Design Data 230kv Louang Prabang

Design Datafor Transmission Line Tower

EDL-Laos 230kV Louang Prabang

DESCRIPTION PAGE

1. APPLICABLE STANDARDS 2

2. DESIGN CONDITIONS 3 - 5

3. DESIGN CRITERIA 6 - 8

ANNEX 1 DIMENSION AND SECTION PROPERTIES FOR DESIGN 9

ANNEX 2 ULTIMATE CAPACITIES OF TENSION MEMBERS 10 - 11

ANNEX 3 ULTIMATE CAPACITIES OF CONNECTION BOLTS 12 - 13

C O N T E N T S

- 1 - EDL-Laos 230kV Louang Prabang

1. APPLICABLE STANDARDS

The following Standards are to be applied on the design of transmission line towers.

<Angles>JIS G3101 SS400 Rolled steels for general structure (Mild Steel)JIS G3101 SS540 Rolled steels for general structure (High Tensile Steel)

<Plates>JIS G3101 SS400 Rolled steels for general structure (Mild Steel Plate)ASTM A572 Gr50 High-Strength Low-Alloy Columbium-Vanadium Structural

Steel (High Tensile Steel Plate)

<Nuts and Bolts>JIS B1051 Gr 5.8 Mechanical properties for steel bolts and screwsJIS B1051 Gr 6.8 Mechanical properties for steel bolts and screws (High Tensile)JIS B1052 Gr 5 Mechanical properties of steel nutsJIS B1052 Gr 6 Mechanical properties of steel nuts (High Tensile)

<Loading, stress analysis and allowable stress>ANSI/ASCE 10-97 Design of latticed steel transmission structures

- 2 - EDL-115kV Xekamane3 - Xekong - Salavan

2. DESIGN CONDITIONS

2-1. TYPES OF TOWERTower Family

The following type of towers to be designed under this project.

2-2. EXTENSION OF TOWER

Body extensions and leg extensions applied are as follows.

2-3. FACTOR OF SAFETY

Load Factor (γ)1.151.00

Strength Factor (φ)0.92 1.090.79 1.27

Extrem wind LoadingOther Loading

Suspension towerTension / Deadend tower

Suspension 0 - 1 430 440 550

Long Span Suspension 0 - 1 430 650 1300

Tension 0 - 15 430 440 550

Tension 0 - 30 430 440 550

Tension 0 - 60 430 440 550

Tension 0 - 90 430 440 550

Deadend 0+Deadend 430 220 300

Deadend 0 - 45 430 330 450

Transposition 0 - 1 430 440 550DT

Ruling Span (m)

Wind Span(m)

Weight Span(m)

DD

DE

DDE

DA

LDA

DB

DC

Type of TowerApplication for

Range of horizontal

angle deviation (degrees)

Double Circuit

3m 4m 5m 6m 7m 8m 9m

X X X X X X X

X X X X X X X

X X X X X X X

X X X X X X X

X X X X X X X

X X X X X X X

X X X X X X X

X X X X X X X

X X X X X X XT

Body Extensions Leg Extensions

7m

DD

DE

DDE

DA

LDA

DB

DC

Type of Tower

Double Circuit

X

X

X

X

X

X

X

X

X


2-4. PARTICULARS OF POWER CONDUCTORS

Particulars of conductors and earth wire applied to the tower design are as follows.

2-5. PARTICULARS OF INSULATOR SETS

Particulars of insulator sets applied to the tower design are as follows.

2-6. CONDUCTOR AND EARTHWIRE SPACING AND CLEARANCE

Conductor and earthwire spacing and clearance are as follows.

mm2 1272 MCM 50 50

- ACSR/GA GSW -

AL 42x4.42 - -

ST 7x2.46 7x3.048 -

mm 33.91 9.144 ≥10.50

mm2 677.77 51.05 50.00

kg/m 2.040 0.406 0.350

kg 14,050 4,900 ≥4,900

Weight

Ultimate strength

Diameter

Area

Stranding

OPGW(24Cores)

Nominal size

Material

Description Unit Conductor GSW

Number Length of string Arcing horn gapof insulator mm mm

Double 2x16 2992 1752

Single 16 2842 1752

Double 2x17 3692 1862

Single 17 3242 1862 Tension Insulator string

Kind of insulator string

Suspension Insulator string

Swing angle of insulator string sets Minimum Clearance

Minimum clearance

2362 mm.

