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TB 10091-2017

Chinese Standard: 'TB 10091-2017'
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BASIC DATA
Standard ID TB 10091-2017 (TB10091-2017)
Description (Translated English) (Code for steel structure design of railway bridge)
Sector / Industry Railway & Train Industry Standard
Date of Issue 2017-01-02
Date of Implementation 2017-05-01
Older Standard (superseded by this standard) TB 10002.2-2005
Regulation (derived from) State-Railway-Technology-Regulation (2017) No.3

TB 10091-2017
Code for Design on Steel Structure of Railway Bridge
UDC
Industry Standard of the People 's Republic of China
Code for steel structure design of railway bridge
2017-01-02 release
2017-05-01 Implementation
Issued by the State Railway Administration
People 's Republic of China Industry Standard
Code for steel structure design of railway bridge
Organizer. China Railway Bridge Survey and Design Institute Group Co., Ltd
Approved by. National Railway Administration
Date of implementation. May 1,.2017
Preface
"Railway Bridge Steel Design Code" TB 10002.2-2005 since the release of China's railway, especially high-speed railway
Construction has made remarkable achievements, the Beijing-Shanghai, Beijing-Guangzhou, Zhengzhou West, Kazakhstan and other high-speed railway, Yi Wan, too Bank of China
Passenger and freight line railway, Shanxi and southern channel, Mongolian and other heavy railways, the Pearl River Delta and Wuhan city circle intercity railway
A large number of railway projects have been completed and opened to traffic, improve the road network structure, an increase of the effective supply of rail transport services. through
Over ten years of active exploration and innovation practice, China's railway bridge construction technology has made a major breakthrough, has been among the world
Advanced ranks. Nanjing Dashengguan Yangtze River Bridge, Wuhan Tianxingzhou Yangtze River Bridge and a number of deep water, large span, special geological
Conditions, the complex structure of the successful construction of the bridge, independent research and development of large tonnage box girder complete sets of technology widely used,
In order to further improve the railway bridge technical standards have accumulated rich experience, laid a solid foundation.
This specification is based on the requirements of the National Railway Administration to build a railway engineering construction standard system, in order to meet the railway bridge construction
Facilities and development needs, unified railway bridge steel design standards, improve the railway bridge steel design level, protection
Railway bridge steel structure safety and quality, on the basis of the original norms, summed up in recent years, China's high-speed, inter-city, passenger and cargo
Collinear and heavy-duty railway bridge steel construction, operation of the practical experience and scientific research, a comprehensive revision.
This specification implements the principles of safety priorities, strengthens quality and safety, conserves resources and protects the environment.
Requirements, focus on the overall design, combined with China's national conditions, socio-economic development level, environmental conditions and other factors, reasonable
To determine the different transport properties of different types of different levels of railway bridge steel structure of the main design standards, to further mention
Rose the norms of scientific and technical economic rationality. In recent years, China's railway steel bridge design field emerged a large number of new
Materials, new structures, new processes, including the use of new materials for Q500q steel, all welded joints and integral steel bridge panels
With the construction of kilometer railway cable-stayed bridge and suspension bridge, the norms in the summary, to absorb the advanced achievements and mature
Experience based on the revised.
This specification consists of 10 chapters, including general principles, terms and symbols, materials and basic allowable stresses, structural forces
Calculate the length of the bar, slenderness ratio and component cross-section, component connection, deck system and joint system, steel beam, steel
Truss beams, bearings, etc., and another three appendix.
The main technical contents of this revision are as follows.
1. Revised the scope of application of the specification, applicable to high-speed railway, inter-city railway, passenger and freight line Ⅰ and Ⅱ railway,
Structural Design of Heavy Haul Railway Bridge.
2. Increase the relevant provisions of Q500q steel.
3. With the national standard "structural steel for bridge" revision, revised steel structure of the steel structure of the relevant provisions.
4. Revised the design requirements for the impact toughness of welded joints (including weld metal and heat affected zones).
5. Increases the fatigue resistance of the 17 structural details; the supplement provides for both axial and bending stresses
Calculation of stress amplitude of rods.
6. The two-line coefficient to expand the formation of multi-line coefficient; added high-speed railway, intercity railway fatigue damage correction system
The ratio of the stress ratio to the correction coefficient table increases the ratio of the stress ratio.
7. Added the relevant provisions for the stability of the box bar with stiffener.
8. The relevant provisions for the effective width of the flange of the bridge deck of the steel truss girder are added.
9. Added the relevant requirements for the effect of the discontinuity of the temperature change on the structure of the truss composite structure.
In the implementation of the norms of the process, I hope the units combined with engineering practice, conscientiously sum up experience, the accumulation of information. Such as
Found to need to modify and add the place, please send the views and relevant information to the China Railway Bridge Survey and Design Institute Limited
(Wuhan City Economic and Technological Development Zone Bo Xue Road on the 8th, Zip code. 430056), and copy the China Railway Economic Regulation
(Beijing Haidian District, North honeycomb Road No. 29, zip code. 100038), for future revision reference.
This specification is interpreted by the Ministry of Science, Technology and Law of the State Railway Administration.
