moment connection calculation type-a_sk ec

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CALCULATION Job No : 07261D

FOR MOMENT CONNECTION - TYPE A Rev :

Page :

TITLE: Column to Girder End plate Connection REFERENCE

1. SKETCH AND INPUT DATA FOR END-PLATE CONNECTION TYPE - A

Axial Force (F) = 0.0 KN Positive for compression

Beam Moment Capa.(Mc) = 181.4 100%

Actual Moment (M) = 126.9 70%

= 126.9 due to Axial Force

Beam Shear Capa.( Vc ) = 333.1 KN 100%

Actual Shear (V) = 199.5 KN 60%

Girder

Girder size H244X175X7X11 STD Conn. Type : A

Girder data 244.0 mm

175.0 mm

7.0 mm

11.0 mm

16.0 mm

Column

Column size H300X300X10X15

Column data 300.0 mm

300.0 mm

10.0 mm

15.0 mm

18.0 mm

Bolt data

Bolt Size 20 mm Bolt Spec: JIS F10T

No of Bolts 8 ea

End plate data 404.0 mm

200.0 mm

22.0 mm

Bolt Gauge G1 120.0 mm

Steel Material data Bolt Center to Beam Flange 40.0 mm

- Fu : specified min. tensile strength of material 490 MPa Bolt Pitch mm

- Fy : specified min. yielding strength of material Bolt Edge Distance C1 40.0 mm

325 MPa

315 MPa Welding data

- Fut : specified minimun tensile strength of bolt 700 MPa Girder Web Weld Thk a 8.0 mm

- Welding electrode BS EN ISO 2560-05 E38 or AWS E 70XX Stiffener Weld Thk S1 8.0 mm

Beam Flange Weld Thk 10.0 mm

<Design Result Summary> Stiffener plate data

1. Tension Zone = NG 145.0 mm

2. End Plate = OK 270.0 mm

3. Welding beam to column = OK 12.0 mm

4. Stiffener plate = OKwelding = OK

KN · m

KN · m

Modified Moment (Mm) KN · m

Db

Bb

tb

Tb

rb

Dc

Bc

tc

Tc

rc

Dp

Bp

tp

Pf

P1

(t≤16)

(40≥t>16)

Ds

Bs

ts

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2. TENSION ZONE

Assume a distribution of bolt forces with Rows 1 and 2 acting separately due to tension stiffener plate

but with equal distribution of force.

1) Connection Geometry

For Column,

- distance from bolt center to 20% distance to column root or end plate weld

m = G1 / 2 - tc / 2 - 0.8 x rc = 120 / 2 - 10 / 2 - 0.8 x 18 = 40.6 mm

- distance from bolt center to column flange end

= ( 300 - 120 ) / 2 = 90.0 mm

- unit plastic moment capacity of the equivalent T-stub representing the column flange

= = ( 1 x 15^2 x 325 ) / ( 4 x 1000 )

= 18.3 kNmm/mm

For the End Plate,

- distance from bolt center to end plate end

= ( 200 - 120 ) / 2 = 40.0 mm

- consequently, effective edge distance

n = = min [ 90, 40, ( 1.25 x 40.6) ]

= 40.0 mm

2) Check Column Flange Yielding STEP 1A

For column flange bending the method uses the Eurocode 3 approach which converts the complex pattern of yield lines

which occurs round the bolt into a simple "equivalent tee-stub".

- effective length of yield line in equivalent T-stub Table 2.6

Table 2.4 pattern (iii)

=min [ 6.2832 x 40.6, 2 x π x 40.6 ] =miminum [ 255.1, 255.1 ]

= 255.1 mm

- plastic moment capacity of the equivalent T-stub representing the column flange or end plate

= 18.3 x 255.1 = 4663.5 kNmm

- potential resistance of the bolt rows 1 and 2

= 4 x 4663.5 / 40.6 = 459.5 kN Mode 1

or = [( 2 x 4663.5 ) + ( 40 x 2 x 164.9 )] / ( 40.6 + 40)

= 279.4 kN <<Rules Mode 2

or = 2 x 164.9 = 329.8 kN Mode 3

3) Check Column Web Tension STEP 1B

Because of the presence of stiffener(s), web tension will not govern for 1st and 2nd bolt row.