800 mm.

800 mm.

5°

Minimum vertical clearances (m)

10.00

8.40

8.40

11.50

5.20

3.50

4.30

5.80

Power lines 115 kV

Maximum shielding angle to outer phase conductor

Telecomemunication kines

Power lines 230 kV

Cultivated areas, ground accessible by vehicles

Ground accessible to pedestrians only

Crossing navigable river (above maximum water surface)

Distribution lines 33 kV and shield wires

a) From still air to 13° swing of insulator set

b) From 13° to 33° swing of insulator set

c) From 33° to 43° swing of insulator set

Streets/highways


2-7. LOADING CASES

The recommended loading, in tower design, are described as follows :

(1) Extreme Wind Loading ( 90° Transverse - 60° Angular - 45° Angular - 0° Longitudinal ) All wires intact at 25° c, final wire tension. Wind pressure of 115 kg / m2act on shield wires,

95 kg / m2 on conductors, 385 kg / m2 on tower andinsulators. Wind blowing are in any direction, i.e. 90°, 60°, 45°, 0° to line.

(2) Failure Containment Loading All wires intact at 25° c, final wire tension. Wind pressure of 76 kg / m2act on shield wires,

63 kg / m2 on conductors, 250 kg / m2 on tower andinsulators. Wind blowing are perpendicular to line.

additional unbalanced longitudinal loadsact on any wire attachment points, depending on the type of towers, asSuspension Tower : Unbalanced longitudinal loads equal to 100% of thetension in the shield wire or 70 % of the tension

in the conductor act onany one attachment point.Tension / Deadend Tower : Unbalanced longitudinal loads equal to100% of the tension in the shield wire and the conductor

act on twoattachment points of shield wire, or any two attachment points ofconductor, or combination of any one attachment point of shield wireand conductor.

(3) Construction and Maintenance LoadingAll wires intact at 4° c, initial wire tension. Wind pressure of 25 kg / m2 act on shield wires, 20 kg / m2 on conductors, 77 kg / m2 on tower and insulators. Wind blowing are perpendicular to line.

additional vertical and unbalanced longitudinal loads act onany wire attachment points, depending on the type of towers, as indicatedbelow :

Suspension Tower : 100 % of vertical load and and 50 % of wire tension.Tension / Deadend Tower : 150 % of vertical load and 100 % of wiretension.

(4) High Intensity Loading ( Severe Wind : 90° Transverse - 45° Angular - 0°Longitudinal ) All wires intact at 25° c, final wire tension.Wind pressure of 825 kg / m2 act on tower and insulators, with no wind

on shield wires and conductors. Wind blowing are in any direction, i.e. 90°, 45°,0° to line.

(5) Uplift Loads For all tension / deadend towers : Normal vertical loads (additional verticalloads will be irrelevant), in all loading cases,

act upwards.

Tower design shall be performed according to ASCE Manuals and Reports onEngineering Practice No.52 “Guide for Design of Steel Transmission Towers”, unless otherwise specified.


3. DESIGN CRITERIA

The structural members and connection bolts are to be determined in accordance with ASCE standardDesign of latticed steel transmission structures (ASCE 10-97)The section properties of angle members applied to the tower design are stated in ANNEX 1.

3-1. MATERIALS

The qualities of material for angle members, plates, the grades of bolts and nuts are as follows.

ANGLE MEMBERS JIS G3101 SS400 and SS540PLATES JIS G3101 SS400 and ASTM A572 Gr.50BOLTS JIS B1051 Gr. 5.8 and 6.8NUTS JIS B1052 Gr. 5 and 6

The minimum tensile strength and yield stress of members using tower design are as follows.

