4.1 Simple Plate (Sp) All Type

(1)

Project :

OTHER

Client : Made by : Cheked by

OTHER Puji Kurniawan,ST

Location: Job No : Date :

OTHER 22/05/2017

1. DATA BEBAN

Rencana kekuatan sambungan kN

Persentase kekuatan sambungan dari kekuatan profil

% =

0.75 %

Gaya geser akibat beban terfaktor,

V

_u

=

216 kN

Momen akibat beban terfaktor,

P

u

=

65 kN

1.1. MAIN DATA

WF 250.125.6.9

Samb. Sekuat Profil

SHEAR CONNECTION

Approved by Revision 0

WF 250.125.6.9

BJ37

Single Plate Thickness

Bolt Diameter

WF 250.125.6.9

BJ37

Single Plate Thickness

Bolt Diameter

(2)

Bolt eccentricity calculation method

Beam To Girder Aligment

a =

Top

Top Cope Depth

d

_ctmin

=

21.00 mm

d

_ct

=

0.00 mm

Top Cope Length

c

tmin

=

106.00 mm

c

t

=

0.0 mm

Bottom Cope Depth

d

_cb

=

0.00 mm

Bottom Cope Length

c

b

=

0.00 mm

Vertical Edge Distance

L

ev

b

=

40 mm

Horizontal Edge Distance

L

_ehb

=

40 mm

Horizontal Angle

=

0.00 Deg

Vertical Angle

=

0.00 Deg

Exists Opposite Connection

=

Yes

Girder Section

Girder Material

Grade =

BJ37

1.2. CONFIGURATION

Beam Setback

sb =

10 mm

Consider Hole Deformation In Bolt

=

Yes

Consider Sheared Edge In Shapes

=

Yes

Corrosive Influences

=

No

1.3. SHEAR PLATE

Plate Thickness

t

sp

=

12 mm

Plate Material

Grade =

BJ37

Plate Position On Beam

=

Center

Row Of Bolt

n

r

=

3 Pcs

Bolt Column

n

_c

=

2 Pcs

Total number of bolt

n

t

=

6 Pcs

Pitch - Longitudinal Center To Center Spacing

s = p =

64.0 mm

Distance Between Weld And Bolt

a =

146 mm

Gage transversal center to center spacing

g =

50 mm

Load Eccentricity To Bolt Group

e

_b

=

0 mm

Bolts

=

M16-A325 X

Bolt shear area

Hole Type On Plate

=

STD

Hole Type On Beam

=

STD

WF 400.200.8.13

Geser pada grip Manual

(3)

Weld

F

Exx

=

70

Weld Size (1/16 In)

t

wlmin

=

9

=

8 mm

4. GEOMETRIC CONSIDERATIONS

4.1 Shear Plate

- Length of single plate on girder

Unit Value (Lsp) Min. Value Max. Value Status Ok

mm 229 113 229 OK.! Ok

LMin = d - tf - (r / 2) = 113 mm

Lmax = d - (2 * tf) = 229 mm

- Length of single plate on beam

Unit Value (Lsp) Min. Value Max. Value Status Ok

mm 208 104 208 OK.! Ok

LMin = d - ( 2 * tf + 2 * r ) / 2 = 104 mm

Lmax = d - Max(k, dct) - Max(k, dcb) = 208 mm

- Thickness

Unit Value Min. Value Max. Value Status

mm 12 0 12.00 OK.!

tpmax = d / 2 + 1/16 = 9.59 mm

- Vertical Edge Distance

Unit Value (Lev sp

) Min. Value Max. Value Status

mm 40 25.76 0.00 OK.!

LemIn = edim + C2 = 25.76 mm

- Horizontal Edge Distance

Unit Value (Leh sp

mm 40 32.00 0.00 OK.!

