ABCDEFGHIJKLMNOPQRSTUVWXYZAAABACADAEAFAGAHAIAJAKALAMANAOAPAQARASATAUAVAWAXAYAZBABBBCBDBEBFBGBHBIBJBKBLBMBNBOBPBQBRBSBTBUBVBWBXBYBZCACB
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Nominal Values of yield strength Fy N/mm²
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Calculation SheetDocument No. & Ultimate tensile strength Fu N/mm²
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a1=e1/3do0,7407407407FtFyFuGRAsA10,98,85,6
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Sheet:2of1a2=p1/3do-1/40,8611111111St 37140235360MboltFt
unthreaded
threadedFt
unthreaded
threadedFt
unthreaded
threaded
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a3=Fub/FuSt 44160275430M120,841,136,0485,423,364,83844,343,233,0242,712,02
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Project Title :TEGRA POWER STATIONClienta4=11St 52210355510M161,572,0111,3049,656,289,04327,726,035,6524,823,77
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Building :Care ShedPart :a0,7407407407S 235140235360M202,453,1417,6415,079,8014,11212,069,418,827,545,88
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Subject :Portal Moment Connection IPE 140Doc. ID-Code :Uropean Code3S 275160275430IPE80M223,033,8021,81618,2412,1217,452814,5911,6410,9089,127,27
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The Eurocode 3 will be applied for steel structures and connections
S 355210355510IPE100M243,534,5225,41621,7014,1220,332817,3613,5612,70810,858,47
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A- DATA:
Fe 360140235360IPE120M274,595,7333,04827,5018,3626,438422,0017,6316,52413,7511,02
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Steel Used
S 275Fy=275
N/mm²
Fu=430
N/mm²
Fe 430160275430IPE140M305,617,0640,39233,8922,4432,313627,1121,5420,19616,9413,46
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Sec of Beam
IPE140Fe 510210355510IPE160M368,1710,1858,82448,8632,6847,059239,0931,3729,41224,4319,61
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Depth of web :
h
(mm)
=140e=40
mm
Fe E 275160275390IPE180
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Thk. of web :
tw
(mm)
=4,70do=18
mm
Fe E 355210355490IPE200
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Breadth (b) :
bf
(mm)
=73p1=60
mm
IPE220Bolt grade10,98,86,85,85,64,84,6
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Thk. of flange :
tf
(mm)
=6,90H
depth of hunch
=100
mm
IPE240fyb (N/mm2)900640480400300320240
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Area :
A
(cm²)
=16,40
Nominal Values of yield strength Fy N/mm² & Ultimate tensile strength Fu N/mm² For bolts
IPE270fub (N/mm2)1000800600500500400400
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Bolt Grade4,64,85,65,86,88,810,9IPE300
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Loading
Fyb (N/mm²)240320300400480640900
single shear
IPE330
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a-
Max tensoin force
Nt=3,4KNe-
Max Moment My
Mx=10,8
KNm
Fub (N/mm²)4004005005006008001000
Double shear
IPE360
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b-
Max comp. force
Nc=3,4KNf-
Max Moment Mz
My=0
KNm
0.6*Fub*As / gMb
0.5*Fub*As / gMb
0.6*Fub*As / gMb
0.5*Fub*As / gMb
0.5*Fub*As / gMb
0.6*Fub*As / gMb
0.5*Fub*As / gMb
IPE400
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c-
Max shear force Qy
Qy=4KN
shear plane through the threaded part
Shear factor240200300250300480500IPE450
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d-
Max shear force Qz
Qz=4KN
shear plane through the unthreaded part
240240300300360480600IPE500
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Design of Bolts
IPE550
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Using grade
10,9
Check
M20IPE600
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loadingminmax
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Fub (Ultimate Tensile Strength)
1000
N/mm²
( e1 ) End distance
all1.2 do4t+4012t150
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Shear capacity (Fv.Rd)
=
Shear resistance per Shear plane
98KN(Ft.Rd)176,40
design tension resistance
( e2 ) Edge distance
all1.5 do4t+4012t150
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Bearing Resistance (Fb.Rd)
Design bearing resistance per bolt
59,88148148KN
(Bp.Rd)=0.6*p*dm*tp*fu/gMb
60,98
design punching shear resistance of bolt plate assembly
( p1 ) End distance
comp.2.2 do14t200
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Tensile Capacity (Ft.Rd)
Design tension resistance per bolt
176KN(Bt.Rd)60,98
design tension resistance of bolt plate assembly
ten2.2 do28t400
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Check shear
0.9*fub*As / g Mb
HEA100
( p2 ) Edge distance
comp.3.0 do14t200
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Total Number of Bolts HL line
3
bolts
2.5*d*t*fu*a / g Mb
HEA120ten3.0 do28t400
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shear planes
single shear1e1/3do0,7407407407HEA140
( e3 ) End distance
all1.5 do0
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Number of Bolts VL line
2
lines
(P1/3do)-(1/4)
0,8611111111BOLT AREA (A) mm2STRESS AREA (AS )Tensile Capacity (KN)Shear capacity (KN) Fv.RdBolt Diameter (mm)Hole Diameter (mm)Lc (mm) = 2*f-.5*holeBearing capacity (KN)/mm thk.HEA160
( e4 ) Edge distance
all1.5 do
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Design Shear force per bolt (Fvy.sd)
0,6666666667KNFub/Fu2,325581395HEA180
1.2 do = hole diameter
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Design Shear force per bolt (Fvz.sd)
0,6666666667KN11HEA200
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Resultant Design Shear force per bolt (Fv.sd)
0,9428090416KNa0,7407407407HEA220Bolt Diameter (mm)Hole Diameter (mm)min e1=1.2 domin e2=1.5 domin e3=1.5 domin e4=1.5 doLc (mm) = 2*f-.5*holeBearing capacity (KN)/mm thk.