Fu FyN/mm2 N/mm2

SS400 t≦16 400 245ANGLE MEMBERS SS400 16< t ≦40 400 235

SS540 t ≦16 540 400SS540 16< t ≦40 540 390SS400 t≦16 400 245

PLATES SS400 16< t ≦40 400 235A572 Gr.50 450 345

Gr. 5.8 520 420Gr. 6.8 600 480

where Fy: Specified minimum yield stressFu: Specified minimum tensile strength

3-2. MINIMUM THICKNESS AND SIZE OF MEMBERS AND BOLTS

Minimum size and thickness of members and minimum size of bolts are as follows.

Leg, stub and main compression members in crossarms, mm 6mmAll members having computed stresses,mm 5mmSecondary members without computed stresses, mm 4mmGusset plates, mm 4.5mmEqual angle section, mm L40x40x4The length of any structural member shall not exceed 11mMinimum number for members carrying calculated stress stresses 2Minimum number for secondary members without calculated stress 1Minimum bolt diameter for members carrying calculated stress stresses 16mmMinimum bolt diameter for secondary members without calculated stress 16mm

GRADE

BOLTS

MATERIALS


3-3. LIMIT OF EFFECTIVE SLENDERNESS RATIO

Limiting slenderness ratio of unsupported length of steel members to their least radius of gyration is to be as follows.

Main members in the crossarm in compression and legsOther compression members carrying Computed stressesRedundant members or members carrying nominal stressesBracing loaded in tension only

3-4. UNIT STRESS

Unit stress used in tower design are calculated as follows.

Compression Fc = 1.00 Fy Tension Ft = 1.00 Fy *1 *1: In case of angles connected by one leg : Ft=0.9Fy Bending Fb = 1.00 Fy Shearing Fs = 0.62 Fu Bearing Fp = 1.5 Fu

3-5. COMPRESSIVE STRENGTH OF TOWER MEMBER

Compressive strength of tower members is calculated in accordance with ASCE 10-97

3-6. CAPACITIES OF TENSION MEMBER

In calculating net sectional area of a member , the diameter of bolt shall be assumed as 3.0mmlarger than the nominal bolt diameter.The Ultimate capacities of tension members to be applied to the tower design are stated in ANNEX 2.

3-7. DESIGN OF CONNECTION BOLTS

Connection bolts are to be designed in specified allowable stress and numbers of bolts.The Capacities of connection bolts to be applied to tower design are stated in ANNEX 3.

3-8. REDUNDANT MEMBERS

Redundant members which support main members for restraining buckling shall have capable size for supporting an axial tensile and compressive load of 2.0% the maximum computed compressiveload on the main leg.

3-9. MAN LOADS

Tower members which have an inclination of less than 15 degrees to horizontal should be capable of withstanding a point load of 150 kg at any point on the member.

3-10. METHOD OF ANALYSIS

The member stresses and foundation reactions of the tower are to be calculated for all loading casesby three dimensional computer program.

120200250375


3-11. BOLTS AND NUTS

The members shall be secured by means of bolts, nuts and spring lock washers.Spring lock washer shall conform to JIS G3506 and B1251.

a) Grade of boltsGrade for each diameter of bolts are as follows

GradeJIS B1051 Gr. 5.8JIS B1051 Gr. 6.8JIS B1051 Gr. 6.8

b) Bolt grip tableRefer to EDL GMP-TL-111 001 "BOLT , NUT AND SPRING WASHER SPECIFICATION.

3-12. BOLT SPACING AND EDGE DISTANCE

a) Bolt spacingBolt spacing of the tower members are as follows.

Minimum spacing is 2.5d.Maximum spacing is 10d d=nominal diameter of bolts

b) Edge distanceEdge distance "E" from the center of a hole to edge of the member shall not be less thanthe minimum edge distance Emin.

For a rolled edge Emin = 1.3dFor a sheared edge Emin = 1.5d d=nominal diameter of bolts

Bolt spacing and edge distance of each diameter of bolt are as follows.