Organizer. China Railway Bridge Survey and Design Institute Limited
Participated by. China Railway Science Research Institute
China Railway Engineering Design Consulting Group Co., Ltd
Main drafters. Xu Wei, Zhang Yuling, Xu Shengqiao, Liu Hanshun, Du Ping, Gao Jingqing, Gao Xing, Wang Zhiping,
TANG He-qiang, XIE Xin, ZHANG Cheng-dong, XU Ke-ying, CUI Xin, WANG Li, TAO Xiao-yan, JIN Ling, ZHAO Bubo.
Main reviewers. Wang Zhaohu, Wu Shaohai, Chen Liangjiang, Yang Mengjiao, Liu Yan, Xue Jiagang, Yin Ningjun, Liu Chun,
ZHAO Hui-dong, YANG Peng-jian, YANG Yan-hai, CHEN Ke-jian, YAN Yong, WANG Xin-guo, QU Guo-zhao, GUI 婞, MAO Wei-qi, TU Man-ming, HU Guang-rui
Directory
1 General .1
2 terms and symbols
2.1 Terminology
2.2 symbols .3
3 material and basic allowable stress
3.1 Basic materials .5
3.2 Basic allowable stress
4 internal force calculation
4.1 Principles of structural internal forces calculation
4.2 Strength and stability calculation
4.3 Fatigue calculation .24
The calculated length, slenderness, and cross section of the bar
5.1 Calculate the length of the bar
5.2 allowable maximum slenderness of the bar
5.3 Section of the component
6 component connection
6.1 Mechanical connection
6.2 Weld connection
7 deck system and connection system
7.1 deck system
7.2 Settings of the connection system
8 steel beam
9 steel truss beam
10 seats .51
Appendix A main technical indicators for railway bridge steel
Appendix B Calculation of the bending moment of the beam in the plane of the beam with the vertical load.
Appendix C Calculation of internal forces caused by the deformation of the longitudinal and transverse beams of single-wire simply supported steel truss beams.56
Appendix D Requirements for Ultrasonic Flaw Detection of Welded Joints
Appendix E Weld appearance quality requirements
Instructions for this specification
Specification for Steel Structure Design for Railway Bridges
1 General
1.0.1 To implement the relevant national laws and regulations and railway technology policy, unified railway bridge steel design technical standards, so that
Railway bridge steel structure design in line with safe and reliable, advanced mature, affordable, environmental protection requirements, the development of this specification.
1.0.2 This specification applies to high-speed railway, inter-city railway, passenger and freight line Ⅰ and Ⅱ railway, heavy rail riveting,
Design of Steel Structure for Welding and Full Welding of Bridge. The steel structure of the public and iron bridge alone shall bear the load of the road
Of the highway industry-related standards for design.
1.0.3 railway bridge steel structure should have the required strength, stiffness, stability and durability, the main structure of the design
The age should be 100 years.
1.0.4 The design of this specification, should still meet the current "Railway Bridge Design Code" (TB 10002) requirements.
1.0.5 steel structure of the components should be standardized, so that the same type of components can be interchangeable. The structure should be easy to process, transport, and safety
Equipment, inspection and maintenance.
1.0.6 Bridge cross-structure should be set to pre-camber, pre-camber curve and the dead and semi-static live load generated by the deflection curve shape
Basically the same, but in the opposite direction. The vertical deflection caused by dead load and static load is not more than 1/1600 of the span of the bridge
, The pre-camber is not set.
1.0.7 Bridge cross structure The transverse overturning stability factor should not be less than 1.3 under the most unfavorable combination of calculated loads.
1.0.8 steel beam should be able to adapt to jack jack up. The top facilities and the structure itself shall be calculated at a height of 1.3 times from the top load.
1.0.9 Offset bridges on the center of the curve and other bridges with eccentric loads should calculate the effect of the partial load on the bridge cross structure.
1.0.10 Railway bridge steel structure design should comply with this specification, should still meet the relevant provisions of the current national standards.
2 terms and symbols
2.1 terminology
Simple support beam
One end for the longitudinal movement of the bearing, one end of the longitudinal fixed bearing at both ends of the beam support.
Continuous beam
Two or more spans above the beam, supported by the bearing beam.
2.1.3 truss truss
A planar or spatial lattice structure or component consisting of a number of bars, each of which is mainly subjected to various
With the resulting axial force, and sometimes also bear the node bending moment and shear force.
Steel beam
To steel as the main building material of the beam.
Strength
Material or component resistance to the ability to resist damage.
Normal stiffness stiffness
Structure or component resistance to deformation.
Deformation deformation
The relative displacement between the points in the structure or component caused by the action.
Deflection deflection
In the plane of the moment of action, the axis of the structural member or a point on the middle is caused by deflection perpendicular to the axis or the middle
To the line of displacement.
2.1.9 pre-camber camber
In order to offset the bridge across the structure under the action of the deflection of the load, and in the production of the deflection and the direction of the opposite
The amount of correction.
2.1.10 main truss (main beam) main truss (main beam)
In the superstructure, the various loads are supported and conveyed to the truss (beam) of the pier and table.
2.1.11 cross beam cross girder
In a steel beam structure, a beam is provided laterally along a bridge axis and supported on a main beam or main truss.