LemIn = 2 * d = 32.00 mm

- Vertical center to center spacing (pitch)

Unit Value Min. Value Max. Value Status Ok

mm 64.0 42.67 72.00 OK.! Ok

Smin = 2.667 * d = 42.67 mm

(4)

4.2 Beam

- Vertical Edge Distance

Unit Value (Lev b

mm 40 25.76 0.00 OK.!

LemIn = edim + C2 = 25.76 mm

- Horizontal Edge Distance

Unit Value (Leh b

mm 40 32.00 0.00 OK.!

LemIn = 2 * d = 32.00 mm

4.3 Support

- Weld Size

Unit Value Min. Value Max. Value Status

mm 8 4.72 0.00 OK.!

Wmin = Ceil ((5/8) * tp / (1/16) = 4.72 mm

4.4 Section Properties

Luas Jarak Terhadap

Alas Statis Momen Momen Inersia Momen Inersia

Lebar Tinggi A y A * Y A * Y2 I0 (mm) (mm) (mm2) (mm) (mm3) (mm4) (mm4) 1 125 9.0 1125.0 245.5 276187.5 67804031.3 7593.8 2 12 12.0 61.9 237.0 14675.0 3477984.5 1728.0 3 6 232.0 1392.0 125.0 174000.0 21750000.0 6243584.0 4 12 12.0 31.0 13.0 402.5 5232.2 1728.0 5 65.5 9.0 589.5 4.5 2652.8 11937.4 3979.1 Tot 3199.38 467917.8 93049185.3 6258612.88

Tinggi total balok

h

tot

=

250.00 mm

Luas penampang balok

A

_tot

=

3199.38 mm2

Letak titik berat :

y

a

=

103.75 mm

y

b

=

146.25 mm

Momen inersia terhadap alas balok :

I

_b

= ΣI

₀

+ ΣA * y

2

=

99307798.2 mm4 Momen inersia terhadap titik berat balok

I

x

= I

b

- A * y

b

2

=

30873589.3 mm4

I

_x

=

3087.4 cm4

Net Section Modulus (Negatif)

S

33(Neg)

= I

x

/ y

b

=

211097.7 mm3

Net Section Modulus (Positif)

S

33(Pos)

= I

x

/ y

a

=

297584.3 mm3

Net Plastic Modulus

Z

₃₃

= Formula =

297823.4 mm3

No

(5)

5. GAYA PADA GROUP BAUT

Kapasitas momen pada badan,

=

0 Nmm

Momen tambahan akibat eksentrisitas,

D

M

u

= V

u

* e =

36936 Nmm

Momen total pada badan,

S

M

u

= M

uw

+

D

M

u

=

36936 Nmm

Gaya pada masing-masing baut badan akibat momen dihitung sebagai berikut : Gaya pada arah x,

R

uxi

= (

S

M

u

) * y

i

/ (

S

x

2

+

S

y

2

)

Gaya pada arah y,

R

_uyi

= (

S

M

_u

) * x

_i

/ (

S

x

2

+

S

y

2

)

GAYA-GAYA PADA MASING-MASING BAUT

No

x

_i

y

_i

x

_i2

y

_i2

R

_uyi

R

_uxi (mm) (mm) (mm2) (mm2) (N) (N) 1 -25 -64 625 4096 -46 -117 2 25 -64 625 4096 46 -117 3 -25 0 625 0 -46 0 4 25 0 625 0 46 0 5 -25 64.0 625 4096 -46 117 6 25 64.0 625 4096 46 117 7 0 0 0 0 8 0 0 0 0

S

=

3750 16384

Jumlah baut pada badan,

n

w

=

6

Gaya tambahan pada baut badan akibat gaya geser dan gaya aksial, Gaya tambahan akibat gaya geser arah vertikal (arah y),

D

P

uvi

= P

uv

/ n

w

=

36000 N Gaya tambahan akibat gaya aksial arah horisontal (arah x),

D

P

uhi

= P

uh

/ n

w

=

36000 N Resultan gaya pada baut badan,

(6)

