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Doc No :
CALCULATION Job No :
FOR COLUMN BASE PLATE (H-SHAPE) Rev :
Page :
TITLE: Base Plate for H - Shape Steel Column (Hinged Type)
1. SKETCH OF COLUMN BASE PLATE
Design loads
= 382 kN
= 100 kN
Design data
Column size H200X100X5.5X8
Depth 200.0 mm
Width 100.0 mm
Flange thickness 5.5 mm
Web thickness 8.0 mm
Base plate
B 250.0 mm
A 150.0 mm
Anchor bolt spacings C 70.0 mm
D 40.0 mm
E - mm
F - mm
Thickness 20.0 mm
Welding a 6.0 mm
Rib plate
Height H - mm
Thickness - mm
Anchor bolt
Bolt size 20 mm
No. of bolt 2 ea
Materials
Base plate SM490A
Min. tensile strength 490.0 MPa
Min. yielding strength 325.0 MPa
315.0 MPa
Anchor bolt Grade 4.6
<Design Result Summary> Shear strength 160.0
1. Base plate size O.K!∴ Bedding Concrete 40.0
2. Base plate thickness O.K!∴
3. Welding in shear O.K!∴ Welding Grade E43
4. Anchor bolt in shear O.K!∴ Welding capacity 215.0
Axial force (Fc)
Shear force (Fv)
Dc
Bc
Tc
tc
Depth (Dp)
Width (Bp)
Tp
Tr
Fu
Fy
Fy
ps N/mm2
fcu N/mm2
Pw N/mm2
2 / 14
Doc No :
CALCULATION Job No :
FOR COLUMN BASE PLATE (H-SHAPE) Rev :
Page :
TITLE: Base Plate for H - Shape Steel Column (Hinged Type)
2. EFFECTIVE AREA METHOD - BASE PLATE SIZE
In this method it is assumed that the bearing pressure on the effective area is uniform and that the plate acts as a
simple cantilever around the perimeter of the section.
The projection width c is the minimum that is needed to keep the base pressure below the limiting bearing
the bedding material, whichever is less.
1) Basic requirement,
Area of base plate, = Bp x Dp
= 150 x 250 = 37500.00
Area required, =
= (382 x 10³ ) / (0.6 x 40 ) = 15916.67
Therefore, ≥ O.K!∴
☞ Column base plate has an appropriate size.
2-1) Assumption of overlapping
Equating the effective area to the required area gives,
where, Section perimeter = 784.00
Section area = 2612.00
Solving the above polynomial equation in terms of c,
4 784.00 c + -13304.67 = 0
=-784 ± √[ 784² - 4 x 4 x (-13304.67) ]
2a 2 x 4 = 15.71 mm
=200 - 2 x 5.5
= 94.50 > c2 2 O.K!∴
☞ Overlapping does not occur.
Checking whether base plate has sufficient dimensions to cover entire the effective area,
= 200 + 2 x 15.71 = 231.42 mm ≤ Dp = 250 mm O.K!∴
= 100 + 2 x 15.71 = 131.42 mm ≤ Bp = 150 mm O.K!∴
☞ Column base plate dimensions are sufficient.
strength which in this case is taken as 0.6 fcu, where fcu is the characteristic cube strength of the concrete base or
Ap ≥ Areq
Ap
mm2
Areq Fc / (0.6 fcu)
mm2
Ap Areq
Areq = 4c2 + (Section perimeter) c + (Section Area)
mm2
mm2
c2 +
∴ c =-b±√(b2-4ac)
Dc - 2Tc
Dc+2c
Bc+2c
3 / 14
Doc No :
CALCULATION Job No :
FOR COLUMN BASE PLATE (H-SHAPE) Rev :
Page :
TITLE: Base Plate for H - Shape Steel Column (Hinged Type)
3. EFFECTIVE AREA METHOD - BASE PLATE THICKNESS
strength of the grout or the concrete base.
Basic requirement, thickness of base plate
½= 15.71 x
3 x 0.6 x 40 ½
315 = 7.51 mm
20.0 mm ≥ 7.51 mm O.K!∴
☞ Column base plate has an appropriate thickness.
4. BASE PLATE WELDS - SHEAR CAPACITY OF COLUMN-TO-BASE WELD
For bearing type bases the main function of the weld is to hold the column shaft securely in position on the
base plate.
Full profile welds will usually only be used for non-bearing bases or if additional strength is needed during
erection or as an anti-corrosion measure.