2.1.12 stringer stringer
In a steel beam structure, a beam is provided axially along the bridge and supported on a beam.
Bridge deck system
Support the bridge load and pass to the main beam bridge structure.
2.1.14 open bridge grid
Do not lay the ballast, in the longitudinal beam or the main beam on the bridge laying directly on the bridge.
Bearing bearing
The means for supporting the upper structure and securing the upper structure to a certain position may vary depending on the material, deformation or
Shape the classification. According to the material used in the bearing, can be divided into rubber bearings, steel bearings, PTFE bearings, etc .;
Deformation, can be divided into sliding bearings, fixed hinge seat; by shape, can be divided into curved bearings, spherical bearings and so on.
2.1.16 stress amplitude
The maximum stress of the component or connection is the difference between the minimum stress and the algebra.
2.1.17 fatigue allowable stress range for fatigue design
Component or connection in the 2 × 106 stress cycle under the fatigue strength.
2.1.18 operating power factor service impact factor
The force coefficient of a component or connection during fatigue inspection.
Damage correction factor
And the fatigue stress to match the amplitude, the design load effect into the bridge design life within the operating load
Fatigue cumulative damage coefficient.
2.1.20 Ultrasonic hammering ultrasonic hammering
A method of strengthening the surface of a toe to be joined by an ultrasonic device.
2.2 symbols
2.2.1 external force and internal force
N - axial force
M - bending moment
V - Shear
P - Allowable anti - skid bearing capacity of high strength bolts
2.2.2 Stress
2.2.3 Geometric properties
L0 - component length calculated
A - cross-sectional area
I - section moment of inertia
S - area moment
Λ - component slenderness ratio
Xyr, r - the radius of rotation of the member cross section on the XX axis and the YY axis
B - the center distance between the two main girders (or main trusses)
H - the height of the component
B - the width of the component
Fh - foot size
2.2.4 Calculate the coefficient
F - Dynamic coefficient of live load
0 - Anti - slip coefficient of steel surface with high strength bolted
F - friction coefficient of movable bearing
1 
The reduction factor of the axial allowable stress of the center bar
2 - the allowable stress reduction factor of the member only when one main plane is bent
C - allowable stress increase coefficient under member oblique bending
M - Number of anti-skid surfaces at high-strength bolts
K - safety factor
3 material and basic tolerable stress
3.1 basic materials
3.1.1 The basic steel of railway steel bridge should be based on the minimum design temperature to meet the bridge design requirements to meet the chemical composition,
Mechanical properties, process performance and welding performance, and shall comply with the provisions of Table 3.1.1. The minimum design temperature for the bridge site calendar
Year extreme minimum temperature minus 5 ℃.
Table 3.1.1 Basic material of railway bridge
Name Steel Grade Quality grade should meet the standard
Steel beam main structure
Q235q D level
Current "structural steel for bridges" (GB/T 714). In kind
See Appendix A for technical conditions.
When the steel plate is subjected to the tensile force in the thickness direction,
To the performance requirements, in line with the existing national standard (GB/T 5313)
The relevant provisions.
Q345q D, E grade
Q370q D, E grade
Q420q D, E grade
Q500q D, E grade
Bridge auxiliary structure Q235-BZ current "carbon structural steel" (GB/T 700)
Connecting steel Q345C Current "low alloy high strength structural steel" (GB/T 1591)
rivet
BL2 (riveting snail 2)
BL3 (riveting snail 3)
The current "standard parts with carbon steel hot rolled round steel and wire rod"
(GB/T 715)
bolt
Refined bolts
BL2 (riveting snail 2)
BL3 (riveting snail 3)
The current "standard parts with carbon steel hot rolled round steel and wire rod"
(GB/T 715)
Thick bolts
BL2 (riveting snail 2)
BL3 (riveting snail 3)
The current "standard parts with carbon steel hot rolled round steel and wire rod"
(GB/T 715)
High-strength bolts
20MnTiB (20 manganese titanium boron) The current "alloy structural steel" (GB/T 3077)
35VB (35 vanadium boron) Current GB/T 1231 Appendix A
Nuts and washers
35,45
15MnVB (15 manganese vanadium boron)
The current "high-quality carbon structural steel" (GB/T 699)
Castings (bearing the pendulum, hem, rocker,
Seat board, etc.)
ZG230-450Ⅱ (cast steel 230-450 Ⅱ)
ZG270-500Ⅱ (cast steel 270-500 Ⅱ)
The current "general engineering cast carbon steel" (GB/T 11352)
Pin, hinge, roller shaft 35 forged steel "high quality carbon structural steel" (GB/T 699)
Round steel boom 35CrMo current "alloy structural steel" (GB/T 3077)
Note. After the test to obtain a sufficient basis, can also be used in line with the bridge structure requirements of other steel.
3.1.2 high-strength large hexagon head bolts, large hex nuts, washers should comply with the current national standard GB/T 1228 ~ 1231
Provisions.
3.1.3 welding performance should be matched with the substrate, the choice of welding materials, welding process should be based on design requirements through
Evaluation of welding process.
3.1.4 Railway steel bridge welded joints (including weld metal and heat affected zone) according to the lowest design temperature at the bridge site
The value of the impact toughness should not be less than the provisions of Table 3.1.4.
