CN106599365B - Combined design method for radial and circumferential stiffening ribs on flange node of tower foot of steel pipe tower - Google Patents

Combined design method for radial and circumferential stiffening ribs on flange node of tower foot of steel pipe tower Download PDF

Info

Publication number
CN106599365B
CN106599365B CN201610994459.7A CN201610994459A CN106599365B CN 106599365 B CN106599365 B CN 106599365B CN 201610994459 A CN201610994459 A CN 201610994459A CN 106599365 B CN106599365 B CN 106599365B
Authority
CN
China
Prior art keywords
flange
radial
bottom plate
steel pipe
stiffening rib
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201610994459.7A
Other languages
Chinese (zh)
Other versions
CN106599365A (en
Inventor
唐自强
纪炳章
翁兰溪
刘志伟
池金明
黄晓予
李宏进
刘许凡
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
State Grid Corp of China SGCC
State Grid Fujian Electric Power Co Ltd
Economic and Technological Research Institute of State Grid Fujian Electric Power Co Ltd
PowerChina Fujian Electric Power Engineering Co Ltd
Original Assignee
State Grid Corp of China SGCC
State Grid Fujian Electric Power Co Ltd
Economic and Technological Research Institute of State Grid Fujian Electric Power Co Ltd
PowerChina Fujian Electric Power Engineering Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by State Grid Corp of China SGCC, State Grid Fujian Electric Power Co Ltd, Economic and Technological Research Institute of State Grid Fujian Electric Power Co Ltd, PowerChina Fujian Electric Power Engineering Co Ltd filed Critical State Grid Corp of China SGCC
Priority to CN201610994459.7A priority Critical patent/CN106599365B/en
Publication of CN106599365A publication Critical patent/CN106599365A/en
Application granted granted Critical
Publication of CN106599365B publication Critical patent/CN106599365B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/17—Mechanical parametric or variational design
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]

Landscapes

  • Engineering & Computer Science (AREA)
  • Physics & Mathematics (AREA)
  • Geometry (AREA)
  • Theoretical Computer Science (AREA)
  • General Physics & Mathematics (AREA)
  • Evolutionary Computation (AREA)
  • Computer Hardware Design (AREA)
  • General Engineering & Computer Science (AREA)
  • Pure & Applied Mathematics (AREA)
  • Mathematical Optimization (AREA)
  • Mathematical Analysis (AREA)
  • Computational Mathematics (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

The invention relates to a method for designing a flange connection structure of a steel pipe tower or a steel pipe pole of a power transmission line, in particular to a method for designing the combination of radial and circumferential stiffening ribs on a flange joint of a tower foot of a steel pipe tower, the annular stiffening rib is added on the original flange node and is combined with the original radial stiffening rib, based on the actual sector shape on the flange bottom plate enclosed by the radial and annular stiffeners, the method has the advantages that the ratio of the limit value and the design value of the bearing capacity of the flange bottom plate is used as a reference, finite element analysis is used as a calculation basis, the setting of each parameter on the flange node is adjusted, and finally a new flange node structure is obtained.