No Ruyi+DPuvi Ruxi+DPuhi

R

ui (N) (N) (N) 1 35954 35883 50796 2 36046 35883 50861 3 35954 36000 50879 4 36046 36000 50944 5 35954 36117 50962 6 36046 36117 51027 7 0 0 0 8 0 0 0

R

u max

=

51027 N 51.03 kN

5.1 Bolt Shear Single

Ratio Capacity

V

u



f

* R

n Ratio

51

<

62 0.82 Safe (OK)

5.2 Bolt Bearing under shear load Single

Ratio Capacity

V

u



f

* R

n Ratio

51

<

170 0.30 Safe (OK)

5. DESIGN CHECK (SHEAR PLATE)

5.1 Bolt Shear (Shear Plate)

Damand Vu = Sqrt (Vu 2 + Pu 2 ) = 226 kN

ɸ =

0.75 Bolt Factor fb = 1

Shear Strength 1 Bolt ɸRn = ɸ Fnv * Ab = 62.40 kN

Shear Strength of Group ɸRn = ɸ Rn * n * fb = 374.39 kN

Ratio Capacity

V

u



f

* R

n Ratio

(7)

5.2 Bolt Bearing under shear load (Shear Plate) Damand Vu = 216 kN

ɸ =

0.75

L

c-end

= max(0.0 , L

ev sp

- d

h

/ 2) =

31.0 mm

L

_c-spa

= max(0.0 , s - d

_h

) =

46.0 mm

ɸrn1

= ɸ * (1,2 * l

c-end

* t

sp

* F

u

) =

123.9 kN

ɸr

n2

= ɸ * (1,2 * l

c-spa

* t

sp

* F

u

) =

183.8 kN

ɸr

n (Max)

= ɸ * (2,4 * d

b

* t

sp

* F

_u

) =

127.9 kN

ɸR

n

= min (ɸr

n1

, ɸr

n (Max)

) + (n - 1) min (ɸr

n2

, ɸr

n (Max)

) =

763.24 kN Ratio Capacity

V

_u



f

* R

_n Ratio

216

<

763 0.28 Safe (OK)

5.3 Shear Yielding (Shear Plate)

Damand Vu = 216 kN

ɸ =

1.00

A

g

= L

p

* t

p

=

2748.0 mm 2

ɸR

n

= ɸ * 0,60 * F

y

* A

g

=

V

_u



f

* R

_n Ratio 216

<

396 0.55 Safe (OK)

5.4 Shear rupture (Shear Plate)

Damand Vu = 216 kN

ɸ =

0.75

L

h

= d

h

+ 1/16 (in) =

19.6 mm

L

e

= L

p

- n

r

* L

h

=

170.2 mm

A

_nv

= L

_e

* t

_p

=

2042.9 mm2

ɸR

n

= ɸ * 0,60 * F

u

* A

nv

=

V

_u



f

* R

_n Ratio 216

<

340 0.64 Safe (OK)

(8)

5.5 Block Shear (Shear Plate) Damand Vu = 216 kN

ɸ =

0.75

dh

h

= d

h

+ 1/16 (in) =

19.6 mm

dh

_v

= d

_h

+ 1/16 (in) =

19.6 mm

A

nt

= (L

eh

- dh

h

/ 2) * t

p

=

362.5 mm 2

A

gv

= (L

ev

+ (n - 1) * s) * t

p

=

4320.0 mm 2

A

_nv

= (L

_ev

+ (n

_r

- 1) * (s - d

_hv

) - d

_hv

/2)* t

_p

=

1428.4 mm2

U

bs

=

0.5 Rupture

0,60 * F

_u

* A

_nv

+ U

_bs

* F

_u

* A

_nt

=

451.2 kN Yield

0,6 * F

_y

* A

_gv

+ U

_bs

* F

_u

* A

_nt

=

756.2 kN

ɸR

n

= ɸ * min(Rupture, Yield)=

V

u



f

* R

n Ratio 216

<

338 0.64 Safe (OK)

