of lower boots plate 11 are in same plane, so that interior angle Baogang 17 is close to the lateral surface 34 of lower boots plate 11 and combines angle steel 18 angle steel medial surface 33 without fill plate four, by link 7, such as bolt, realizes connecting.
As shown in figure 13, described interior cornerite steel is cornerite steel 22 in No. 21, four, cornerite steel in No. 20, three, cornerite steel in No. 19, two, cornerite steel in No..In described No. one in No. 19, two, cornerite steel in No. 20, three, cornerite steel in No. 21, four, cornerite steel the cross section outer side edges 35 of cornerite steel 22 be L-type or perpendicular type, it is close to the criss-cross outer side-to-side anastomosis for combining angle steel split without fill plate four.Other shapes that in described No. one, in No. 19, two, cornerite steel, in No. 20, three, cornerite steel, in No. 21, four, cornerite steel, the cross section outer side edges 35 of cornerite steel 22 also can match for shape besieged with it, as this similar shape be made up of steel plate.In described No. one in No. 19, two, cornerite steel in No. 20, three, cornerite steel in No. 21, four, cornerite steel cross section inner side edge 36 shape of cornerite steel can set as required.Described interior cornerite steel is equilateral or inequilateral.
The cross section specification and connecting length, bolt specification and the quantity that become cornerite steel in the node of slope all need to determine according to Force Calculation, and simultaneously, cornerite steel length should not be less than the width of the four combination angle steel be connected, such as 1.5 times of (i.e. L>=1.5B
four angle steel), effectively ensure the reliability connected.
The cross four compound section components becoming the connection of node bottom, slope do not need to arrange other components (as fill plate) 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.
Become Baogang's length, width and thickness in the node of slope and, according to the internal force size of Nodes and the stepless coupling of detailing requiments, meet stressed and detailing requiments to greatest extent.On the downside of becoming slope node, four combination angle steel beam column adopt 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).On the downside of becoming slope node, 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.
What the present invention adopted combines angle steel change slope Types of nodes without fill plate four, by finite element simulation simulation-analysis software and real model experiment equipment, carries out scheme comparison, determines best change slope Types of nodes.
Carry out a large amount of finite element simulation sunykatuib analyses to calculate, comparative analysis combines without fill plate four feasible program that angle steel becomes slope node, by technology and economy comparison, determines the scheme of the optimum adopted.Carry out the real model experiment checking determining scheme, carry out combining angle steel without fill plate four and become slope node verification and design optimization.
Finite element analysis paper examines this type of combine without fill plate four stress performance that angle steel becomes the reasonability of slope node power transmission, node is correlated with plate and main bolt.Whole model, adopt in lower end and combine the main material bottoms of angle steel without four of fill plate and to impose restriction fringe conditions, carry out node load-bearing simulation loading in upper end load application condition, other each rod member being connected to node realizes load transmission by uniform load on bolt hole.According to finite element analysis, 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 15.
As shown in Figure 16,17, VON-MISE stress diagram analysis result is visible, and upper and lower boots plate is outside the stress Relatively centralized of abrupt change of cross-section position and bolt hole periphery, and it is slightly large at the stress with main material and oblique material component connecting portion, and all the other position stress are relatively little.Better, the internal force becoming main oblique material on the node of slope is passed to bed plate to the holistic resistant behavior of upper and lower boots plate by upper boots plate effectively, and corresponding lower boots plate also effective internal force transmitted by bed plate passes to main material component under change slope.
As shown in figure 18, visible by finite element VON-MISE stress diagram analysis result, bed plate is larger with upper and lower boots plate join domain place stress, all the other position stress are relatively little, bed plate transmits the internal force become between the node reinforcement member of slope effectively, stressed holistic resistant behavior is better, effectively serves the effect of " forming a connecting link " at change slope Nodes.
As shown in Figure 19, Figure 20, combining angle steel (for Q420L160 × 14) cross section according to the main material four in proper calculation bottom on average draws (pressure) stress and Nei Bao connecting angle (for Q420L180 × 16) to draw (pressure) stress to obtain: under tension operating mode, main material non-bolt hole site is 220MPa, have spiro keyhole position to be set to 270MPa, outsourcing connecting angle net section mean stress is 205MPa; Under pressurized operating mode, main material non-bolt hole site is 253MPa, has spiro keyhole position to be set to 303MPa, and interior bag connecting angle net section mean stress is 231MPa.Visible by finite element VON-MISE stress diagram analysis result, interior cornerite steel location of maximum stress is mainly positioned at lower boots plate and combines angle-bar joint without fill plate four, due to the disconnection of upper lower section, by interior cornerite steel the internal force on lower boots plate need be passed to and combine angle steel without fill plate four, so cornerite steel internal force is relatively large in this.Visible according to stress envelope, the entirety of interior cornerite steel is stressed comparatively even, and stress performance is good, and the internal force effectively transmitting lower boots plate combines angle steel to bottom without fill plate four, effectively improves the rigidity becoming slope node.