Description

Combined design method for radial and circumferential stiffening ribs on flange node of tower foot of steel pipe tower
Technical Field
The invention relates to a method for designing a flange connection structure of a steel pipe tower or a steel pipe pole of a power transmission line, in particular to a method for designing a combination of radial and circumferential stiffening ribs on a flange node of a tower foot of the steel pipe tower.
Background
In the prior art, a stiffening rib flange commonly used for a foot of a steel pipe tower (pole) of a power transmission line adopts a connecting piece as a flange bottom plate and a radial stiffening rib, the bottom of a steel pipe is connected with the flange bottom plate through an annular welding line, a vertical welding line of the radial stiffening rib is welded with the wall of the steel pipe, and a transverse welding line of the radial stiffening rib is welded with the flange bottom plate, as shown in attached figure 1. The stiffening flange has the characteristics of large integral rigidity and high bearing capacity, and is widely applied to steel pipe towers (poles) of power transmission lines.
The bearing capacity of the stiffening flange plate is calculated mainly according to the following specifications: the relevant formulas of the technical specification of the steel pipe tower design of the overhead transmission line (DL/T5254-2010) and the technical specification of the steel pipe pole design of the overhead transmission line (DL/T5130-2001). However, the design and application of the tower foot stiffening rib flange have the following disadvantages: the simplified stiffening flange bottom plate is considered approximately according to a rectangle, but the actual calculation unit of the stiffening flange bottom plate is a sector area; when the local area of the flange bottom plate exceeds the yield stress of the steel, the stress value of most areas is still far smaller than the yield stress, and the flange bottom plate is still in an elastic state, namely the bearing capacity of the flange is controlled by the area of which the small part firstly exceeds the yield stress of the steel, and the steel strength is not exerted in most other areas.
Disclosure of Invention
The invention aims to provide a combined design method of radial and circumferential stiffening ribs on a flange node of a tower foot of a steel pipe tower, which can truly reflect the stress condition of steel, effectively play the strength of the steel, improve the bearing capacity of a flange and reduce stress concentration according to the defects of the prior art.
The purpose of the invention is realized by the following ways:
the combined design method of the radial and circumferential stiffening ribs on the flange joint of the tower foot of the steel pipe tower is characterized by comprising the following steps of:
the flange node comprises a flange bottom plate and a radial stiffening rib, the flange bottom plate is an annular steel plate welded with the steel pipe, the surface of the radial stiffening rib is perpendicular to the outer peripheral surface of the steel pipe, the radial stiffening rib is vertically connected with the wall of the steel pipe through a welding line, and the bottom of the radial stiffening rib is connected with the flange bottom plate through a welding line; adding circumferential stiffening ribs, wherein the circumferential stiffening ribs are perpendicular to the flange bottom plate along the circumferential direction and are connected between every two adjacent radial stiffening ribs, the flange chassis part between every two adjacent radial stiffening ribs is a calculation interval, and a bolt hole is arranged in each calculation interval;
calculating the number n of the required bolts according to the stress of the steel pipe: (ii) a
Figure GDA0001212748290000021
Wherein N: the axial action force borne by the flange bottom plate; n: the number of bolts on the flange chassis;
Figure GDA0001212748290000022
designing the bearing capacity of a single bolt;
Figure GDA0001212748290000023
the tension of the bolt with the largest stress;
after the number n of the bolts is determined, L can be preliminarily determinedy1、Ly2、Ly3、Lx1、Lx2Ring (C)Dividing the calculation interval into an inner interval close to the steel pipe and an outer interval close to the outer part and provided with bolt holes towards the stiffening ribs, wherein the inner interval and the outer interval are both in a sector shape, the inner interval is close to a square shape, and the direction vertical to the outer peripheral surface of the steel pipe is taken as the height of the sector shape, so that L isy3Is the height of the inner space, Lx2Is the average width of the inner space, Lx1The average width of the outer space is defined by a line passing through the center point of the bolt hole and parallel to the annular stiffening rib, and the height of the part close to one side of the annular stiffening rib is Ly1And the height of the other side is Ly2；
