column base plate (fixed type)

Jurong Aromatics Complex Project

CALCULATION

COLUMN BASE PLATE

CALCULATION REPORT

FOR

COLUMN BASE PLATE

Job No. : JAC0701

Project Title : Jurong Aromatics Complex Project

Location : Jurong Island, in Singapore

Client : Jurong Aromatics Corporation Pte Ltd

A 03.Jun.2011 Issued For Approval J.H.Baek W.S.Ham I.Heo

REV DATE DESCRIPTION PRP'D CHK'D APP'D OWNER

Jurong Aromatics Complex Project

CALCULATION

COLUMN BASE PLATE

TABLE OF CONTENTS

1. SKETCH OF COLUMN BASE PLATE

2. CALCULATION OF BOLT TENSION AND CONCRETE COMPRESSION

2-1. Moment plus maximum axial force

2-2. Moment plus minimum axial force

3. BASE PLATE THICKNESS

3-1. Compression side bending

3-2. Tension side bending

4. HOLDING DOWN BOLTS AND ANCHORAGE

4-1. Holding down bolts

4-2. Anchorage to concrete

5. SHEAR TRANSFER TO CONCRETE

6. WELDING CHECK

6-1. Tension flange weld

6-2. Compression flange weld

6-3. Web weld

3 / 20

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CALCULATION Job No :

FOR COLUMN BASE PLATE (H-SHAPE) Rev :

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TITLE: Base Plate for H - Shape Steel Column (Fixed Type A)

1. SKETCH OF COLUMN BASE PLATE

Design loads

Mininum, Fc,min = 219.2 kN

Maximum, Fc,max = 882.7 kN

= 65.7 kN

Moment (M) = 67.9 kNm

Design data

Column size H200X100X5.5X8

Depth 200.0 mm

Width 100.0 mm

Flange thickness 8.0 mm

Web thickness 5.5 mm

Base plate

Depth 400.0 mm

Width 300.0 mm

Thickness 35.0 mm

Flange weld 8.0 mm

Web weld s' 8.0 mm

Anchor bolt

Bolt size 20 mm

No. of bolt 4 ea

Bolt to bolt distance 300.0 mm

Bolt to edge distance 50.0 mm

Length 450.0 mm

Materials

Base plate SM490A

Min. tensile strength 490.0 MPa

Min. yielding strength 325.0 MPa

315.0 MPa

Anchor bolt Grade 4.6

Shear strength 160.0

Tensile capacity 78.4 kN

1. Plate thickness O.K!∴

2. Anchor bolt O.K!∴ Bedding Concrete 40.0

3. Shear transfer O.K!∴

4. Welds O.K!∴ Welding Grade E43

Welding capacity 215.0

Axial force (Fc)

Shear force (Fv)

Dc

Bc

Tc

tc

Dp

Bp

Tp

sw

Gh

Fu

Fy

Fy

◆ DESIGN RESULT SUMMARY ps N/mm2

fcu N/mm2

Pw N/mm2

4 / 20

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2. CALCULATION OF BOLT TENSION AND CONCRETE COMPRESSION

An interface compression force is coupled with a tensile force in the bolts

to balance the applied axial compression and bending moment.

The moment may act in either direction and symmetrical details

are chosen.

The distribution of forces gives the equations which must be satisfied

simultaneously for a simple base with one row of bolts on each side.

2-1. Moment plus maximum axial force

To determine the eccentricity leads to an indication of the necessary

base size if no bolt tension was available.

Check whether there is tension in the bolts;

eccentricity b = M / N = 67925 kNmm / 882.7 kN

= 77.0 mm

distance to edge of compressive stress block

X / 2 = Dp / 2 - b = 400 / 2 - 77

= 123 mm X = 246.0 mm

Compression =

= (2 x 123 x 300) x (0.6 x 40 N/mm² / 10³)

= 1771.2 kN ≥ 882.7 kN No tension in the bolts!☞

Projecting portion of base as a cantilever (see Figure 1):

required design stress

= (Axial force) / (area of compressive stress block)

= 882.7 x 10³ / (300 x 123 x 2)

= 11.96

e = = 100 - (0.8 x 8)

= 93.6 mm

Figure 1: Uniform pressure on cantilever

Moment per mm width applied to plate from stress block,

(required design stress) x =11.96 x 93.6²

2 2 = 52393.6 Nmm

(per mm width)

2-2. Moment plus minimum axial force

Substituting defined values into the equilibrium equation

M = Ta + Cb becomes:

