Beam Column

CALCULATION OF BEAM/COLUMN SPLICE Project : INCO-Balantang Building : Transfer Tower TT-02 Engineer : Syaiful

Rev. : Date : Reviewer :

0 4/3/2013

HB-300x300x10x15

DATA Web Plate

Steel shape Steel grade

Flange Plate

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 Yield stregth

tf (mm.) Fy (N/mm2)

15 245

Column number

na (NOS)

3

Column number

d3 (mm.) nc (NOS)

110 3

Bearing strength

Fu (N/mm2)

400

Row number

nb (NOS)

2

Row number

nd (NOS)

2

Plate thickness

tpw (mm.)

12

Plate thickness

tpf (mm.)

12

Double

2

Shear plane

Double

2

(mm.)

5

Gap distance

W pw (mm.)

220

Lpw (mm.)

260

M (kN-M) =

=

174

V

=

194

Shear plane Gap distance

x

Plate width Plate Length

x

(mm.)

5

Plate width

W pf (mm.)

220

Plate Length

Lpw (mm.)

260

Bolt (Per side) Bolt type

A325-X

Diameter of bolt

D

(mm.)

24

No. of web bolt

nw

(NOS)

6

No. of flange bolt nf (NOS) Allowable shear stress Fv (N/mm2)

6 207

Bolt hole

Dh

(mm.)

27

ENVELOPE FORCE OF MEMBER (kN) =

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 =

43,750

Rux (kN) =

x2+y2 2 Muy/d

=

Horizontal shear from moment

=

32

Vertical shear from moment

Ruy (kN) =

Mux/d2

=

47

Vertical shear from shear force

Ruv (kN) =

V/nw

=

32

(kN) = ((Rux)2+(Ruy+Ruv)2)0.5

=

86 452 187

Force resultant

Ru

Area of bolt Shear capacity

Ab (mm2) = Va (kN/bolt) =

pD2/4 FvAb

= =

Bearing capacity

Fp (kN/bolt) =

1.2 Fu D tw

=

115

=

115 >

86

OK.

=

138 >

86

OK.

Bearing capacity control WEB SPLICE : CHECK WEB PLATE THICKNESS Bearing capacity

Fp (kN/bolt) =

1.2 Fu D tw

CALCULATION OF BEAM/COLUMN SPLICE Project : INCO-Balantang Building : Transfer Tower TT-02 Engineer : Syaiful

Rev. : Date : Reviewer :

0 4/3/2013

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 (mm2) =

W pftcp

=

5,280

Net area

An (mm2) =

(W pf - ndDh)tpf

=

3,984

Effective area Tension capacity

Ae (mm2) = Ta (kN) =

UAn ≤ 0.85Ag 0.6 FyAg

= =

3,984 776 >

558

OK.

Ta (N) = 0.5 FuAe CHECK BLOCK SHEAR FAILURE AT MEMBER FLANGE

=

797 >

558

OK.

So, WEB SPLICE: FLANGE SPLICE:

Plate

2 PL- 220 x 525 x 12 mm.

Bolt -

6

M - 24 per side

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.

CALCULATION OF COLUMN SPLICE END PLATE TYPE Project : INCO-Balantang Building : Transfer Tower TT-02 Engineer : Syaiful

Rev. : Date : Reviewer : DATA

Lower column HB-300x300x10x15 Steel grade Height Hl (mm.) Width Bl (mm.) Web thickness twl (mm.) Flange thickness tfl (mm.) Corner radius r (mm.) r+tfl k (mm.) r+0.5.twl k1 (mm.) Yield stregth Fy (N/mm2) Bearing strengthFu (N/mm2)

Upper column HB-300x300x10x15 A36 300 300 10 15 18 33.0 23 245 400

End Plate Column edge dist. a1 (mm.) Column bolt dist. a2 (mm.) Row edge dist. b1 (mm.) Row bolt dist. b2 (mm.) Column number na (NOS) Row number nb (NOS) Plate thickness tp (mm.) Plate width W p (mm.) Plate height Hp (mm.)

65 120 35 65 2 3 25 250 500

Height Width Web thickness Flange thickness

Bolts Bolt type A325-X Diameter of bolt D (mm.) 20 Number of bolt n (NOS) 6 Shear plane Single 1 Allowable tension stress 308 Ft (N/mm2) Allowable shear stressFv (N/mm2) 207 Fbu (N/mm2) 633

M V T

= = = = =

(kN-m) (kN) (kN)

= = =

40 37 198

M/(Hu-2.tfu) pD2/4 nFtAb V/(n.Ab)

= = = = =

149 314 290 > 20 207 >

= = = = = = =

V/(n.D.tp) 1.2 Fu n D tfc

(Tf/2)/(W p.tp) 0.4Fy

149

OK.