The load evenly distributed on the inner side interval is set to be q1The load on the outer side is uniformly distributed as q2Calculating the area proportionality coefficients of the inner and outer spaces on the flange bottom plate α1、α2：
Figure GDA0001212748290000024
Figure GDA0001212748290000025
Figure GDA0001212748290000026
Figure GDA0001212748290000027
Wherein L isy＝min(1.8Ly1,2.2Ly2)
The bending moment of the flange bottom plate at the interval of the outer side is controlled, so that the maximum bending moment M of the flange bottom plate is calculatedmax：
Figure GDA0001212748290000028
β -bending moment coefficient;
calculating the thickness of the flange bottom plate:
Figure GDA0001212748290000029
f represents the design value of the strength of the steel of the flange bottom plate;
calculating the bending moment M borne by the radial stiffening rib1：
Figure GDA0001212748290000031
Wherein L ═ Ly1+Ly2+Ly3；
Calculating the radial stiffener thickness t1：
Figure GDA0001212748290000032
h1The height of the radial stiffening rib; σ — the normal stress of the radial stiffener;
thickness t of circumferential stiffener2Initially set to a thickness t greater than the radial stiffener12-4mm smaller;
establishing a finite element model, wherein the finite element model adopts quadrilateral plate units, and the grid size of the quadrilateral plate units is divided according to 10-20 mm; applying load on the top of the steel pipe, simulating actual load received by the flange node, and calculating the stress distribution condition of each part of the flange node under the action of the load;
gradually increasing the load, carrying out elastoplasticity analysis, calculating the stress values of the flange base plate, the radial stiffening ribs and the circumferential stiffening ribs to obtain a stress concentration position, wherein the applied load is the designed bearing capacity of the flange node when the stress concentration position firstly reaches the designed strength value of the steel, and the applied load is the limiting value of the bearing capacity of the flange node when the inflection point or the deformation of a stress-strain curve exceeds 10 mm;
adjusting the thickness of the flange bottom plate, the thickness and the height L of the radial stiffening rib and the circumferential stiffening rib under the condition that the ratio of the limit value of the bearing capacity of the flange node to the design value of the bearing capacity is not less than 1.5y1、Ly2、Ly3And finally obtaining the design sizes of the adjusted flange bottom plate, the radial stiffening rib and the annular stiffening rib.
In summary, the invention provides a method for designing the combination of radial and circumferential stiffening ribs on a flange node of a tower foot of a steel pipe tower, wherein the circumferential stiffening ribs are added on the original flange node and are designed in combination with the original radial stiffening ribs, the actual fan-shaped shape enclosed by the radial and circumferential stiffening ribs on a flange bottom plate is taken as a calculation unit, the ratio of the limiting value and the design value of the bearing capacity of the flange bottom plate is taken as a reference, finite element analysis is taken as a calculation basis, the setting of each parameter on the flange node is adjusted, and finally a new flange node structure is obtained.
Drawings
Fig. 1 is a schematic structural diagram of a flange joint of a tower foot of a steel pipe tower in the prior art according to the background art of the present invention;
FIG. 2 is a schematic structural diagram of a flange node of a tower foot of a steel pipe tower with radial stiffening ribs according to the present invention;
FIG. 3 is a top plan view of the FIG. 2;
FIG. 4 is a schematic diagram illustrating the calculation of parameters for a new flange node according to the present invention; FIG. 5 is a parameter indicating schematic view of a radial stiffener.
Detailed Description
The best embodiment is as follows:
referring to the attached drawings 2 and 3, a steel pipe tower (pole) tower foot radial and circumferential combined stiffening rib flange node comprises a flange bottom plate 1, a radial stiffening rib 2 and a circumferential stiffening rib 3 which are used for connection; the flange bottom plate 1 is an annular steel plate welded with the steel pipe 4. The radial stiffening ribs 2 are stiffening ribs from the center of the steel pipe to the direction of the steel pipe wall; the annular stiffening rib 3 is a stiffening rib parallel to the tangent plane of the outer peripheral surface of the steel pipe; the circumferential stiffening rib 3 is vertically connected with the radial stiffening rib 2 by welding seams; the bottom of the annular stiffening rib 3 is connected with the flange bottom plate 1 through welding seams; the radial stiffening ribs 2 are vertically connected with the wall of the steel pipe through welding seams, and the bottoms of the radial stiffening ribs are connected with the flange bottom plate 1 through welding seams.