5.6 Flexuarl Rupture (Shear Plate)

Damand Vu = 216 kN

ɸ =

0.75

L

h

= d

h

+ 1/16 (in) =

19.6 mm

Z

_net

= t

_p

/ 4 * (L

sp2

- s

2

* n

_r

* (n

_r2

- 1) * L

_h

/ L

sp

) =

132097.7 mm3

e = a =

146.0 mm

ɸR

n

= ɸ * F

u

* Z

net

/ e =

V

_u



f

* R

_n Ratio 216

<

251 0.86 Safe (OK)

(9)

5.7 Local Backling of Plate (Shear Plate) Damand

V

r

=

216 kN

f

=

0.90

L

sp

=

229.0 mm

t

sp

=

12.0 mm

e

sp

=

171.0 mm

A

_g

= L

_p

* t

_p

=

2748.0 mm2

M

r

= V

u

* e =

0.0 kN.m

M

c

=

f

* F

y

* Z

sp

=

34.0 kN.m

Int = ( V

r

/ V

c

)

2

+ ( M

u

/ M

c

)

2

=

0.30 Ratio Capacity

Ratio



Limit Ratio

1

>

0.298 Safe (OK)

5.8 Bolt Bearing Under Axial Load (Shear Plate)

Damand

P

u

=

65 kN

ɸ =

0.75

L

c-end

= max(0.0 , L

eh sp

- d

h

/ 2) =

31.0 mm

L

_c-spa

= max(0.0 , g - d

_h

) =

110.0 mm

ɸr

n1

=min(k

1

* L

c-end

* t

p

* F

u

, k

2

* d * t

p

* F

u

) =

165.2 kN

ɸr

n2

=min(k

1

* L

c-spa

* t

p

* F

u

, k

2

* d * t

p

* F

u

) =

170.5 kN

ɸR

n

= ɸ * n

t

* min(r

n1

, r

n2

) =

V

u



f

* R

n Ratio 65

<

743.3 0.09 Safe (OK)

5.9 Yielding Strength Due Axial Load (Shear Plate)

Damand Pu = 65 kN

ɸ =

0.90

A

g

= L

p

* t

p

=

2748.0 mm 2

ɸR

n

= ɸ * F

y

* A

g

=

V

u



f

* R

n Ratio 65

<

594 0.11 Safe (OK)

(10)

5.10 Rupture Due To Axial Load (Shear Plate) Damand Pu = 65 kN

ɸ =

0.75

A

g

= L

p

* t

p

=

2748.0 mm 2

L

h

= d

h

+ 1/16 (in) =

19.6 mm

A

n

= (L

sp

- n

r

* L

h

) * t

p

=

2042.9 mm 2

A

_e

= Min(0,85 * Ag, A

_n

) =

2042.9 mm2 reduction coefficient

ɸR

n

= ɸ * F

u

* A

e

=

566.9 kN

V

u



f

* R

n Ratio

Ratio Capacity65

<

567 0.11 Safe (OK)

5.11 Tear Out Under Axial Load (Shear Plate)

Damand Pu = 65 kN

ɸ =

0.75

dh

h

= d

h

+ 1/16 (in) =

19.6 mm

dh

v

= d

h

+ 1/16 (in) =

19.6 mm

N > 1 =

True

L

sp

= L

eh sp

=

40.0 mm

g =

50.0 mm

A

nt

= (s

- dh

v

) * (n

r

- 1) * t

p

=

1065.9 mm 2

A

gv

= 2 * (L

sp

+ (n

c

- 1) * g) * t

p

=

2160.0 mm 2

A

nv

= 2 * (L

sp

+ (n

c

- 1) * g - dh

h

* (n

c

- 0,5))* t

p

=

1454.9 mm 2

Is Stress Uniform =

True

U

bs

=

1.0 Rupture

0,6 * F

u

* A

nv

+ U

bs

* F

u

* A

nt

=

717.4 kN Yield

0,6 * F

_y

* A

_gv

+ U

_bs

* F

_u

* A

_nt

=

705.4 kN

ɸRn

= ɸ * min(Rupture, Yield)=

V

u



f

* R

n Ratio 65

<

529 0.12 Safe (OK)