Table 3.1.4 Impact toughness of welded joints
Steel Grade Q345q Q370q Q420q Q500q
Test temperature (° C)
When the minimum design temperature ≥ 10 ℃, take -10 ℃
When -10 ℃> the minimum design temperature ≥ -20 ℃, take -20 ℃
When -20 ℃> the minimum design temperature ≥ -30 ℃, take -30 ℃
When -30 ℃> minimum design temperature ≥ -40 ℃, take -40 ℃
Weld joints of integral joints
Bulk joints perpendicular to the direction of the penetration of the welding butt welding, T-shaped angle
Welding, welding of welded joints
Bulk joints in the direction of the direction of non-penetration of the T-shaped fillet welds, edges and corners welds
Note. When the structure of the fracture performance of special requirements, the impact toughness of welded joints can be specified separately.
3.1.5 The coating material shall comply with the "Railway Steel Bridge Protective Coating and Coating Supply Technical Conditions" (TB/T 1527).
3.1.6 The elasticity of steel shall be determined in accordance with Table 3.1.6.
Table 3.1.6 Steel Elastic Coefficient
Elastic modulus E (MPa) Shear modulus G (MPa) Poisson's ratio ν
2.1 × 105 8.1 × 104 0.3
3.2 Basic allowable stress
3.2.1 The basic tolerable stresses of the steel shall be determined in accordance with Table 3.2.1.
3.2.2 weld basic allowable stress should be the same with the substrate, and should not be greater than the substrate allowable stress.
3.2.3 high strength bolts pre-tension design value should be based on high-strength bolts screw diameter, performance level according to Table 3.2.3
The provisions to determine.
3.2.4 When using anti-slip high-strength bolts, the design slip resistance should be 0.45.
3.2.5 Permissible stresses for rivets and refined bolts shall be determined in accordance with Table 3.2.5.
3.2.6 The total stability of the axial tolerable stress of the control center shall be determined in accordance with the provisions of Table 3.2.6.
3.2.7 The allowable stress amplitude of fatigue for various components or connections shall be determined in accordance with Table 3.2.7-1.
The basic and fatigue tolerances should be in accordance with Table 3.2.7-2.
Table 3.2.1 Basic allowable stresses
Note. 1 column of Q235qD, Q345qD, Q345qE allowable stress is GB/T 714 in the plate thickness t  50mm corresponding to the yield strength, when
T = 50mm, the allowable stress can be adjusted according to the proportion of yield points.
2 roller (rock) and the contact with the plate with different steel, the radial pressure to allow the use of its lower stress.
3 The symbol d in the table is the diameter of the roll, the rock shaft or the hinge shaft, in centimeters.
4 No. 2 directly placed on the deck of the bridge deck of the string bending allowable stress [σw] using [σ].
5 No. 7 Department of contact with the central angle of 2 × 45 ° consideration; conditions can be determined separately.
6 35CrMo only applies to boom.
Table 3.2.3 High Strength Bolt Prestress Design Value (kN)
Thread diameter M22 M24 M27 M30
Performance level 10.9S
Pre-tension design value.200 230 300 370
Note. When the high strength bolts are used for the deck and connection systems within the upper limit of the train building, the pre-tension design value may be appropriately reduced.
Table 3.2.5 Permissible stresses for rivets and refined bolts (MPa)
Note. 1 flat head rivet allowable stress should be reduced by 20%;
2 rivets calculate the diameter of the rivet hole diameter;
3 Refined bolt diameter up to 0.3mm smaller than the bolt diameter;
4 This table applies to BL2, when using BL3, the allowable stress can be increased by 10%.
Table 3.2.6 Axial Permissible Stress Reduction Factor for Center Compression Bar
Table 3.2.7-1 Fatigue tolerances of various components or connections
Fatigue allowable stress amplitude category fatigue allowable stress amplitude [σ0] (MPa) component and connection form
Note. When the bridge design temperature is lower than -40 ℃, the need for the corresponding low-temperature brittle material performance test,
And to the table fatigue fatigue stress to do a corresponding reduction.
Table 3.2.7-2 Component or connection Basic form and fatigue allowable stress amplitude category
Base material of the original rolling surface, side planing edge, surface roughness should not be
Greater than; precision cutting surface roughness should not be greater than; should not be arc on the base metal.
(1) single or double-sided stitching, the first row of bolts without slip;
(2) direct splicing section over 60% of the total cross-sectional area of the double-sided splicing symmetrical joints;
(3) non-transmission of the direction of the calculation of high-strength bolts fastening of the substrate;
4.2 (1) single or double-sided stitching, the first row of bolts by checking the force is greater than the anti-
(2) non-full-face splicing of the components, direct splicing section less than 60% of the total cross-section.
The net cross section of the plug
5 horizontal butt weld penetration (1) the use of submerged arc welding quality should meet the following requirements.