Consequently, potential resistance of each tension row is

= = min [ 459.5, 279.4, 329.8 ]

= 279.4 kN

ec = ( Bc - G1 ) / 2

mp = Mp / Leff ( 1 x Tc2 x py ) / 4

ep = ( Bp - G1 ) / 2

min [ ec, ep, ( 1.25 x m ) ]

Leff = min [ αm1, 2πm ]

Mp = mp x Leff

Pr1 = 4Mp / m

( 2Mp + n∑P't ) / ( m + n )

∑P't

ㆍ

Pr1 Pr2

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3. CALCULATED RESISTANCE MOMENT STEP 4

Resistance Capacity Actual Force

278.5 Row 1 272.4 kN Bolt 279.4 kN 272.4 kN

(mm) Row 1

187.5 Row 2 272.4 kN Bolt 279.4 kN 272.4 kN

(mm) Row 2

Comp. Area = 272.4 + 272.4

Comp. 545 kN = 544.8 kN considering Axial Force

- calculated resistance moment

279.4 x 278.5 / 1000 = 77.8 kNm

279.4 x 187.5 / 1000 = 52.4 kNm

∑ = 130.2 kNm > 126.9 kNm ∴ OK

- tensile force per tension bolt in bolt row 1 and 2

= 272.4 / 2 = 136.2 kN < 164.9 kN ∴ OK

4. END PLATE DESIGN

The bolt row 1 can be considered as bolt row outside tension flange of the beam. The simplified approach of Eurocode 3

annex J can be adopted with modifications of yield lines for bolt group.

Maximum force per bolt row in column = 272.4 kN

- check the plate extension in bending STEP 1A

= 200 / 2 = 100.0 mm Table 2.4 pattern (vii)

- with 10

= 40 - ( 0.8 x 10 ) = 32.0 mm

C1 = 40.0 mm

- effective edge distance

= min [ 40, 40 ] = 40.0 mm

- plastic moment capacity

= ( 100 x 22^2 x 315 x 10^-3) / ( 4 x 1000 )

= 3811.5 kNmm

= 4 x 3811.5 / 32 = 476.4 kN MODE 1

or = ( 2 x 3811.5 + 40 x 2 x 164.9 ) / ( 32 + 40 )

= 289.1 kN MODE 2

or = 2 x 164.9 = 329.8 kN MODE 3

= 289.1 kNm > 272.4 kN ∴ OK

The end plate design for bolt row 2 will not be critical due to the strengthening effect of the web

compared to the end plate extension.

The end plate design for subsequent bolt rows will not be critical as the end plate is

thicker than the column flange.

Leff = Bp / 2

mm tension flange weld size (sf),

mx = Pf - ( 0.8 x sf )

ex =

nx = min [ ex, ( 1.25 x mx ) ]

Mp = Leff x tp2 x pyp / 4

Pr1 = 4Mp / mx

( 2Mp + n∑P't ) / ( mx + nx )

∑P't

critical value of Pr1

ㆍ

ㆍ

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5. COMPRESSION ZONE

1) On Beam Side - Beam flange crushing (bearing) STEP 2B

Two localized effects, which are strain-hardening and dispersion into the web at the root of the section, will account for

- the potential resistance of the beam flange in compression

= 1.4 x 325 x 11 x 175 / 1000 = 875.9 kN

875.9 kN > 544.8 kN ∴ OK

2) On Column Side - Web Crushing Check STEP 2A

- the potential resistance for crushing of the column in compression

11 + 2 x 8+2 x 22 = 71.0 mm refer to BS 5950-1

( 15 + 18 ) x 2.5 x 2 = 165.0 mm 4.5.2.1

= ( 71 + 165 ) x 10 x 325 / 1000

= 767.0 kN

Crushing Capa. = 767.0 kN > 544.8 kN ∴ OK

3) On Column Side - Web buckling Check

- the potential resistance for buckling of the column in compression

11 + 2 x 8+2 x 22 = 71.0 mm

300 / 2 x 2 = 300.0 mm

λ = = 58.5

= ( 71 + 300 ) x 10 x 235 / 1000

= 871.9 kN

Buckling Capa. = 871.9 kN > 544.8 kN ∴ OK

6. COLUMN WEB PANEL SHEAR

The column web must also resist the horizontal panel shear forces. To carry out this check, any connection at the opposite

flange of the column must also be taken into account, since it is the resultant of the shears which must be bourn by the web.

For a balanced two-sided connection this check is unnecessary.

- column web shear

= Σfti = 544.8 kN

- resistance of an unstiffened column web panel in shear

= 0.6 x 325 x 10 x 300 / 1000 = 585.0 kN

Web Shear Capa. 585.0 kN > 544.8 kN ∴ OK

☞ Actually, no need to provide siffener plates.

around 20% overstress each, so that an effective 1.4 Pyb can be taken when the flange area is assumed to act alone.