Diameter (mm)M16M20M24

Minimum Maximum Rolled edge Sheared edge

16 40 160 21 24

20 50 200 26 30

24 60 240 32 36

Bolt Diameter

Bolt spacing (mm) Minimum edge distance (mm)


ANNEX 1

DIMENSION AND SECTION PROPERTIES FOR DESIGN

DIMENSION SECTIONALAREA

CALCULA-TED WT

CENTER OFGRAVITY MOMENT OF INERTIA RADIUS OF GYRATION

MODULUS OF

SECTIONw/t LIMIT

A=B t r A W Cx=Cy Ix=Iy Iv ix=iy iv Sx=Sy w/tmm mm mm cm2 kg/m cm cm4 cm4 cm cm cm3

40 4 4.5 3.080 2.42 1.12 4.47 1.85 1.21 0.780 1.55 7.8840 5 4.5 3.755 2.95 1.17 5.42 2.25 1.20 0.774 1.91 6.1045 4 6.5 3.492 2.74 1.24 6.50 2.70 1.36 0.880 2.00 8.6350 4 6.5 3.892 3.06 1.37 9.06 3.76 1.53 0.983 2.49 9.8845 5 6.5 4.302 3.38 1.28 7.91 3.29 1.36 0.874 2.46 6.7060 4 6.5 4.692 3.68 1.61 16.0 6.62 1.85 1.19 3.66 12.3850 5 6.5 4.802 3.77 1.41 11.1 4.58 1.52 0.976 3.08 7.7050 6 6.5 5.644 4.43 1.44 12.6 5.23 1.50 0.963 3.55 6.2560 5 6.5 5.802 4.55 1.66 19.6 8.09 1.84 1.18 4.52 9.7065 5 8.5 6.367 5.00 1.77 25.3 10.5 1.99 1.28 5.35 10.3060 6 6.5 6.892 5.41 1.70 23.0 9.51 1.83 1.17 5.36 7.9265 6 8.5 7.527 5.91 1.81 29.4 12.2 1.98 1.27 6.26 8.4270 6 8.5 8.127 6.38 1.93 37.1 15.3 2.14 1.37 7.33 9.2575 6 8.5 8.727 6.85 2.06 46.1 19.0 2.30 1.48 8.47 10.0880 6 8.5 9.327 7.32 2.18 56.4 23.2 2.46 1.58 9.70 10.9290 6 10 10.55 8.28 2.42 80.7 33.4 2.77 1.78 12.3 12.3390 7 10 12.22 9.59 2.46 93.0 38.3 2.76 1.77 14.2 10.43

100 7 10 13.62 10.7 2.71 129 53.2 3.08 1.98 17.7 11.86100 8 10 15.42 12.1 2.75 145 59.4 3.06 1.96 19.9 10.2590 10 10 17.00 13.3 2.57 125 51.7 2.71 1.74 19.5 7.00

120 8 12 18.76 14.7 3.24 258 106 3.71 2.38 29.5 12.50100 10 10 19.00 14.9 2.82 175 72.0 3.04 1.95 24.4 8.00130 9 12 22.74 17.9 3.53 366 150 4.01 2.57 38.7 12.11130 12 12 29.76 23.4 3.64 467 192 3.96 2.54 49.9 8.83150 11 14 32.00 25.1 4.10 684 281 4.62 2.96 62.8 11.36150 12 14 34.77 27.3 4.14 740 304 4.61 2.96 68.1 10.33175 12 15 40.52 31.8 4.73 1170 480 5.38 3.44 91.8 12.33150 15 14 42.74 33.6 4.24 888 365 4.56 2.92 82.6 8.07175 15 15 50.21 39.4 4.85 1440 589 5.35 3.42 114 9.67200 15 17 57.75 45.3 5.46 2180 891 6.14 3.93 150 11.20200 20 17 76.00 59.7 5.67 2820 1160 6.09 3.90 197 8.15200 25 17 93.75 73.6 5.86 3420 1410 6.04 3.88 242 6.32250 25 24 119.4 93.7 7.10 6950 2860 7.63 4.90 388 8.04250 35 24 162.6 128 7.45 9110 3790 7.49 4.83 519 5.46

NOTES;For the symbols shown in the above table, refer to the below figure.