① positioning welding should not have cracks, welding slag, welding and other defects;
② the back of the weld should be removed to affect the welding of welding, slag and welding defects;
③ each layer of welding should be welding slag, remove the defect and then welding the next layer;
④ should be in the end of the rod from the end of 80mm on the lead plate on the Ⅲ truss members and beams in the transverse butt welds
5.1 thick equal width steel plate docking
5.2 equal thickness of different width steel plate docking
(2) weld to strengthen the direction of the high smooth grinding, welding toe Department
Do not stay horizontal wear marks;
(3) welds shall be tested by non-destructive testing, weld quality
Comply with the requirements of Class I welds in Appendix D;
(4) horizontal butt weld should be a continuous welding is completed,
Should not have broken arc, such as the occurrence of arc, arc at the arc should be welded into the weld 1. 5
After the slope and then continue to overlap 50mm after welding;
(5) the same location the number of welding rework should not exceed twice.
5.3 wide and equal width wide steel plate docking
6 longitudinal welds
(1) the use of submerged arc welding, gas shielded welding;
(2) the weld should be continuous;
(3) tension and fatigue control of the rod, the full length of the weld
Ultrasonic testing. The quality of the weld shall comply with Appendix D
Grade Ⅱ weld requirements;
(4) pressure and not subject to fatigue control of the bar, exploration Fan Fan
From the rod end to the site of the bolt hole 1m. Weld quality
Should meet the requirements of Class II welds in Appendix D;
(5) the same location welding repair should not be more than twice.
6 6.1 vertical continuous butt weld (1) weld should be a continuous welding is completed, if special
Situation and stop welding, welding before welding should be at the Department
Reason. With the original preheating temperature and welding process to continue
Welding. Weld surface to smooth the direction of grinding grinding
The whole shall not exceed the irregularities specified in Appendix E.
Injustice
(2) weld should not have more than 0.3mm on both sides of the undercut
Or pores with a diameter greater than or equal to 1 mm. Less than
1mm stomata, no more than 3 per meter, between
Distance should not be less than 20mm;
(3) submerged arc welding should be in the rod from the end of 80mm outside the starting plate, extinguished.
6.2 I-shaped continuous fillet weld (1) weld should be a continuous welding is completed, if special
Situation and stop welding, welding before welding should be at the Department
And the original preheating temperature and welding process
Continue welding;
(2) longitudinal fillet weld bite should not be greater than 0.3mm,
There should be no pores greater than or equal to 1mm in diameter.
Less than 1mm in diameter pores, not more than every meter
In 3, the spacing should not be less than 20mm;
(3) submerged arc welding should be 80mm away from the rod end
Outside the starting board, extinguished.
(2) board
Beam in the abdomen
Plate and cover
The longitudinal of the board
To the weld
(3) box
Shaped parts
Board pair
Take the edge
Fillet welds
(4) box
Shaped parts
In the whole
Node attached
Near change
Deep penetration
Bit of the edge
Fillet welds
6.3
Box-shaped components Corner welds (1) welds should be a continuous welding is completed, if special
Situation and stop welding, welding before welding should be at the Department
And the original preheating temperature and welding process
Continue welding;
(2) a bar has a different depth of penetration, such as the Department of welding
The surface of the same high, then the deep penetration of the weld from the arc should be
On the lead plate other than 80mm from the rod end,
Wrap a layer of weld before the weld should be a stop
The defects at the arc are cleared and the length should not be cleared
Less than 60mm. The depth of the groove changes in the transition zone
The slope should not be greater than 1.10. The last weld should be
In the rod from the end of 80mm outside the starting plate, extinguished;
(3) a bar has a different depth of penetration, such as the Department of groove
The bottom of the same high, then increase the weld from the arc
Rod end 80mm outside the lead plate, the terminal should be grinding
Repair, remove the defects clean. Clear the length of the arc
The degree should not be less than 60mm and make the weld higher
Into a gradient of 1.10 smooth transition to lower welding
Sewn. The first weld should be 80mm from the end of the rod
Outside the board from the extinguished.
6.4 Box members Corner welds intersect with horizontal plate butt welds
6.5 Fracture of Corrugated Welded Welds and Welded Joints
category
Component or connection form diagram quality and other requirements
Fatigue
Xu stress
Category
Check
Parts
7 I-shaped butt weld and fillet weld cross (1) using submerged arc welding;
(2) Welds perpendicular to the direction of force are horizontal by type 5
Butt weld requirements;
(3) Weld seam in the direction of force by type 6 longitudinal welding
Joint requirements.
Ⅴ I-shaped,
T-shaped
Pieces and longitudinal
To stiffen
The vertical of the ribs
To fillet weld
Seam and cover
Plate or abdomen
Board docking
Welding head
The intersection
7.1
The butt welds intersect the fillet welds
7.2 web butt welds intersect with fillet welds
8 horizontal attachment corner welding (1) the use of well-formed manual welding, CO2 gas protection
Welding or semi-automatic welding welding;
(2) there should not be bite at the toe, if not satisfied
The grinding wheel is polished in the direction of force;
(3) against, extinguishing at the repair, strict quality assurance
the amount.
Ⅸ box rod
Parts of the partition
Horizontal connection
Angle welding
8.1 No welds crossed
category
Component or connection form diagram quality and other requirements
Fatigue
Xu stress
Category
Check
Parts
8.2 Attachment with weld cross (1) using a good hand-welding, CO2 gas protection
Welding or semi-automatic welding welding;
(2) there should not be bite at the toe, if not satisfied
The grinding wheel is polished in the direction of force;
(3) in the weld should not cross the arc, strict guarantee
quality.