Pc = 1.4 x pyb x Tb x Bb

b1 =

n2 =

Pc = ( b1+ n2 ) x tc x py

b1 =

n1 =

2.5 x d / tc

Pc = ( b1+ n1 ) x tc x pc

In a one-sided connection with no axial force, the web panel shear Fv is equal to the compressive force Fc.

Fv = Fc

Pv = 0.6 x pyc x tc x Dc

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7. COMPRESSION STIFFENER DESIGN STEP 6A

1) Stiffener Capacity in Compression

In addition further check must be made to ensure that the stiffeners alone can carry in bearing, 80% of the applied force,

see equation (2.13). (This is usually the formular which governs.)

- net area of stiffener in contact with column flange

( 300 - 10 - 2 x 18 ) x 12 = 3048.0

- compressive capacity of stiffeners for bearing

= 3048 x 325 / ( 0.8 * 1000 )

= 1238.3 kN <<Critical Eq. (2.13)

- compressive capacity of stiffeners for column web buckling

=( 10 x 40 x 10 + 2 x 145 x 12 ) x 325 / 1000 Eq. (2.11)

= 2431.0 kN

- compressive capacity of stiffeners for column web crushing

Eq. (2.12)

= [ 3048 x 325 ] + [(71 + 165 ) x 10 x 325 ] / 1000

= 1757.6 kN

Stiffener Capa. = 1238.3 kN > 544.8 kN ∴ N/A

2) Stiffener Welding Thickness Check

- required welding size to column flange (assume fit for bearing)

6 mm < 8.0 mm ∴ N/A- welding capacity to column web

[ length of weld ] x [ throat thickness ] x [ weld capacity ]

= 4 x [ 270 - 2 x 15 ] x [ 8 / 1.414 ] x [ 215 / 1000 ] = 1167.8 kN

Welding Capa. = 1167.8 kN > 544.8 kN ∴ N/A

The stiffener plate on tension side need not be checked since tension force would not be

larger than compression.

8. VERTICAL SHEAR IN BOLTS

Assuming slip-critical type connection designed to be non-slip under factored loads condition, the slip resistance

should be checked as recommended in BS 5950-1, 6.4.2 and 6.4.5

NOTE: The resistance of a friction grip condition to slip in service is a serviceablilty criterion, but for ease of use it is

presented in a modified form, suitable for checking under factored loads.

- the slip resistance of a preloaded bolt

= 71.3 kN Refer BS 5950-1 6.4.2

where,

Ks=1.0 "for preloaded bolts in stadard clearance holes", Refer BS 5950-1:2000, table 35 Refer BS 5950-1 6.4.3

- shear capacity

71.3 x 8 = 570.4 kN > 199.5 kN ∴ OK

- combined shear and tension check for tension bolts

= ( 199.5 / 8 ) / 71.3 + ( 272.4 / 2 ) / ( 0.9 x 161.6 )

= 1.3 > 1.0 ∴ NGwhere,

The resistance in the compression zone, Pc of a column web reinforced with full depth stiffener as shown in the figure below

is the lower value from equation (2.11) and (2.12) below. This must equal or exceed the compressive force Fc, derived in Ch. 3.

Asn = mm2

Pc = Asn x Pys / 0.8

Pc = ( Aw x Asg ) * Pc

Pc = [ Asn x Py ] + [( b1 + n2 ) x tc x py ]

sreq =

Pw =

ㆍ

PsL = 0.9 x Ks x μ x Po

μ=0.5 "Blasted with shot or grit, loose rust removed, no pitting",

ΣPsL =

Fs / PsL + Ftot / 0.9Po

Fs is the applied shear,

Ftot is the total applied tension in the bolt, including the calculated prying force,

Po is the specified minimum preload.

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9. Welds STEP 7

- beam web to end plate ( full strength weld )

= 5.0 mm < 8.0 mm ∴ OK- beam compression flange to end plate ( assuming fit for bearing )

nominal weld = 6.0 mm < 10.0 mm ∴ OKwhere, required nomial welding size is

sreq = tb / 1.4

sreq =

6mm when Tb ≤ 12mm,

8mm when Tb ＞ 12mm.