A ixC

x

B

Cy iy

t

r

t

V

VU

UYY

XX iu

iuiv


ANNEX 2

ULTIMATE CAPACITIES OF TENSION MEMBERS

FOR MEMBERS CONNECTED BY ONE LEG (UNIT: kN)DIAMETER OF

BOLT (mm) 16 20 24NOS. OF

DEDUCTED HOLE 1 2 1 2 1 2

STANDARDS ANDSTEEL GRADES

JISSS400

JISSS540

JISSS400

JISSS540

JISSS400

JISSS540

JISSS400

JISSS540

JISSS400

JISSS540

JISSS400

JISSS540

L 40 × 4 51.20 83.50 34.40 56.20 - - - - - - - -L 40 × 5 61.90 101.00 40.90 66.80 - - - - - - - -L 45 × 4 60.20 98.40 43.50 71.00 - - - - - - - -L 50 × 4 69.10 112.80 52.30 85.40 - - - - - - - -L 45 × 5 73.90 120.70 53.00 86.50 - - - - - - - -L 60 × 4 86.70 141.60 69.90 114.20 83.20 135.80 62.90 102.70 - - - -L 50 × 5 84.90 138.70 64.00 104.50 - - - - - - - -L 50 × 6 99.30 162.10 74.20 121.10 - - - - - - - -L 60 × 5 107.00 174.70 86.00 140.50 102.60 167.50 77.20 126.10 - - - -L 65 × 5 119.40 195.00 98.50 160.80 115.00 187.80 89.70 146.40 110.60 180.60 80.90 132.00L 65 × 6 140.80 229.90 115.70 188.90 135.50 221.30 105.10 171.60 130.20 212.70 94.50 154.30L 70 × 6 154.10 251.50 128.90 210.50 148.80 242.90 118.30 193.20 143.50 234.30 107.80 175.90L 75 × 6 167.30 273.10 142.20 232.10 162.00 264.50 131.60 214.80 156.70 255.90 121.00 197.50L 80 × 6 180.50 294.70 155.40 253.70 175.20 286.10 144.80 236.40 169.90 277.50 134.20 219.10L 90 × 6 207.50 338.80 182.40 297.70 202.20 330.10 171.80 280.40 196.90 321.50 161.20 263.20L 90 × 7 240.10 392.00 210.80 344.20 234.00 382.00 198.50 324.00 227.80 371.90 186.10 303.80L 100 × 7 271.00 442.40 241.70 394.60 264.80 432.40 229.30 374.40 258.60 422.30 217.00 354.20L 100 × 8 306.50 500.40 273.00 445.70 299.40 488.90 258.90 422.60 292.40 477.40 244.80 399.60L 90 × 10 333.00 543.60 291.10 475.20 324.10 529.20 273.40 446.40 315.30 514.80 255.80 417.60L 120 × 8 380.10 620.60 346.60 565.90 373.10 609.10 332.50 542.90 366.00 597.60 318.40 519.80

L 100 × 10 377.10 615.60 335.20 547.20 368.20 601.20 317.50 518.40 359.40 586.80 299.90 489.60L 130 × 9 463.70 757.10 426.00 695.50 455.80 744.10 410.10 669.60 447.80 731.20 394.30 643.70