(1) the end of the weld to the web surface should be smooth transition;
(2) on the starting arc at the arc should be repaired, strictly guaranteed
quality;
(3) in the web side of the tension zone should not have bite;
(4) If necessary, the vertical stiffener end is within 100mm
Hammer at the toe
10 plate beam cover end welding (1) end of the weld should not have bite;
(2) cover the end of the weld grinding smooth transition, slope should not be
Greater than 1. 5;
(3) cover the end of the toe hammer length should not be less than 100mm.
11 flat joint plate (1) groove penetration, both ends of the weld along the direction of force to play
Grinding, so that the arc smooth transition;
(2) the level of the board and board welding, the node board first
Welding, and according to the need to cut the arc, and then double down
Edge, grinding repair. In the cut arc, chamfer, grinding repair,
The weld defects should be cleaned;
(3) in the weld at both ends of the length of 100mm and welding
Seam end hammer;
(4) 1 r ≥ 100 mm;
(1) single-sided groove edge weld quality requirements by 6.3;
(2) arc should be along the direction of grinding, and from the arc
The end of the outside polished, polished length E is not less than 100mm,
13.1 welding toe should not have bite, crack, forming should be good, and
 4
, Where h is the nail, d is the nail diameter.
Ⅻ combined beam
Pull the wing
The edge of the pass
Cut pegs
At the toe
Base metal
13.2
XIIVII
Peg
Pull stress,
Peeling
Cross section
Shear stress
14 cross-wing and the main truss of the overall cross-shaped weld penetration w2 ≥ 2w1, l1 = w2-w1, the expansion of the use of arc
Crossing. The beam plate is reserved for 50mm straight segments. Arc part
Bit with precision cutting, surface processing roughness,
Smooth the direction of grinding.
Cross the surface of the weld in accordance with the process of ultrasonic hammering
Face to take welding
Seam root
Close to the cross
Beam side
The theory
Widening
15 Orthotropic steel bridge panels
category
Component or connection form diagram quality and other requirements
Fatigue
Xu stress
Category
Check
Parts
15.1 The overall deck and the main truss are not equal butt
Welding toe should not have bite, crack, forming should be good Ⅻ bridge cross
To the audit
Cross section take
Variable cross section
At the sheet
15.2 U-ribbed embedded section of the steel pad assembly gap is not greater than 0.5mm, when welding is not
The solder droplets should be drained onto the outer base of the weld.
Ⅺ U rib top
Plate welds
15.3
U ribs and bridge deck welding
Part of the penetration through the groove welding, penetration depth should not be less than 75%
The thickness of the ribs should not be less than the thickness of the ribs. weld
Seam through the diaphragm when the hole is not set
Ⅺ two divisions
Between the plates
Of the U-ribs
Weld and
With the interval
Board intersect
Of the weld
1.
category
Component or connection form diagram quality and other requirements
Fatigue
Xu stress
Category
Check
Parts
15.4
U ribs and bridge deck welding
Part of the penetration through the groove welding, penetration depth ≥ 75% of the floor thickness
Degree, welding throat height a ≥ rib thickness. The weld passes through the diaphragm
When the hole was set
¨ U ribs and
Diaphragm
intersecting
Weld 1.
15.5
U ribs and beam web welding
Welding toe should not have bite, crack, weld arc from the arc
Forming should be good
Ⅺ Ⅴ due to beam
Web surface
Outer deformation
Function, welding
Seam edge
At the office. U-ribs
In the web
In-plane
Hollowed out
Relatively vertical
To change,
Digging round
Arc
15.6
Bridge plate cross - butt welding plus web fillet weld
Beam (rib) web
Bridge deck
Hammer toe
Hammer toe
Main truss
30mm
30mm
In the area of the hole, the hole along the direction of the arrow grinding evenly
And weld in the range of 30mm on the end of the weld end of the web
Toe for ultrasonic hammering
XII bridge deck
With the whole
Node pair
Weld seam
category
Component or connection form diagram quality and other requirements
Fatigue
Xu stress
Category
Check
Parts
15.7
Bridge plate and the main trusses are not equal to the thick butt welding
The main truss side groove welding depth can be cross docking bridge panel
Thickness of 1.25 times
X bridge deck
With the whole
Node pair
Weld seam
15.8
Bolt joint
The bridge deck is welded with single - sided welding double - sided forming
Art, after welding on the top of the weld welding along the weld 45 ° direction
Fork polished smooth, polished parts of the polished smooth
Ⅺ site right
Welding
15.9 bridge board surface docking with the use of horse board weld
Bridge deck welding site using horse board positioning, after welding
Remove the horse board, the surface welding high along the weld 45 ° side
To cross the polished smooth
Ⅶ bridge deck
Site right
Then the horse
Plate removal
Flattened
category
Component or connection form diagram quality and other requirements
Fatigue
Xu stress
Category
Check
Parts
16 bridge deck and the whole node perpendicular to the intersection of welding structure
Bridge deck
1/2 box bar
Overall node
Fill welding
Fill welding
Overall node
1/2 box bar
Bridge deck
The groove welds at both ends of the vertical cross weld should not be laid
Straight welding, by more than 5mm radius of the arc groove over
Crossing. When the groove radius of 5mm when the groove indicates such as
under.