The design method of the structural scheme is as follows:
calculating the number n of the required bolts according to the stress of the steel pipe:
Figure GDA0001212748290000041
wherein N: the axial action force borne by the flange; n: the number of bolts on the flange plate;
Figure GDA0001212748290000042
designing the bearing capacity of a single bolt;
Figure GDA0001212748290000043
the tension of the most stressed bolt.
Note that: the number of the bolts, namely the space between the radial stiffening ribs, is selected to meet the requirements of 25mm of bolt wrench space and foundation bolt backing plate space. In the example, 20 bolts are needed according to calculation, and the connecting pieces of the nodes are 1 flange base plate, 20 radial stiffening ribs and 20 annular stiffening ribs which are adopted.
After the number n of the bolts is determined, L can be preliminarily determinedy1、Ly2、Ly3、Lx1、Lx2The meaning of the parameters is shown in figure 4.
Calculating the uniform load of the flange bottom plate, wherein the uniform load of the bottom plate of the part A (inner side interval) at the left side of the figure 4 is q1The bottom plate of the right part B (outer interval) is uniformly loaded with q2The following formula is used for solving.
Figure GDA0001212748290000051
Figure GDA0001212748290000052
Figure GDA0001212748290000053
Wherein L isy＝min(1.8Ly1,2.2Ly2)
α in the formula1、α2Respectively, denote flangesThe area proportionality coefficients of the part A and the part B of the bottom plate are obtained.
Calculating the maximum bending moment M in the platemax
Figure GDA0001212748290000054
β bending moment coefficient (refer to technical Specification for designing steel tube tower of overhead Transmission line DL/T5254-2010)
(Ly1+Ly2)/Lx1 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85
β 0.0785 0.0834 0.0874 0.0895 0.0900 0.0901 0.0900 0.0897 0.0892 0.0884 0.0872
(Ly1+Ly2)/Lx1 0.90 0.95 1.00 1.10 1.20 1.30 1.40 1.50 1.75 2.0 ＞2.0
β 0.0860 0.0848 0.0843 0.0840 0.0838 0.0836 0.0835 0.0834 0.0833 0.0833 0.0833
Calculating the thickness of the flange bottom plate:
Figure GDA0001212748290000055
in the formula, f represents the design value of the strength of the steel of the flange bottom plate.
Calculating the bending moment M borne by the radial stiffening rib1：
Figure GDA0001212748290000056
L＝Ly1+Ly2+Ly3
Calculating the radial stiffener thickness t1
Figure GDA0001212748290000061
Figure GDA0001212748290000062
Wherein σ -radial stiffener normal stress; τ -radial stiffener shear stress; f. ofv-design value of shear strength of steel; t is t1、h1See fig. 5 for radial stiffener thickness, height.
Thickness t of circumferential stiffener2The structure is adopted, which is reduced by 2-4mm compared with the radial stiffening rib.
And establishing a finite element model, wherein the finite element model adopts a quadrilateral plate unit. Material non-linear analysis and geometric non-linearity are considered. The size of the grid of the plate unit is divided into 10 mm-20 mm. The load is applied to the top of the steel pipe, the actual load received by the node is simulated, and the stress distribution condition of each part of the node under the action of the load is calculated.
And (3) increasing the load step by step, carrying out elastoplasticity analysis, observing the stress concentration condition of the flange base plate, the radial stiffening ribs and the circumferential stiffening ribs, wherein the applied load is the designed value of the bearing capacity of the node when the stress concentration position firstly reaches the designed value of the steel strength, and the applied load is the limit value of the bearing capacity of the node when the inflection point appears on a stress-strain curve or the deformation exceeds 10 mm.
According to calculation and analysis, the thickness of the flange bottom plate, the thickness and the height L of the radial stiffening rib and the circumferential stiffening rib are adjustedy1、Ly2、Ly3The numerical value of (c). The ratio of the node bearing capacity limit value to the node bearing capacity design value is not less than 1.5.
The radial stiffening ribs adopt double-sided open-slope fillet welds, and the weld calculation meets the specifications of the design technology of the steel pipe rod of the overhead power transmission line (DL/T5130-2001). The circumferential stiffening rib adopts a beveled single-sided fillet weld, and the structural thickness of the weld is not less than that of the circumferential stiffening rib.
According to the embodiment, the welding position of the radial stiffening rib and the steel pipe wall and the welding position of the radial stiffening rib and the flange bottom plate are calculated according to modeling and compared with the conventional stiffening flange, the stress concentration degree is reduced, and the bearing capacity of the node is improved by 25.3%.
The parts of the invention not described are the same as the prior art.