20

OK.

1.14 1.10 1.67 54 1.91 3,858 22.45 <

25

OK.

= =

12 480 >

12

OK.

= =

12 98 >

12

OK.

CHECK END PLATE THICKNESS Ca Cb Af/Aw pe (mm) am Me (kN-mm) tp (mm)

300 300 10 15

Weld rod class E70XX Size of weld a (mm.) 8 Allowable stress FExx (N/mm2) 490 Effective size 0.707 a 5.66

ENVELOPE FORCE OF SECTION Moment Shear force Tension force CHECK BOLT CAPACITY Tension in flange Tf (kN) Area of bolt Ab (mm2) Tension capacity Ta (kN) Shear stress fv (N/mm2) Allowable shear stress fva (N/mm2)

Hu (mm.) Bu (mm.) twu (mm.) tfu (mm.) Welding

= 1.29(Favg/Fbu)0.4(Ft/Fb)0.5 = (B/W p)0.5 = (B.tf)/((H-2tf).tw) = b2-0.25D-0.707a = CaCb (Af/Aw)(1/3)(Pe/D)0.25 = amTfpe/4 = (6Me/Fbbp)0.5

CHECK END PLATE BEARING CAPACITY Bearing capacity fp (N/mm2) = Fp (N/mm2) = CHECK END PLATE SHEAR CAPACITY Plate shearing capacity fv (N/mm2) = Fv (N/mm2) =

CALCULATION OF COLUMN SPLICE END PLATE TYPE Project : INCO-Balantang Building : Transfer Tower TT-02 Engineer : Syaiful

Rev. : Date : Reviewer :

CHECK WELDING CAPACITY Upper and lower flange Length of welding L (mm) = 2Bu-twu Ta (kN) = FExx.te.L Web: resist flexure stress from web near tensile bolt Tension in upper col. web Tw (N/mm) = 0.6Fy.twu Ta (N/mm) = 2.FExx.te Web: resist shear stress Length of welding L (mm) = 2(Hu-2.twu) Va (kN) = FExx.te.L

= =

585 1,621 >

Tf = 149

OK.

= =

1,470 5,543 >

1,470

OK.

= =

540 1,497 >

V = 37

OK.

So, END PLATE:

Plate

PL- 250 x 500 x 25 mm.

Bolt -

6 M - 20

CALCULATION OF END PLATE BEAM CONNECTION Project : INCO-Balantang Building : Transfer Tower TT-02 Engineer : Syaiful

Rev. : Date : Reviewer : DATA

Steel Shape WF-350x175x7x11 Steel grade Height Width Web thickness

Hl Bl twl

(mm.) (mm.) (mm.)

A36 350 175 7

Flange thickness

tfl

(mm.)

11

Corner radius

r

(mm.)

14

Yield stregth Fy (N/mm ) Bearing strength Fu (N/mm2)

2

245 400

End Plate Bolt-bolt distance p (mm.) Column number na (NOS) Row number nb (NOS)

100 2 6

T(n) T(n-1) (nb-1)p

T2 T1

Bolts Bolt type Diameter of bolt D (mm.) 2 Area of bolt Abolt (mm ) Number of bolt n (NOS) Allowable tension stress Ft (N/mm2) Allowable shear stress Fv (N/mm2) Allow. tension+shear stress Ft' (N/mm2)

ENVELOPE FORCE OF SECTION Moment Shear force

M V

(kN-m) (kN)

= =

244.5 65.0

CHECK BOLT SINGLE CAPACITY Diameter of bolt D = Bolt to bolt distance, p =

24 100

mm mm

Rs = A bolt .Fv = Rt = A bolt .Ft =

94 139

kN (Shear) kN (Tension)

Assuming : Neutral axis at bottom Bolt STRESS CHECKING Row number Distance to NA, y (mm) y 2 (mm 2 ) Total distance of bolts : Inertia of Bolts : Tension stress due to load : Shear stress due to load :

1 0 0

T4 T3

2 100 10000 (nb - 1).p =

S Ay2 = ft = My/SAy2 = fv = V/SA =

3 200 40000

4 300 90000

500 mm 497628276 245.7 N/mm2 12.0 N/mm2

5 400 160000

6 500 250000

4

mm < Ft'

-

Ok !!

A325-X 24 452 12 308 207 308