Welding process requires special design, strict control of line energy,
Multiple welding. After welding on the upper and lower surface polished smooth, fill
Welding seam and the surrounding surface of the ultrasonic full hammer treatment.
(1 box
Shaped parts
Upper cover
With web
Vertical angle
Welds
(2) down
Straight cross
Welds
17 cable anchor structure
(1) weld end polished, respectively, on the vertical plate and anchor plate
Side welding toe ultrasonic hammer treatment, the end of the weld bar
Side hammer treatment
(2) the ratio of the width of the anchor plate to the anchor plate shall be greater than 0.65
The width and height ratio of the anchor plate shall be less than 1.65
Ⅺ V anchor plate
With risers
Weld end
Department 2
category
Component or connection form diagram quality and other requirements
Fatigue
Xu stress
Category
Check
Parts
18 solid round steel boom joint thread structure
(1) solid round steel boom material for the 35CrMo
Round steel
(2) round steel billet and finished rod compression ratio (forging)
Ratio) should not be less than 6
(3) The thread of the joint should be trapezoidal thread (Tr
D × P), the thread with the accuracy of GB/T 5796.4
8H/7e requirements
(4) thread surface roughness should not be large
The surface roughness of the stem shall not be greater than.
The outer thread end part and the rod body arc smooth transition, too
Crossing length should not be less than rod diameter d. T-shaped thread
Teeth and the crest should be smooth transition. Boom internal thread
The orifice should be chamfered
(5) the diameter of the boom thread part should be greater than the rod straight
Diameter, and the diameter of the thread portion is different from the rod diameter ratio D/d
Should be less than 1.26, thread length and diameter ratio l/D
Should not be less than 1.21
IV end screw
Pattern 3,
Note. 1 can be used to calculate the stress amplitude caused by the bending of the plate.
2 Here is the shear stress check.
3 Calculate the nominal size of the shaft section.
3.2.8 The allowable stress enhancement factor for various combinations of external forces shall be determined in accordance with Table 3.2.8.
Table 3.2.8 Coefficient of increase in allowable stress for various combinations of external forces
No. external force combination to improve the coefficient
1 main force 1.00
2 main force additional 1.30
3 main surface in the sub-stress (or outside the sub-stress) 1.20
4 main surface in the sub-stress surface sub-stress 1.40
5 main force in the sub-stress (or outside the sub-stress) braking force (or wind) 1.45
6 main force 1.5
7 steel beam installation
Dead load construction load 1.20
Dead load construction load wind 1.40
Dead load construction load wind surface in the secondary stress (or outside the sub-stress) 1.50
Note. 1 sub-stress in the table refers to the sub-stress caused by the rigidity of the joints in the main truss bar.
4 internal force calculation
4.1 Principle of internal force calculation
4.1.1 The internal force of structural members shall be determined according to the elastic force stage. The deformation shall be calculated according to the gross cross section of the rod
The impact of the (nail) hole weakened.
4.1.2 To simplify the calculation, the bridge cross structure can be divided into several plane systems were calculated, but should consider the various flat
Surface system and the interaction between the interaction.
4.1.3 Plate truss composite structure should consider the steel bridge panel and the main beam beam sunshine temperature changes are not synchronized.
4.2 Strength and stability calculation
4.2.1 The strength of structural members shall be calculated in accordance with the formula specified in Table 4.2.1.
Table 4.2.1 Strength calculation formula
Calculate stress
kind of
Component force calculation formula formula number
The center is pulled by []
N (4.2.1-1)
Be bent in a main plane [] w
  (4.2.1-2)
Pressed or stretched and bent or in a main plane
Equivalent to the eccentric compression and eccentric tension
NM []
AW
   (4.2.1-3)
Oblique bend [] xy
Xy
MMC
WW
  
(4.2.1-4)
Compressed or stretched and obliquely bent or equivalent
Heart compression and eccentric tension
(Xy) 1 []
Xy
NMM
AWWC
   
(4.2.1-5)
Shear stress by bending max []
VS C
I   
 
(4.2.1-6)
Conversion
stress
Be bent
Pressed or stretched and bent
 2  3 2 1.1 [] (4.2.1-7)
Note. N, M, V in the table - Calculation of axial force (MN), bending moment (MN · m), shear force (MN) on the check cross section;
A - the calculated area on the cross section (m2), the rod is the net cross-sectional area, the bar is the gross cross-sectional area;
Im - hair section moment of inertia (m4);
W, Wx, Wy - Calculate the cross section resistance moment (m3) at the cross section of the spindle, and check that the tensioned flange is the net cross section resistance moment;
For the cross section of the resistance moment, for the simplified meter, can be calculated according to the gross axis of the shaft axis;
Δ - web thickness (m);
S - the center axis of the gross axis above the neutral axis (m3);
Σ - the normal stress (MPa) calculated by the cross section calculation by the calculated cross section;
Τ - shear stress (MPa) at section inspection;
C - the allowable stress increase coefficient under oblique bending can be calculated as follows.