L 130 × 12 605.90 989.30 555.70 907.20 595.40 972.00 534.50 872.60 584.80 954.70 513.30 838.10L 150 × 12 716.40 1169.60 666.10 1087.60 705.80 1152.40 645.00 1053.00 695.20 1135.10 623.80 1018.40L 175 × 12 843.20 1376.60 792.90 1294.60 832.60 1359.40 771.80 1260.00 822.00 1342.10 750.60 1225.40L 150 × 15 879.60 1436.00 816.70 1333.40 866.30 1414.40 790.30 1290.20 853.10 1392.80 763.80 1247.00L 175 × 15 1044.30 1705.00 981.40 1602.40 1031.10 1683.40 955.00 1559.20 1017.80 1661.80 928.50 1516.00L 200 × 15 1210.50 1976.40 1147.70 1873.80 1197.30 1954.80 1121.20 1830.60 1184.10 1933.20 1094.80 1787.40L 200 × 20 1527.00 2534.20 1446.70 2400.80 1510.10 2506.10 1412.80 2344.70 1493.20 2478.10 1379.00 2288.50L 200 × 25 1882.40 3123.90 1781.90 2957.20 1861.20 3088.80 1739.60 2887.00 1840.10 3053.70 1697.30 2816.80L 250 × 25 2424.80 4024.20 2324.40 3857.50 2403.70 3989.10 2282.10 3787.30 2382.50 3954.00 2239.80 3717.10L 250 × 35 3298.30 5473.80 3157.70 5240.40 3268.70 5424.70 3098.50 5142.20 3239.10 5375.60 3039.30 5043.90

Notes;1 Minimum Yield Stress, Fy

JIS G3101 SS400 Fy = 245 N/mm2(t ≦16) , Fy = 235 N/mm2(16< t ≦40) JIS G3101 SS540 Fy = 400 N/mm2(t ≦16) , Fy = 390 N/mm2(16< t ≦40)

2 Minimum Tensile Strength, Ft For members connected by both legs Ft = Fy For members connected by single leg Ft =0.9 x Fy

3 Net Sections are calculated as follows. Net Section = Gross Area - N x D x t Where; N : The numbers of deducted holes

D : The diameter of holes given by the nominal diameter of bolts + the clearance of bolts(3.0mm for M16 , M20 and M24 bolts)t : Thickness of members

4 For Gross Area , Refer to ANNEX 1


ANNEX 2

ULTIMATE CAPACITIES OF TENSION MEMBERS

FOR MEMBERS CONNECTED BY BOTH LEGS (UNIT: kN)DIAMETER OF

BOLT (MM) 16 20 24NOS. OF

DEDUCTED HOLE 2 3 2 3 2 3

STANDARDS ANDSTEEL GRADES

JISSS400

JISSS540

JISSS400

JISSS540

JISSS400

JISSS540

JISSS400

JISSS540

JISSS400

JISSS540

JISSS400

JISSS540

L 40 × 4 - - - - - - - - - - - -L 40 × 5 - - - - - - - - - - - -L 45 × 4 - - - - - - - - - - - -L 50 × 4 - - - - - - - - - - - -L 45 × 5 - - - - - - - - - - - -L 60 × 4 - - - - - - - - - - - -L 50 × 5 - - - - - - - - - - - -L 50 × 6 - - - - - - - - - - - -L 60 × 5 95.60 156.10 72.30 118.10 85.80 140.10 57.60 94.10 - - - -L 65 × 5 109.40 178.70 86.20 140.70 99.60 162.70 71.50 116.70 89.80 146.70 56.80 92.70L 65 × 6 128.60 209.90 100.60 164.30 116.80 190.70 83.00 135.50 105.00 171.50 65.30 106.70L 70 × 6 143.30 233.90 115.30 188.30 131.50 214.70 97.70 159.50 119.70 195.50 80.00 130.70L 75 × 6 158.00 257.90 130.00 212.30 146.20 238.70 112.40 183.50 134.40 219.50 94.70 154.70L 80 × 6 172.70 281.90 144.70 236.30 160.90 262.70 127.10 207.50 149.10 243.50 109.40 178.70L 90 × 6 202.60 330.80 174.70 285.20 190.90 311.60 157.00 256.40 179.10 292.40 139.40 227.60L 90 × 7 234.20 382.40 201.60 329.20 220.50 360.00 181.10 295.60 206.80 337.60 160.50 262.00L 100 × 7 268.50 438.40 235.90 385.20 254.80 416.00 215.40 351.60 241.10 393.60 194.80 318.00L 100 × 8 303.30 495.20 266.10 434.40 287.60 469.60 242.60 396.00 272.00 444.00 219.00 357.60L 90 × 10 323.40 528.00 276.90 452.00 303.80 496.00 247.50 404.00 284.20 464.00 218.10 356.00L 120 × 8 385.10 628.80 347.90 568.00 369.50 603.20 324.40 529.60 353.80 577.60 300.90 491.20