As shown in figure 21, visible by finite element VON-MISE stress diagram analysis result, shank of bolt surface portion position stress is comparatively large, but all in the elastic range of material, (elastic limit of material stress is
) in, shearing bolt should check its shear-carrying capacity and pressure-bearing bearing capacity.Bolt can effectively transmit the internal force being connected component, arranges that its transmission force property is better in this way.
Visible by finite element VON-MISE stress diagram analysis result, boots plate, bed plate, lower boots plate, interior cornerite steel on the change slope 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 becoming component above the node of slope can be passed to bottom and combine angle steel without fill plate four.
Relational language is explained:
Become slope node and refer to the main material of electric power pylon tower body (vertical direction outer contour) slope change point, namely the upper and lower tower body of the node main material component gradient is different, refer to that single angle or two combination angle steel are to the connection (being called for short " monotropic four become slope node " or " two change four becomes slope node ") of combining angle steel knick point without fill plate four in this patent, 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 is illustrated in fig. 7 shown below.
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 is illustrated in fig. 14 shown below.
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 (10)
1. one kind is combined the change slope node of angle cross section without fill plate four for electric power pylon, comprise boots plate (9), bed plate (4) and lower boots plate (11), it is characterized in that: be provided with interior cornerite steel (17), angle steel (18) is combined without fill plate four, the end part aligning of described end and lower boots plate (11) of combining angle steel (18) without fill plate four is arranged, describedly combine angle steel (18) without fill plate four, cornerite steel (17) in the outer setting of lower boots plate (11), described interior cornerite steel (17) epimere is connected with lower boots plate (11), described interior cornerite steel (17) hypomere with combine angle steel (18) without fill plate four and be connected, describedly combine angle steel (18) without fill plate four and directly dock setting between two.
2. a kind of change slope node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: describedly combine angle steel (18) without fill plate four and adopt link (7) direct splicing together.
3. a kind of change slope node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: it is consistent that angle steel (18) direction is combined without fill plate four in the installation direction of described interior cornerite steel (17) and bottom.
4. a kind of change slope node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: described lower boots plate (11) is connected on bed plate (4), and described interior cornerite steel (17) is arranged on bed plate (4) below.
5. a kind of change slope 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 (17) is close to lower boots plate (11) and is combined angle steel (18) without fill plate four.
6. a kind of change slope node combining angle cross section for electric power pylon without fill plate four as claimed in claim 1, is characterized in that: described lower boots plate (11) thickness is identical with the thickness combining angle steel (18) without fill plate four.
7. a kind of change slope 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 (17) epimere adopts link to be connected with lower boots plate (11).
8. a kind of change slope node combining angle cross section for electric power pylon without fill plate four as claimed in claim 2, is characterized in that: described link (7) is bolt.
9. a kind of change slope 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 (17) hypomere adopts link and combines angle steel (18) without fill plate four and be connected.
10. a kind of change slope 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 (17) length is greater than or equal to the width combining angle steel (18) without fill plate four be connected.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520079998.9U CN204475958U (en) | 2015-02-05 | 2015-02-05 | A kind of change slope node combining angle cross section for electric power pylon without fill plate four |
Applications Claiming Priority (1)
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| CN201520079998.9U CN204475958U (en) | 2015-02-05 | 2015-02-05 | A kind of change slope 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 |
|---|---|---|---|---|
| CN104594697A (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 | Variable slope joint for section of non-filler plate four-piece combined angle steel of power transmission tower |
| CN106522638A (en) * | 2015-09-14 | 2017-03-22 | 中国电力科学研究院 | Design method for power transmission line steel pipe tower variable slope joint |
-
2015
- 2015-02-05 CN CN201520079998.9U patent/CN204475958U/en not_active Withdrawn - After Issue
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594697A (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 | Variable slope joint for section of non-filler plate four-piece combined angle steel of power transmission tower |
| CN106522638A (en) * | 2015-09-14 | 2017-03-22 | 中国电力科学研究院 | Design method for power transmission line steel pipe tower variable slope joint |
| CN106522638B (en) * | 2015-09-14 | 2019-03-08 | 中国电力科学研究院 | A kind of steel tube tower in electric transmission line change slope Joint design method |
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