C = 1 0.3 ×
≤1.15
 m1,  m2 - the larger and smaller combined stresses produced by the bending moments Mx, My;
C ?? - shear stress distribution is not uniform Allowable stress increase coefficient can be calculated according to the following formula;
When 1.25, 1.0
Max    
C;
When 1.50, 1.25
Max    
Max
Is the middle value, Cτ is calculated on a straight line scale,
 V 0
H - full height of the web (m).
4.2.2 The total stability of the structural members shall be calculated in accordance with the formula specified in Table 4.2.2.
Table 4.2.2 Calculation of total stability
Calculate stress
kind of
Component force calculation formula formula number
Center compression 1 []
 sit 
(4.2.2-1)
In a main plane by bending 2 []
 sit 
(4.2.2-2)
Compressed and bent or in a main plane
This considerable eccentric compression
[]
Mm
NM
AW
 
 
  
(4.2.2-3)
Note. 1 For welded T-shaped press bars connected only by flange plates, the stability shall be calculated by eccentric compression bars, and the allowable stress reduction in the formula
The coefficient φ1 can be used to weld the value of the box-shaped cross-
2 Table N - Calculate the axial force (MN);
M - the maximum calculated bending moment (MN · m) in the middle 1/3 of the component;
Am - hair cross - sectional area (m2);
Wm - resistance to hair cross section (m3);
Φ1 - the allowable stress reduction factor of the center compression bar, according to the steel, the cross-sectional shape and the balance of the calculation according to Table 3.2.6
use;
Φ2 - the allowable stress reduction factor when the member is bent only in one principal plane (if the bending rod is used, it can be determined by N = 0
Φ2), in the absence of further analysis can be calculated in accordance with the provisions of Figure 4.2.2-4 components of the conversion of long thin  e, and according to  e = 
From the specification table 3.2.6 check the corresponding φ1, used as φ2;
Eh
    0 (4.2.2-4)
Α - coefficient, welding rod take 1.8, riveting rod take 2.0;
L0 - component compression flange (due to bending moment and pressure) on the weak axis of the calculated length;
Γx, γy - the radius of gyration of the member cross section to the xx axis (strong axis) and the yy axis (weak axis) (see Figure 4.2.2);
H - see Figure 4.2.2.
For the following circumstances, take φ2 = 1;
(1) box section section bar;
(2) any section of the bar, when the calculated instability plane and the moment of action consistent with the moment.
Μ1 - consider the bending moment due to component compression and increase the cited value;
When á 0.15 1 [], take 1  1.0
M EAm
N n
0.15 1 [] 1 1
   Take   
Λ - the aspect ratio of the member in the plane of the moment of action;
E - elastic modulus (MPa);
N1 - pressure bar to allow the stress safety factor, the main combination of 1.7, [σ] should be used according to the main combination; the main plus additional force combination of 1.4, [σ]
Should be combined with the main plus additional force.
Yy
Xx
(A) (b)
Figure 4.2.2 H-shaped bar and I-beam diagram
4.3 Fatigue calculation
4.3.1 Fatigue checks shall be carried out for structural members or connections where repeated loads are subjected to dynamic loads. Fatigue combinations include design
Load in the load plus live load (including the impact force, centrifugal force, but does not consider the live load development factor). Train vertical live
Contains the vertical static load of the train by the operating power factor (l + f ). The operating power factor can be calculated as follows.
F  L
  
1  1 18 (4.3.1)
Where L - bridge span (m), to withstand the local load bar effect of the line length;
F 
Dynamic coefficient of live load.
4.3.2 Multi-line railway bridge main truss (or main beam) components (except for Article 4.3.3) When calculating fatigue, the fatigue load may
First-line loading, acting on the most unfavorable position in the horizontal direction, and multiplying the multi-line coefficient dr, the multi-line coefficient dr should be consistent with Table 4.3.2
Provisions.
Table 4.3.2-1 Double beam coefficient of beam g 
Train type
Number of lines
Passenger and cargo collinear/high speed/intercity railway train heavy rail train
Two lines
Δ1/δ2 δ1/δ2
2/5 3/7 4/8 5/9 3/5 2/5 3/7 4/8 5/9 3/5
1.12 1.13 1.16 1.19 1.21 1.21 1.23 1.27 1.31 1.34
Note. δ1/δ2 for the first line load, according to the principle of leverage, two main truss (or main beam) to bear the load ratio.
Table 4.3.2-2 Multi-line coefficient of steel girders d 
Train type
Number of lines
Passenger and cargo collinear/high speed/intercity railway train heavy rail train
Third line 1.80 ~ 1.90 ① 2.26
Four lines 2.15 ~ 2.30 ① 2.85
Six lines
N/N ②
2.75 2.60 2.80 2.90 3.05
Note. ① the lower limit for all high-speed/inter-city railway, the upper limit for all passenger and freight line, the middle part can be inserted.
② n for the bridge passenger and freight line line number, N for the total number of lines on the bridge.
4.3.3 The beams of the double-track railway bridge and the main shaft of the connecting beam shall be the maximum live load of the first line and the other line shall be
Loaded load in the load d......

Related PDF sample:   GB 50982-2014  TB 10415-2003
   
 
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