L 100 × 10 372.40 608.00 325.90 532.00 352.80 576.00 296.50 484.00 333.20 544.00 267.10 436.00L 130 × 9 473.30 772.80 431.40 704.40 455.70 744.00 405.00 661.20 438.10 715.20 378.50 618.00

L 130 × 12 617.40 1008.00 561.50 916.80 593.90 969.60 526.30 859.20 570.40 931.20 491.00 801.60L 150 × 12 740.10 1208.40 684.30 1117.20 716.60 1170.00 649.00 1059.60 693.10 1131.60 613.70 1002.00L 175 × 12 881.00 1438.40 825.20 1347.20 857.50 1400.00 789.90 1289.60 834.00 1361.60 754.60 1232.00L 150 × 15 907.50 1481.60 837.70 1367.60 878.10 1433.60 793.60 1295.60 848.70 1385.60 749.50 1223.60L 175 × 15 1090.50 1780.40 1020.70 1666.40 1061.10 1732.40 976.60 1594.40 1031.70 1684.40 932.50 1522.40L 200 × 15 1275.20 2082.00 1205.40 1968.00 1245.80 2034.00 1161.30 1896.00 1216.40 1986.00 1117.20 1824.00L 200 × 20 1607.40 2667.60 1518.10 2519.40 1569.80 2605.20 1461.70 2425.80 1532.20 2542.80 1405.30 2332.20L 200 × 25 1979.90 3285.80 1868.30 3100.50 1932.90 3207.80 1797.80 2983.50 1885.90 3129.80 1727.30 2866.50L 250 × 25 2582.70 4286.10 2471.00 4100.90 2535.70 4208.10 2400.50 3983.90 2488.70 4130.10 2330.00 3866.90L 250 × 35 3508.60 5822.70 3352.30 5563.40 3442.80 5713.50 3253.60 5399.60 3377.00 5604.30 3154.90 5235.80


ANNEX 3 ULTIMATE CAPACITIES OF CONNECTION BOLTS

1. MATERIALS AND ULTIMATE UNIT STRESS

MEMBERS PLATESMILD HIGH TEN- MILD HIGH TEN-STEEL SIL STEEL STEEL SIL STEEL

STANDARDS JIS G3101 JIS G3101 ASTM A36

STEEL GRADE SS400 SS540 SS400 Gr. 50 Gr 5.8

YIELD STRESS t≦16 :245 t≦16 :400 t≦16 :245 t≦16 :345Fy (N/mm2) 16< t :235 16< t :395 16< t :235 16< t :345

ULTIMATE TENSILESTRENGTH Fu (N/mm2)

ULTIMATE SHEARFs=0.62･Fu (N/mm2)ULTIMATE BEARINGFp=1.5･Fu (N/mm2)

Notes;1. Bolts (With ISO Metric Tread)

M16 JIS B1051 Gr 5.8 M20 and M24 JIS B1051 Gr 5.8

2. Shearing and Bearing capacities are calculated as follows. Single Shear, Ps = Fs x π x D2 / 4 Double Shear, Ps = 2 x Fs x π x D2 / 4 Bearing, Pp = Fp x D x t

Where, D : The nominal diameter of the bolt t : The thickness of the member

2. CAPACITY OF BOLTS

2-1 CAPACITY OF DOUBLE SHEAR CONNECTIONS (UNIT: kN)DIAMETER OF

BOLT (mm) 16 20 24

SHEARING AREA OFBOLT (mm2)

201.06 314.16 452.39

SHEARING CAPACITY OF BOLT (kN) 129.40 233.80 336.60

STEEL GRADE OF MEMBER SS400 SS540 Gr.50 SS400 SS540 Gr.50 SS400 SS540 Gr.50

BEARING ＳＴＲＥＳＳ(N/mm2)

