Project : INCO-Balantang Rev. : 0
Building : Transfer Tower TT-02 Date : 4/3/2013
Engineer : Syaiful Reviewer :
Steel grade A36 Column edge dist. a1 (mm.) 50 Column edge dist. c1 (mm.) 50
Height H (mm.) 300 Column bolt dist. a2 (mm.) 80 Column bolt dist. c2 (mm.) 80
Width B (mm.) 300 Row edge dist. b1 (mm.) 55 Row edge dist. d1 (mm.) 55
Web thickness tw (mm.) 10 Row bolt dist. b2 (mm.) 110 Row bolt dist. d2 (mm.) 0
Flange thickness tf (mm.) 15 d3 (mm.) 110
Yield stregth Fy (N/mm 2
) 245 Column number na (NOS) 3 Column number nc (NOS) 3
Bearing strength Fu (N/mm 2
) 400 Row number nb (NOS) 2 Row number nd (NOS) 2
Plate thickness tpw (mm.) 12 Plate thickness tpf (mm.) 12
Shear plane Double 2 Shear plane Double 2
Gap distance x (mm.) 5 Gap distance x (mm.) 5
Plate width Wpw (mm.) 220 Plate width Wpf (mm.) 220
Plate Length Lpw (mm.) 260 Plate Length Lpw (mm.) 260
Bolt type A325-X
Diameter of bolt D (mm.) 24 No. of web bolt nw (NOS) 6
No. of flange bolt nf (NOS) 6
Allowable shear stress Fv (N/mm 2
) 207
Bolt hole Dh (mm.) 27
ENVELOPE FORCE OF MEMBER
M (kN-M) = = 174
V (kN) = = 194
WEB SPLICE : CHECK BOLT CAPACITY (Check for farest bolt in group)
Eccentricity e (mm) = x/2+a1+(na-1)a2/2 = 133
Moment from shear force Mu (kN-mm.) = V.e = 25,758
d2 = x2+y2 = 43,750
Horizontal shear from moment Rux (kN) = Muy/d 2
= 32
Vertical shear from moment Ruy (kN) = Mux/d 2
= 47
Vertical shear from shear force Ruv (kN) = V/nw = 32
Force resultant Ru (kN) = ((Rux) 2 +(Ruy+Ruv) 2 )0.5 = 86 Area of bolt Ab (mm 2 ) = pD2/4 = 452
Shear capacity Va (kN/bolt) = FvAb = 187
Bearing capacity Fp (kN/bolt) = 1.2 Fu D tw = 115
Bearing capacity control = 115 > 86 OK.
WEB SPLICE : CHECK WEB PLATE THICKNESS
Bearing capacity Fp (kN/bolt) = 1.2 Fu D tw = 138 > 86 OK.
Bolt (Per side)
CALCULATION OF BEAM/COLUMN SPLICE
HB-300x300x10x15
DATA
Project : INCO-Balantang Rev. : 0
Building : Transfer Tower TT-02 Date : 4/3/2013
Engineer : Syaiful Reviewer :
CALCULATION OF BEAM/COLUMN SPLICE
HB-300x300x10x15
FLANGE SPLICE : CHECK BOLT CAPACITY
Tension in splice plate. T (kN) = M/(H+tpf) = 558
Shear capacity Va (kN) = nFvAb = 1,124
Bearing capacity in splice plate Fp (kN) = 1.2 Fu n D tpf = 1,659
Bearing capacity flange = 1.2 Fu n D tf = 1,037
Bearing capacity in flange plate control = = 1,037 > 558 OK.
FLANGE SPLICE : CHECK FLANGE PLATE THICKNESS
Gross area Ag (mm 2 ) = Wpftcp = 5,280 Net area An (mm 2 ) = (Wpf - ndDh)tpf = 3,984 Effective area Ae (mm 2 ) = UAn ≤ 0.85Ag = 3,984
Tension capacity Ta (kN) = 0.6 FyAg = 776 > 558 OK.
Ta (N) = 0.5 FuAe = 797 > 558 OK.
CHECK BLOCK SHEAR FAILURE AT MEMBER FLANGE So,
WEB SPLICE: Plate 2 PL- 220 x 525 x 12 mm. Bolt - 6 M - 24 per side
FLANGE SPLICE: Out side plate 2 PL- 220 x 525 x 12 mm. Bolt - 6 M - 24 per side In side plate 4 PL- 64 x 525 x 12 mm.