7 / 22

07261D

REFERENCE

Positive for compression

Low Shear Case

due to Axial Force

STD Conn. Type : A

Bolt Spec: JIS F10T

8 / 22

07261D

REFERENCE

STEP 1A

Table 2.6

Table 2.4 pattern (iii)

STEP 1B

9 / 22

07261D

REFERENCE

STEP 4

considering Axial Force

STEP 1A

Table 2.4 pattern (vii)

MODE 1

MODE 2

MODE 3

10 / 22

07261D

REFERENCE

STEP 2B

STEP 2A

refer to BS 5950-1

11 / 22

07261D

REFERENCE

STEP 6A

Eq. (2.13)

Eq. (2.11)

Eq. (2.12)

Refer BS 5950-1 6.4.2

Refer BS 5950-1 6.4.3

AVAILABLE SECTION LIST & PROPERTY for JAC

NO NameH Bf Tw Tf r A Ix

(mm) (mm) (mm) (mm) (mm)

1 H148X100X6X9 148 100 6 9 11 26.84 1000

2 H150X75X5X7 150 75 5 7 8 17.85 666

3 H194X150X6X9 194 150 6 9 13 39.01 2630

4 H200X100X5.5X8 200 100 5.5 8 11 27.16 1810

5 H244X175X7X11 244 175 7 11 16 56.24 6040

6 H250X125X6X9 250 125 6 9 12 37.66 3960

7 H294X200X8X12 294 200 8 12 18 72.38 11100

8 H300X150X6.5X9 300 150 6.5 9 13 46.78 7210

9 H340X250X9X14 340 250 9 14 20 101.5 21200

10 H350X175X7X11 350 175 7 11 14 63.14 13500

11 H390X300X10X16 390 300 10 16 22 135 37900

12 H400X200X8X13 400 200 8 13 16 84.12 23500

13 H440X300X11X18 440 300 11 18 24 157.4 54700

14 H450X200X9X14 450 200 9 14 18 96.76 32900

15 H488X300X11X18 488 300 11 18 26 163.5 68900

16 H500X200X10X16 500 200 10 16 20 114.2 46800

17 H588X300X12X20 588 300 12 20 28 192.5 114000

18 H600X200X11X17 600 200 11 17 22 134.4 75600

19 H700X300X13X24 700 300 13 24 28 235.5 197000

20 H800X300X14X26 800 300 14 26 28 267.4 286000

21 H900X300X16X28 900 300 16 28 28 309.8 404000

22 H100X100X6X8 100 100 6 8 10 21.9 378

23 H125X125X6.5X9 125 125 6.5 9 10 30.31 839

24 H150X150X7X10 150 150 7 10 11 40.14 1620

25 H200X200X8X12 200 200 8 12 13 63.53 4720

26 H250X250X9X14 250 250 9 14 16 92.18 10700

27 H300X300X10X15 300 300 10 15 18 119.8 20200

28 H350X350X12X19 350 350 12 19 20 173.9 39800

29 H400X400X13X21 400 400 13 21 22 218.7 66600

30 H414X405X18X28 414 405 18 28 22 295.4 92800

31 H428X407X20X35 428 407 20 35 22 360.7 119000

Where,Zx, Zy Modulus of SectionSx, Sy Plastic Modulus of SectionSv Plastic Modulus of Web, means Plastic Modulus of Shear Area AvFor Calculation of Section Capacity, Refer BS5950-1:2000, Section 4

SM490A t < 16 t < 40 t > 40

(cm2) (cm4)

py 325 315 295

※ Shear Capacity

Iy Zx Zy Sx Sy Sv

150 135 30.1 157 46.7 25.4 1

49.5 88.8 13.2 102 20.8 23.1 1

507 271 67.6 309 104 46.5 2

134 181 26.7 209 41.9 46.6 1

984 495 112 558 173 86.2 1

294 317 47 366 73.1 80.7 1

1600 756 160 859 247 145.8 2

508 481 67.7 542 105 129.2 3

3650 1250 292 1410 447 219.0 2

984 771 112 868 174 188.3 3

7200 1940 480 2190 733 320.4 3

1740 1170 174 1330 268 279.8 3

8110 2490 540 2820 828 448.8 1

1870 1460 187 1680 291 400.7 3

8110 2820 540 3230 830 561.8 1

2140 1870 214 2180 335 547.6 3

9010 3890 601 4490 928 900.9 3

2270 2520 227 2980 361 881.0 3

10800 5640 721 6460 1120 1381.6 3

11700 7160 781 8240 1220 1958.3 3

12600 8990 842 10500 1320 2849.3 3

134 75.6 26.7 87.6 41.2 10.6 1

293 134 46.9 154 71.9 18.6 1

563 216 75.1 246 115 29.6 1

1600 472 160 525 244 62.0 2

3650 860 292 960 444 110.9 2

6750 1350 450 1500 684 182.3 3

13600 2280 776 2550 1180 292.0 2

22400 3330 1120 3670 1700 416.5 3

31000 4480 1530 5030 2330 576.7 1

39400 5570 1930 6310 2940 640.8 1

BCICLASS(cm4) (cm3) (cm3) (cm3) (cm3) (cm3)