600 780 675 600 780 675 600 780 675

4.0 38.40 49.90 43.20 48.00 62.40 54.00 57.60 74.90 64.805.0 48.00 62.40 54.00 60.00 78.00 67.50 72.00 93.60 81.006.0 57.60 74.90 64.80 72.00 93.60 81.00 86.40 112.30 97.207.0 67.20 87.40 75.60 84.00 109.20 94.50 100.80 131.00 113.40

THICKNESS 8.0 76.80 99.80 86.40 96.00 124.80 108.00 115.20 149.80 129.60OF 9.0 86.40 112.30 97.20 108.00 140.40 121.50 129.60 168.50 145.80

MEMBER 10.0 96.00 124.80 108.00 120.00 156.00 135.00 144.00 187.20 162.00(mm) 12.0 115.20 129.40 129.40 144.00 187.20 162.00 172.80 224.60 194.40

15.0 129.40 129.40 129.40 180.00 233.80 202.50 216.00 280.80 243.0016.0 129.40 129.40 129.40 192.00 233.80 216.00 230.40 299.50 259.2019.0 129.40 129.40 129.40 228.00 233.80 233.80 273.60 336.60 307.8020.0 129.40 129.40 129.40 233.80 233.80 233.80 288.00 336.60 324.0022.0 129.40 129.40 129.40 233.80 233.80 233.80 316.80 336.60 336.6025.0 129.40 129.40 129.40 233.80 233.80 233.80 336.60 336.60 336.6035.0 129.40 129.40 129.40 233.80 233.80 233.80 336.60 336.60 336.60

420 480

600

372

520

322

900

DESCRIPTIONM16 M20 M24

BOLT

JIS B1051

Gr 6.8

600600 810

---- ----

540

----

400

780

450

----

400

675


ANNEX 3

2-2 CAPACITY OF SINGLE SHEAR CONNECTION (UNIT: kN)DIAMETER OF

BOLT (mm) 16 20 24

SHEARING AREA OFBOLT (mm2)

201.06 314.16 452.39

SHEARING CAPACITY OF BOLT (kN) 64.70 116.90 168.30

STEEL GRADE OF MEMBER SS400 SS540 Gr.50 SS400 SS540 Gr.50 SS400 SS540 Gr.50

BEARING ＳＴＲＥＳＳ(N/mm2)

600 780 675 600 780 675 600 780 675

4.0 38.40 49.90 43.20 48.00 62.40 54.00 57.60 74.90 64.805.0 48.00 62.40 54.00 60.00 78.00 67.50 72.00 93.60 81.006.0 57.60 64.70 64.70 72.00 93.60 81.00 86.40 112.30 97.207.0 64.70 64.70 64.70 84.00 109.20 94.50 100.80 131.00 113.40

THICKNESS 8.0 64.70 64.70 64.70 96.00 116.90 108.00 115.20 149.80 129.60OF 9.0 64.70 64.70 64.70 108.00 116.90 116.90 129.60 168.30 145.80

MEMBER 10.0 64.70 64.70 64.70 116.90 116.90 116.90 144.00 168.30 162.00(mm) 12.0 64.70 64.70 64.70 116.90 116.90 116.90 168.30 168.30 168.30

15.0 64.70 64.70 64.70 116.90 116.90 116.90 168.30 168.30 168.3016.0 64.70 64.70 64.70 116.90 116.90 116.90 168.30 168.30 168.3019.0 64.70 64.70 64.70 116.90 116.90 116.90 168.30 168.30 168.3020.0 64.70 64.70 64.70 116.90 116.90 116.90 168.30 168.30 168.3022.0 64.70 64.70 64.70 116.90 116.90 116.90 168.30 168.30 168.3025.0 64.70 64.70 64.70 116.90 116.90 116.90 168.30 168.30 168.3035.0 64.70 64.70 64.70 116.90 116.90 116.90 168.30 168.30 168.30


Design Data 230kv Louang Prabang

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