Project : INCO-Balantang Rev. :
Building : Transfer Tower TT-02 Date :
Engineer : Syaiful Reviewer :
Steel grade A36
Height Hl (mm.) 300 Height Hu (mm.) 300
Width Bl (mm.) 300 Width Bu (mm.) 300
Web thickness twl (mm.) 10 Web thickness twu (mm.) 10
Flange thickness tfl (mm.) 15 Flange thickness tfu (mm.) 15
Corner radius r (mm.) 18
r+tfl k (mm.) 33.0 Weld rod class E70XX
r+0.5.twl k1 (mm.) 23 Size of weld a (mm.) 8
Yield stregth Fy (N/mm 2
) 245 Allowable stress FExx (N/mm
2
) 490 Bearing strengthFu (N/mm
2
) 400 Effective size 0.707 a 5.66
Column edge dist. a1 (mm.) 65 Bolt type A325-X
Column bolt dist. a2 (mm.) 120 Diameter of bolt D (mm.) 20
Row edge dist. b1 (mm.) 35 Number of bolt n (NOS) 6
Row bolt dist. b2 (mm.) 65 Shear plane Single 1
Column number na (NOS) 2 Allowable tension stressFt (N/mm
2
) 308
Row number nb (NOS) 3 Allowable shear stressFv (N/mm
2 ) 207 Plate thickness tp (mm.) 25 Fbu (N/mm 2 ) 633 Plate width Wp (mm.) 250 Plate height Hp (mm.) 500
ENVELOPE FORCE OF SECTION
Moment M (kN-m) = 40
Shear force V (kN) = 37
Tension force T (kN) = 198
CHECK BOLT CAPACITY
Tension in flange Tf (kN) = M/(Hu-2.tfu) = 149
Area of bolt Ab (mm
2
) = pD2/4 = 314
Tension capacity Ta (kN) = nFtAb = 290 > 149 OK.
Shear stress fv (N/mm 2
) = V/(n.Ab) = 20
Allowable shear stress fva (N/mm 2
) = = 207 > 20 OK.
CHECK END PLATE THICKNESS
Ca = 1.29(Favg/Fbu) 0.4 (Ft/Fb) 0.5 = 1.14 Cb = (B/Wp) 0.5 = 1.10 Af/Aw = (B.tf)/((H-2tf).tw) = 1.67 pe (mm) = b2-0.25D-0.707a = 54 am = CaCb (Af/Aw) (1/3) (Pe/D) 0.25 = 1.91 Me (kN-mm) = amTfpe/4 = 3,858 tp (mm) = (6Me/Fbbp) 0.5 = 22.45 < 25 OK.
CHECK END PLATE BEARING CAPACITY Bearing capacity fp (N/mm 2 ) = V/(n.D.tp) = 12 Fp (N/mm 2 ) = 1.2 Fu n D tfc = 480 > 12 OK.
CHECK END PLATE SHEAR CAPACITY Plate shearing capacity fv (N/mm
2
) = (Tf/2)/(Wp.tp) = 12
Fv (N/mm 2
) = 0.4Fy = 98 > 12 OK.
CALCULATION OF COLUMN SPLICE
END PLATE TYPE
DATA
Lower column Upper column
HB-300x300x10x15 HB-300x300x10x15
Welding
Project : INCO-Balantang Rev. :
Building : Transfer Tower TT-02 Date :
Engineer : Syaiful Reviewer :
CALCULATION OF COLUMN SPLICE
END PLATE TYPE
CHECK WELDING CAPACITY Upper and lower flange
Length of welding L (mm) = 2Bu-twu = 585
Ta (kN) = FExx.te.L = 1,621 > Tf = 149 OK.
Web: resist flexure stress from web near tensile bolt
Tension in upper col. web Tw (N/mm) = 0.6Fy.twu = 1,470
Ta (N/mm) = 2.FExx.te = 5,543 > 1,470 OK.
Web: resist shear stress
Length of welding L (mm) = 2(Hu-2.twu) = 540
Va (kN) = FExx.te.L = 1,497 > V = 37 OK.
So,
Project : INCO-Balantang Rev. :
Building : Transfer Tower TT-02 Date :
Engineer : Syaiful Reviewer :
Steel grade A36
Height Hl (mm.) 350 Width Bl (mm.) 175 Web thickness twl (mm.) 7 Flange thickness tfl (mm.) 11 Corner radius r (mm.) 14 Yield stregth Fy (N/mm 2 ) 245 Bearing strength Fu(N/mm 2 ) 400
Bolt-bolt distance p (mm.) 100 Bolt type A325-X
Column number na (NOS) 2 Diameter of bolt D (mm.) 24
Row number nb (NOS) 6 Area of bolt Abolt (mm
2
) 452
Number of bolt n (NOS) 12 Allowable tension stress Ft (N/mm
2
) 308
Allowable shear stress Fv (N/mm 2
) 207
Allow. tension+shear stressFt' (N/mm 2
) 308
ENVELOPE FORCE OF SECTION
Moment M (kN-m) = 244.5
Shear force V (kN) = 65.0
CHECK BOLT SINGLE CAPACITY
Diameter of bolt D = 24 mm Rs = Abolt.Fv = 94 kN (Shear) Bolt to bolt distance, p = 100 mm Rt = Abolt.Ft = 139 kN (Tension)
Assuming : Neutral axis at bottom Bolt
STRESS CHECKING Row number 1 2 3 4 5 6 Distance to NA, y (mm) 0 100 200 300 400 500 y2 (mm2 ) 0 10000 40000 90000 160000 250000
Total distance of bolts : (nb - 1).p = 500 mm
Inertia of Bolts : S Ay2 = mm4
Tension stress due to load : ft = My/SAy 2
= 245.7 N/mm2 < Ft' - Ok !!
Shear stress due to load : fv = V/SA = 12.0 N/mm2