X) - N (h - )

2 2

Substituting values results in the quadratic equation:

(-3600) X² + (2520000) X + (-100798120) = 0

Solving for X gives: X = 42.6 or 657.4

42.6 mm Figure 2: Uniform pressure on part of cantilever

(area of compressive stress block) x (cuve strength of concrete) ≥ (axial force)

N/mm2

L1 - 0.8·sw

mc =e2

M = 0.6·fcu·bp·X·(h - hp

∴ X =

5 / 20

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Substituting into the equations for C and T gives:

C = = 0.6 x 40 x 300 x 42.6 / 10³ = 306.7 kN

T = C - N = 306.7 - 219.2 = 87.6 kN

Moment per mm width applied to plate from stress block,

= 0.6 x 40 x 42.6 x (93.6 - 42.6/2) = 73919.5 Nmm

(per mm width)

3. BASE PLATE THICKNESS

Plate bending on either the tension side or the compression side may govern.

Both sides must be investigated and the required plate thickness is the larger value resulting from these checks.

3-1. Compression side bending

Projecting portion of base as a cantilever (see Figure 1):

moment per mm width applied to plate from stress block,

73919.5 Nmm

required base plate thickness: = 4 x 73919.5

315 = 30.6 mm

3-2. Tension side bending

Plate thickness to resist bolt tension is based on a calculation for a

pure cantilever, with no prying assumed.

Plate bending across the corners may only be avoided by ensuring

(see Figure 3)

= 87.6 x 43.6 x 10³ Figure 3: Plate bending on tension side

= 3817871.8 Nmm

100 - 50 - 0.8 x 8

= 43.6 mm

required base plate thickness: = 4 x 3817871.8

315 x 300 = 12.7 mm

30.6 mm ≤ 35 mm O.K!∴

Plate thickness is sufficient!☞

0.6·fcu·Bp·X

mc = 0.6·fcu·X (e - X/2)

mc = maximum value of 2-1. and 2-2. above =

tp = 4·mc

Fy

bolts are positioned within lines 45˚ from the corner of the column flange.

mr = T x m

m = L1 - k - 0.8 sw =

tp = 4·mr

Fy·bp

Larger plate thickness tp =

6 / 20

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4. HOLDING DOWN BOLTS AND ANCHORAGE

4-1. Holding down bolts

Force T is assumed to be shared equally between all the bolts in the tension row:

force per bolt = T

=87.6

(number of bolts in tension) 2

= 43.8 kN ≤ 78.4 kN O.K!∴

4-2. Anchorage to concrete

Assume an effective depth of the holding down bolts, L = 450 - 50 (cover to reinforcement)

= 400 mm

Using anchor plate and check the concrete base for punching shear in accordance with BS 8110.

Anchor plate size (for Grade 4.6 bolts) = 5d x 5d x 0.6d thk. = 100 x 100 x 12 mm

Perimeter for punching shear

P = (12 x L) + (total perimeter of anchor plate)

= (12 x 400) + (50 x 2 + 300 x 1) x 2 + (100 x 2) = 5800.0 mm

Basic requirement, ≤

Average shear stress

T=

87.6 x 10³

P x L 5800 x 400 = 0.038

an area of tension reinforcement is assumed to its minimum value of 0.15% at the effective depth of 400 mm.

0.34 > 0.038 O.K!∴

Anchor bolts are sufficient!☞

5. SHEAR TRANSFER TO CONCRETE

Most moment connections are able to rely on friction. However, if high shear is combined with low moment and

low axial compression, or if there is axial tension, it is the safest to provide a direct shear connection,

either by setting the base plate in a shallow pocket which is filled with concrete or by providing a shear key

welded to the underside of the plate.

Check if the horizontal shear is transferred by friction, assuming available resistance to 0.3 of axial compression

where axial tension is not applied.

65.7 kN ≥ 65.7 kN O.K!∴

The horizontal shear is transferred by friction!☞

fv vc

fv =N/mm2

Obtaining design concrete shear stress, vc in accordance with table 3.8 of BS 8110,

vc = N/mm2 N/mm2

available shear resistance = 0.3 x Fc,min = Fv =

7 / 20

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6. WELDING CHECK

6-1. Tension flange weld

For most small and medium sized columns, the tension flange welds will be symmetrical, full strength fillet welds.