Claims (1)

1. The combined design method of the radial and circumferential stiffening ribs on the flange joint of the tower foot of the steel pipe tower is characterized by comprising the following steps:
the flange node comprises a flange bottom plate and a radial stiffening rib, the flange bottom plate is an annular steel plate welded with the steel pipe, the surface of the radial stiffening rib is perpendicular to the outer peripheral surface of the steel pipe, the radial stiffening rib is vertically connected with the wall of the steel pipe through a welding line, and the bottom of the radial stiffening rib is connected with the flange bottom plate through a welding line; adding circumferential stiffening ribs, connecting and fixing the circumferential stiffening ribs between every two adjacent radial stiffening ribs along the circumferential direction and perpendicular to the flange bottom plate by welding seams, wherein the flange chassis part between every two adjacent radial stiffening ribs is a calculation interval, and each calculation interval is provided with a bolt hole;
calculating the number n of the required bolts according to the stress of the steel pipe:
Figure FDA0002396803440000011
wherein N: the axial action force borne by the flange bottom plate; n: the number of bolts on the flange chassis;
Figure FDA0002396803440000012
designing the bearing capacity of a single bolt;
Figure FDA0002396803440000013
the tension of the bolt with the largest stress;
after the number n of the bolts is determined, L can be preliminarily determinedy1、Ly2、Ly3、Lx1、Lx2The circumferential stiffening ribs divide the calculation interval into an inner interval close to the steel pipe and an outer interval close to the outside and provided with bolt holes, the inner and outer intervals are both in a sector shape, and the direction perpendicular to the outer peripheral surface of the steel pipe is taken as the height of the sector shape, so that Ly3Is the height of the inner space, Lx2Is the average width of the inner space, Lx1The average width of the outer side interval is defined by a line passing through the center point of the bolt hole and parallel to the annular stiffening rib, and the height of one side close to the annular stiffening rib is Ly1And the height of the other side is Ly2；
The load evenly distributed on the inner side interval is set to be q1The load on the outer side is uniformly distributed as q2Separately calculating the area proportionality coefficients of the inner and outer side intervals on the flange bottom plate α1、α2：
Figure FDA0002396803440000014
Figure FDA0002396803440000015
Figure FDA0002396803440000016
Figure FDA0002396803440000017
Wherein L isy＝min(1.8Ly1,2.2Ly2)
The bending moment of the flange bottom plate at the interval of the outer side is controlled, so that the maximum bending moment M of the flange bottom plate is calculatedmax：
Figure FDA0002396803440000018
β -bending moment coefficient;
calculating the thickness of the flange bottom plate:
Figure FDA0002396803440000021
f represents the design value of the strength of the steel of the flange bottom plate;
calculating the bending moment M borne by the radial stiffening rib1：
Figure FDA0002396803440000022
Wherein L ═ Ly1+Ly2+Ly3；
Calculating the radial stiffener thickness t1：
Figure FDA0002396803440000023
h1The height of the radial stiffening rib; σ — the normal stress of the radial stiffener;
thickness t of circumferential stiffener2Initially set to a thickness t greater than the radial stiffener12-4mm smaller;
establishing a finite element model, wherein the finite element model adopts quadrilateral plate units, and the grid size of the quadrilateral plate units is divided according to 10-20 mm; applying load on the top of the steel pipe, simulating actual load received by the flange node, and calculating the stress distribution condition of each part of the flange node under the action of the load;
gradually increasing the load, carrying out elastoplasticity analysis, calculating the stress values of the flange base plate, the radial stiffening ribs and the circumferential stiffening ribs to obtain a stress concentration position, wherein the applied load is the designed bearing capacity of the flange node when the stress concentration position firstly reaches the designed strength value of the steel, and the applied load is the limiting value of the bearing capacity of the flange node when the inflection point or the deformation of a stress-strain curve exceeds 10 mm;
adjusting the thickness of the flange bottom plate, the thickness and the height L of the radial stiffening rib and the circumferential stiffening rib under the condition that the ratio of the limit value of the bearing capacity of the flange node to the design value of the bearing capacity is not less than 1.5y1、Ly2、Ly3And finally obtaining the design sizes of the adjusted flange bottom plate, the radial stiffening rib and the annular stiffening rib.
CN201610994459.7A 2016-11-11 2016-11-11 Combined design method for radial and circumferential stiffening ribs on flange node of tower foot of steel pipe tower Active CN106599365B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201610994459.7A CN106599365B (en) 2016-11-11 2016-11-11 Combined design method for radial and circumferential stiffening ribs on flange node of tower foot of steel pipe tower

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201610994459.7A CN106599365B (en) 2016-11-11 2016-11-11 Combined design method for radial and circumferential stiffening ribs on flange node of tower foot of steel pipe tower

Publications (2)

Publication Number Publication Date
CN106599365A CN106599365A (en) 2017-04-26
CN106599365B true CN106599365B (en) 2020-05-08

Family

ID=58589830

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610994459.7A Active CN106599365B (en) 2016-11-11 2016-11-11 Combined design method for radial and circumferential stiffening ribs on flange node of tower foot of steel pipe tower

Country Status (1)

Country Link
CN (1) CN106599365B (en)

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108228992A (en) * 2017-12-27 2018-06-29 国网河北省电力公司经济技术研究院 lightning rod flange design method and terminal device
CN109902342B (en) * 2019-01-22 2023-06-06 许继集团有限公司 Method and device for checking ultimate strength of welding seam of bottom flange of fan foundation ring
CN112084555A (en) * 2020-08-11 2020-12-15 重庆瑜煌电力设备制造有限公司 Method for calculating bearing capacity of ring plate of circumferential stiffening rib true test data node of steel pipe tower
CN113515801B (en) * 2021-07-23 2022-06-28 中国电力工程顾问集团中南电力设计院有限公司 Method for calculating bearing capacity of steel pipe K-shaped stiffening intersecting welding node
CN115749415B (en) * 2022-12-12 2024-05-10 中国电力工程顾问集团西南电力设计院有限公司 Embedded type dodder spiral shell tower foot structure and pull-up design method thereof