Basic requirement, = 215 x 378 x 4.2 / 1000 = 341.33 kN
where, design strength of weld 215.00
effective length of welds to column web (in direction of shear)
= 2 x ( 200 - 2 x 5.5 ) = 378.00 mm
a throat size = 0.7 x s = 4.20 mm
341.33 kN ≥ 100.00 kN O.K!∴
☞ Welding resists the shear force.
5. BOLT CONNECTION DESIGN - SHEAR CAPACITY
Holding down systems (anchor bolts) are intended that they must transmit shear from column to the foundation
in service. (Uplift is not considered herein)
100 / 2 = 50.00 kN
= 160 x ( 20² π / 4 ) / 1000 = 50.27 kN
50.27 kN ≥ 50.00 kN O.K!∴
☞ Anchor bolts resist the shear force.
The plate thickness must not be less than the flange thickness of the column, and fcu is taken as the weaker cube
Tp ≥ c3 x 0.6 fcu
Pyp
Tp =
Fv ≤ Pw = pw lwew a
pw N/mm2
lwew
Pw = Fv =
Shear force per bolts, Fs (kN) = (Shear force, Fv) / (No. of anchor bolt) =
Shear capacity per bolt, Ps (kN) = (Shear strength, ps) x (Area of bolt section, As)
Ps = Fs =
4 / 14
07261D
REFERENCE
no uplift
refer to GIS G3106
t < 16
16 < t < 40
refer to BS 4190
refer to JES-43A1
5 / 14
07261D
REFERENCE
Check 1
6 / 14
07261D
REFERENCE
Check 2
*Design limitation for
Pyp = 270 N/mm
refer to BS 5950-1
Check 3
(full perimeter welds)
refer to BS 5950-1
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
(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) As per JAC0701-1-2A-010-024_0.dwg
No. Colume SizeAnchor Bolts Anchor Holes Base Plate
No. Size No. Size Thk. A B C D E F a H axial load(kN)
1 H194X150X6X9 2 20 2 26 20 200 250 100 50 6 382
2 H200X100X5.5X8 2 20 2 26 20 150 250 70 40 6 382
3 H244X175X7X11 4 20 4 26 22 220 300 140 140 40 80 6 200 10 495
4 H250X125X6X9 4 20 4 26 20 170 300 80 130 45 85 6 200 10 382
5 H294X200X8X12 4 24 4 30 22 250 350 150 150 50 100 6 200 10 495
6 H300X150X6.5X9 4 20 4 26 20 200 350 100 150 50 100 6 200 10 382
7 H340X250X9X14 4 24 4 30 22 300 390 170 170 65 110 8 200 10 635
8 H350X175X7X11 4 24 4 30 22 220 400 120 170 50 115 6 200 10 635
9 H390X300X10X16 4 30 4 36 25 350 440 210 210 70 115 8 250 10 780
10 H400X200X8X13 4 24 4 30 25 250 450 140 200 55 125 6 200 10 780
11 H440X300X11X18 4 30 4 36 30 350 490 240 240 55 125 8 250 10 1120
12 H450X200X9X14 4 24 4 30 25 250 500 140 230 55 135 8 200 10 920
13 H488X300X11X18 6 24 6 30 25 350 540 240 320 55 110 8 250 10 1120
14 H500X200X10X16 6 24 6 30 25 250 550 140 330 55 110 8 200 10 1120
15 H588X300X12X20 6 30 6 36 25 350 640 240 390 55 125 8 250 10 1120
16 H600X200X11X17 6 24 6 30 25 250 650 140 400 55 125 8 200 10 1120
17 H700X300X13X24 6 30 6 36 30 350 750 240 470 55 140 8 300 12 1535
18 H800X300X14X26 6 30 6 36 32 55 160 10 300 12
19 H100X100X6X8 2 20 2 26 20 150 150 70 40 6 382
20 H125X125X6.5X9 2 20 2 26 20 170 170 90 40 6 382
21 H150X150X7X10 2 20 2 26 20 200 200 120 40 6 382
22 H200X200X8X12 2 24 2 30 22 250 250 150 50 6 495
23 H250X250X9X14 4 24 4 30 22 300 300 120 120 90 90 8 200 10 495
24 H300X300X10X15 4 24 4 30 25 350 350 140 140 105 105 8 250 10 495
25 H350X350X12X19 4 30 4 36 25 400 400 160 160 120 120 8 300 10 780
26 H400X400X13X21 4 36 4 42 30 450 450 200 200 150 150 8 300 12 7800
Rib Plate Thk.
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