Once the leg length of the required fillet weld exceeds 12mm then a partial penetration butt welds with

superimposed fillet welds, or full penetration butt welds will probably be a more economical solution.

tension capacity of the flange =

= 100 x 8 x 325 / 10³

= 260 kN

force in the tension flange=

M- N x

=67.9 x 10³

- 219.2 x 800

200 - 8 2716

= 289.2 kN

where,

Therefore, weld force per mm = 289.2 / (2 x 100 - 5.5) 1.487 kN/mm

weld throat required at 215 N/mm² = 1.487 x 10³ / 215 6.9 mm

flange weld thickness = 8.0 mm ≥ 6.9 mm O.K!∴

8mm full strength fillet weld is required!☞

6-2. Compression flange weld

Assuming bearing contact, nominal welds only are required. However, since the moment is reversible, the tension

weld must be made to both flanges.

6-3. Web weld

The capacity of the column web welds for horizontal shear forces should be taken as:

=

= 2 x 0.7 x 8 x 215 x (200 - 8 x 2) / 10³

= 443.1 kN ≥ 65.7 kN O.K!∴

where,

8mm fillet weld is required!☞

Bc x Tc x Fy

Af

Dc - Tc Ac

Af : area of the column flange = Bc x Tc ,mm2

Ac : column cross-sectional area, mm2

Psw 2 x 0.7 x s' x Pw x Lws

Lws : length of web welds between fillets, mm

8 / 20

07261D

REFERENCE

60% of shear capa.

refer to GIS G3106

t < 16

16 < t < 40

refer to BS 4190

refer to JES-43A1

9 / 20

07261D

REFERENCE

STEP 1

10 / 20

07261D

REFERENCE

STEP 2

11 / 20

07261D

REFERENCE

STEP 3

STEP 4

12 / 20

07261D

REFERENCE

STEP 5

AVAILABLE SECTION LIST & PROPERTY for JAC

NO NameH Bf Tw Tf r A Ix

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

1 H194X150X6X9 194 150 6 9 13 39.01 2630

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

3 H244X175X7X11 244 175 7 11 16 56.24 6040

4 H250X125X6X9 250 125 6 9 12 37.66 3960

5 H294X200X8X12 294 200 8 12 18 72.38 11100

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

7 H340X250X9X14 340 250 9 14 20 101.5 21200

8 H350X175X7X11 350 175 7 11 14 63.14 13500

9 H390X300X10X16 390 300 10 16 22 135 37900

10 H400X200X8X13 400 200 8 13 16 84.12 23500

11 H440X300X11X18 440 300 11 18 24 157.4 54700

12 H450X200X9X14 450 200 9 14 18 96.76 32900

13 H488X300X11X18 488 300 11 18 26 163.5 68900

14 H500X200X10X16 500 200 10 16 20 114.2 46800

15 H588X300X12X20 588 300 12 20 28 192.5 114000

16 H600X200X11X17 600 200 11 17 22 134.4 75600

17 H700X300X13X24 700 300 13 24 28 235.5 197000

18 H800X300X14X26 800 300 14 26 28 267.4 286000

19 H100X100X6X8 100 100 6 8 10 21.9 378

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

21 H150X150X7X10 150 150 7 10 11 40.14 1620

22 H200X200X8X12 200 200 8 12 13 63.53 4720

23 H250X250X9X14 250 250 9 14 16 92.18 10700

24 H300X300X10X15 300 300 10 15 18 119.8 20200

25 H350X350X12X19 350 350 12 19 20 173.9 39800

26 H400X400X13X21 400 400 13 21 22 218.7 66600

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 > 40py 325 315 295

Mpa

(cm2) (cm4)

Iy Zx Zy Sx Sy Sv

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

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

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

Moment Capacity (KN.m)

Low Shear High Shear

=0.6*Av*py

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

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

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

BASE PLATE SCHEDULE (H-PLATE)

No. Colume Size

1 H194X150X6X9

2 H200X100X5.5X8

3 H244X175X7X11

4 H250X125X6X9

5 H294X200X8X12

6 H300X150X6.5X9

7 H340X250X9X14

8 H350X175X7X11

9 H390X300X10X16

10 H400X200X8X13

11 H440X300X11X18

12 H450X200X9X14

13 H488X300X11X18

14 H500X200X10X16

15 H588X300X12X20

16 H600X200X11X17

17 H700X300X13X24

18 H800X300X14X26

19 H100X100X6X8

20 H125X125X6.5X9

21 H150X150X7X10

22 H200X200X8X12

23 H250X250X9X14

24 H300X300X10X15

25 H350X350X12X19

26 H400X400X13X21

Doc 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. :


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

column base plate (fixed type)

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