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< Shear Capacity … Ok Safe
HEA240
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< Bearing Capacity … Ok Safe
t angles4,7M12113,184#REF!16,112141761,9HEA260
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Use 2x3- M20 - 10.9 Bolts
t gpl10M16201,1157#REF!30,116182382,6HEA280
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Check Tension
t design 4,7M20314,2245#REF!47,0202229103,2HEA300
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Number of bolts resist tension
2
bolts
M22380,1303#REF!58,2222432113,5HEA320M12121416,8212121170,0
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Design Ten force per bolt (Ft.sd)
23,06666667KN0,5666666667M24452,4353#REF!67,8242635123,8HEA340M16161821,6272727230,0
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< Tension Capacity … Ok Safe
M27572,6459#REF!88,1273039139,3HEA360M20202226,4333333290,0
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Check bolts under shear and tension
M30706,9561#REF!107,7303343,5154,8HEA400M22222428,8363636320,0
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(Fv.Sd)
+
(Ft.Sd)
=0,9428090416+23,06666667=0,1030229408<1 Ok Safe1017,9817#REF!156,9363952,5185,8HEA450M24242631,2393939350,0
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(Fv.Rd)
1.4* (Ft.Rd)
98246,96HEA500M27273036454545390,0
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10,5HEA550M30303339,649,549,549,543,50,0
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Force / flanges
22,5HEA600M36363946,858,558,558,552,50,0
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Tension Force
=46,7KNHEA650
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Compression Force
=46,7KN46,70
bolts under shear and tension
HEA700
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HEA800
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2 (Fv.Sd)+ (Ft.Sd)<1HEA900
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1 (Fv.Rd)1.4* (Ft.Rd)
HEA1000
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0
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Rev.DescriptionDesignSignDateDesignSignDate
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HEB100
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This Document is property of "PND" , it is to be used only for the purpose for which it is submitted,copying, loaning or reproducing of this document is completely prohibited without the written consent of "PND"single shearHEB120
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Double shearHEB140
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HEB160
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HEB180
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HEB200
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HEB220
64
HEB240
65
HEB260
66
HEB280
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HEB300
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HEB320
69
HEB340
70
HEB360
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HEB400
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HEB450
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HEB500
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HEB550
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HEB600
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HEB650
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new sectionHEB700
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0Hw(mm)0HEB800
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0tw(mm)4,70HEB900
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bf(mm)0,0
HEB1000
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tf(mm)6,90
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sw(mm)16,40HEM100
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Properties of new section :
HEM120
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A (cm²)0W HEM1400 (cm²)W (Kg/m')=0(Kg/m')
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Ix(cm4)0IYHEM1600(cm4)IY(cm4)=0(cm4)
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Zx(cm3)0ZYHEM180#DIV/0!(cm3)ZY(cm3)=#DIV/0!(cm3)
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 ix(cm)#DIV/0! iYHEM200#DIV/0!(cm) iY(cm)=#DIV/0!(cm)
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HEM220
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HEM240
90
HEM260
91
HEM280
92
HEM300
93
HEA320/305
94
HEM320
95
HEM340
96
HEM360
97
HEM400
98
HEM450
99
HEM500
100
HEM550