※ Moment Capacity

Moment Capacity (KN.m)

Low Shear High Shear

=0.6*Av*py

173.2 51.0 42.8

146.3 33.2 25.6

227.0 100.4 85.3

214.5 67.9 52.8

333.1 181.4 153.3

292.5 119.0 92.7

458.6 279.2 231.8

380.3 156.3 128.3

596.7 458.3 387.1

477.8 250.6 209.8

760.5 630.5 543.8

624.0 380.3 319.6

943.8 916.5 746.9

789.7 474.5 387.7

1046.8 1049.8 840.5

975.0 607.8 474.1

1375.9 1264.3 1036.2

1287.0 819.0 608.8

1774.5 1833.0 1486.5

2184.0 2327.0 1844.2

2721.6 2831.9 2233.5

117.0 28.5 25.0

158.4 50.1 44.0

204.8 80.0 70.3

312.0 170.6 150.5

438.7 312.0 276.0

585.0 438.8 399.3

819.0 828.8 711.3

1014.0 1082.3 961.5

1408.4 1584.5 1402.8

1617.8 1987.7 1785.8

ShearCapacity (KN)

※refer BS5950-1:2000, Section 4 ※assume Fv/Pv=1, ρ=[2(Fv/Pv)-1]2 = 1, which is about 20% consevative than Fv/Pv=0.6

MOMENT CONNECTION SCHEDULE As per JAC0701-1-2A-010-017_0.dwg

RECNO Available SectionEND PLATE BOLT

D W tp Pf P1 P2 C1 C2 G1 G2 NOS SIZE

1 H148X100X6X9

2 H150X75X5X7

3 H194X150X6X9 A 354 180 22 40 40 40 100 8 20 8 10

4 H200X100X5.5X8 A 360 180 22 40 40 40 100 8 20 8 10

5 H244X175X7X11 A 404 200 22 40 40 40 120 8 20 8 12

6 H250X125X6X9 A 410 180 22 40 40 40 100 8 20 8 10

7 H294X200X8X12 A 474 230 25 45 45 55 120 8 22 8 12

8 H300X150X6.5X9 A 460 180 22 40 40 40 100 8 20 8 10

9 H340X250X9X14 B 500 300 25 40 40 40 100 60 16 20 8 16

10 H350X175X7X11 A 530 190 25 45 45 45 100 8 22 8 12

11 H390X300X10X16 B 570 350 28 45 45 45 120 70 16 22 8 16

12 H400X200X8X13 A 600 220 28 50 50 50 120 8 24 8 16

13 H440X300X11X18 B 640 360 30 50 50 50 120 70 16 24 8 19

14 H450X200X9X14 C 630 210 28 45 75 45 45 120 12 22 8 16

15 H488X300X11X18 B 688 360 30 50 50 50 120 70 16 24 10 20

16 H500X200X10X16 D 840 220 30 50 70 50 50 120 16 22 8 16

17 H588X300X12X20 E 1062 300 30 45 70 90 45 80 140 16 22 10 22

18 H600X200X11X17 D 960 230 30 50 75 55 55 120 16 24 10 20

19 H700X300X13X24 E 1250 300 34 50 75 90 50 80 140 16 24 10 25

20 H800X300X14X26

21 H900X300X16X28

22 H100X100X6X8

23 H125X125X6.5X9

24 H150X150X7X10

25 H200X200X8X12

26 H250X250X9X14

27 H300X300X10X15

28 H350X350X12X19

29 H400X400X13X21

30 H414X405X18X28

31 H428X407X20X35

CONN.TYPE

WELDING SIZE (a)

STIFF. PL. (t3)

Doc No :

CALCULATION Job No :

Rev :

Page :

BAB Gas Compression Project

Calculation

for End - Plate Connection (Reference Drawing NO. 11.99.76.2617.1 sht. 8/14)

FOR END-PLATE CONNECTION

09065D

Doc NO. :

CALCULATION Job No :

FOR MOMENT CONNECTION -1 Rev :

Page :

TABLE OF CONTENTS

1. Sketch and Input Data ------------------------------ 2

2. Bolt Design ------------------------------ 3

3. End - Plate Design ------------------------------ 3

4. Welding Design (E70XX electrode) ------------------------------ 4

5. Column Stiffner Check ------------------------------ 4

6. Column Stiffner Reinforcement Design ------------------------------ 5

7. Diagonal Stiffener Check ------------------------------ 5

P90115

A

moment connection calculation type-a_sk ec

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