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5649402A (en) * 1995-09-01 1997-07-22 Fwt, Inc. Antenna support for power transmission tower
CN202039458U (en) * 2010-11-08 2011-11-16 甘肃省电力公司兰州供电公司 Connecting structure between iron tower legs and foundation bolts of transmission line
CN202577611U (en) * 2012-05-25 2012-12-05 江苏省电力设计院 Novel steel pipe pole node
CN204876773U (en) * 2015-08-14 2015-12-16 江苏戴园建材集团有限公司 Flange device is used in construction of line pole

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5649402A (en) * 1995-09-01 1997-07-22 Fwt, Inc. Antenna support for power transmission tower
CN202039458U (en) * 2010-11-08 2011-11-16 甘肃省电力公司兰州供电公司 Connecting structure between iron tower legs and foundation bolts of transmission line
CN202577611U (en) * 2012-05-25 2012-12-05 江苏省电力设计院 Novel steel pipe pole node
CN204876773U (en) * 2015-08-14 2015-12-16 江苏戴园建材集团有限公司 Flange device is used in construction of line pole

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
大尺度开口吸收塔环向加劲肋布置对结构稳定性影响研究;劳俊等;《特种结构》;20160831;第33卷(第4期);79-84 *
大跨越输电塔结构极限承载力分析;曾程;《中国优秀博硕士学位论文全文数据库(硕士) 工程科技II辑(月刊)》;20060715(第07期);C038-62，正文第1-78页 *

Also Published As

Publication number Publication date
CN106599365A (en) 2017-04-26

Similar Documents

Publication Publication Date Title
CN106599365B (en) Combined design method for radial and circumferential stiffening ribs on flange node of tower foot of steel pipe tower
CN109610650B (en) Method for calculating bending resistance bearing capacity and bending moment-corner curve of steel pipe concrete column-steel beam cross-core bolt connection node
KR102462922B1 (en) Offshore wind turbine basic structure and lightweight design method
CN206581626U (en) A kind of adjustable assembled supporting construction
CN105002999B (en) The metal buckling restrained brace and its building method of a kind of rear-loading type sleeve pipe
CN109138204B (en) Buckling-restrained supporting component with cold-formed steel combined restraining cross-shaped energy-dissipation inner core
CN106638301A (en) Orthotropic steel bridge deck and machining method as well as bridge
CN102352694A (en) Reinforcing method for steel structural column
CN107944198A (en) A kind of reinforcement method of two phase stainless steel groove profile compartment
CN109726412A (en) A kind of check method of flange bolt fatigue strength
KR101888895B1 (en) Steel box girder manufacturing method using load transfer member
CN203238844U (en) Steel truss node and steel truss
CN203361166U (en) Supporting beam for building foundation pit support
CN104923565B (en) Method for simulating fastening state of rolling mill frame
CN106844915B (en) Shield machine box culvert loop wheel machine girder construction design method based on the coupling of ANSYS node
CN105484945A (en) Polygonal wind power tower and manufacturing method thereof
CN111209707B (en) Friction type bolt connection node under combined action of compression shear, method and system
CN203905008U (en) Diagonal brace supporting structure for superior angle of foundation pit
CN110852013A (en) New and old concrete load sharing calculation method for heightened gravity dam based on structural mechanics method
CN106351236B (en) The Flexible Node and two-way steel support structure of a kind of two-way steel support structure
CN209780322U (en) Supporting member
CN113026794A (en) Combined anchor plate, anchor bolt cage and tower foundation
CN109204726A (en) A kind of circular ring shape panel framing system with distributed rigidity
CN210947852U (en) Steel pipe column component for basement support
CN203373959U (en) Welding-free expansion type locking structure of vertical rod

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
CB02 Change of applicant information
CB02 Change of applicant information

Address after: 350003 Gulou District, Fujian, Fuzhou No. 54 Road, No. 257

Applicant after: State Grid Fujian Electric Power Co., Ltd.

Applicant after: State Grid Corporation of China

Applicant after: Economic technology academy of State Grid Fujian Electric Power Co., Ltd.

Applicant after: China Electric Power Construction Group Fujian electric survey and Design Institute Co., Ltd.

Address before: 350003 Gulou District, Fujian, Fuzhou No. 54 Road, No. 257

Applicant before: State Grid Fujian Electric Power Co., Ltd.

Applicant before: State Grid Corporation of China

Applicant before: Economic technology academy of State Grid Fujian Electric Power Co., Ltd.

Applicant before: Fujian Electric Power Survey and Design Institute

GR01 Patent grant
GR01 Patent grant