(11)

6. DESIGN CHECK (PLATE SUPORT SIDE GIRDER)

6.1 Weld Capacity (Girder)

Damand Vu = Sqrt (Vu 2 + Tu 2 ) = 296 kN

ɸ =

0.75 Eccentricity

e = c

t

+ sb =

146.0 mm Moment

M = V

_u

* e =

31.5 kN.m Tension

Tu = (M / L

_sp

) + Pu =

202.5 kN

L

_tsp

=

470.0 mm

t

wmin

= 0,6 * F

EXX

* (2)

0,5 / 2

* D/16(in) / (0,6 * F

u p

) =

11.72 mm

Has Weld on Both Site =

Yes

t

_min

= 2 * t

_min

=

23.4 mm

Reduction Factor

Rf =min(1, t

p

/ t

min

) =

0.341

f

* R

nw

= ɸ * 0,6 * F

exx

* t

wl

* 2 * L

=

1634.5 kN

f

* R

nw

= ɸ * R

nw

* rf =

557.7 kN

Ratio Capacity

V

_u



f

* R

_n Ratio

296

<

558 0.53 Safe (OK)

7. DESIGN CHECK (BEAM)

7.1 Bolt Bearing under shear load (Beam)

Damand Vu = 216 kN

ɸ =

0.75

L

_c-end

= max(0.0 , L

_evb

- d

_h

/ 2) =

31.0 mm

L

c-spa

= max(0.0 , s - d

h

) =

46.0 mm

ɸr

n1

= ɸ * (1,2 * l

c-end

* t

w b

* F

u

) =

61.9 kN

ɸr

n2

= ɸ * (1,2 * l

c-spa

* t

w b

* F

u

) =

91.9 kN

ɸr

n (Max)

= ɸ * (2,4 * d

b

* t

w b

* F

u

) =

63.9 kN

ɸR

n

= min (ɸr

n1

, ɸr

n (Max)

) + (n

t

- 1) min (ɸr

n2

, ɸr

n (Max)

) =

V

u



f

* R

n Ratio

(12)

7.2 Shear Yielding (Beam) Damand Vu = 216 kN

ɸ =

1.00

L

p b

= h

t b

- (d

ct

+ d

cb

)=

250.0 mm

A

_g

= L

_pb

* t

_wb

=

1500.0 mm2

ɸR

n

= ɸ * 0,60 * F

y

* A

g

=

V

_u



f

* R

_n Ratio 216

>

216 1.00 Safe (OK)

7.3 Shear Rupture (Beam)

Damand Vu = N/C kN

ɸ =

N/C

L

h

= d

h

+ 1/16 (in) =

N/C mm

L

e

= L

p b

- n

r

* L

h

=

N/C mm

A

nv

= L

e b

* t

w b

=

N/C mm2

ɸR

n

= ɸ * 0,60 * F

u

* A

nv

=

N/C kN Ratio Capacity

V

u



f

* R

n Ratio N/C

>

N/C N/C N/C

7.4 Flexuarl Yealding (Beam)

Damand Vu = 216 kN

ɸ =

0.90

L

p b

= h

t

- (d

ct

+ d

cb

)=

250.0 mm

S

_net

=

297584 mm3

e = c

t

+ sb =

146.0 mm

M

u

= R

u

* e =

31.5 kN.m

ɸM

n

= ɸ * F

y

* S

net

=

64.3 kN.m Ratio Capacity

M

u



f

* M

n Ratio 32

<

64 0.49 Safe (OK)

(13)

7.5 Flexuarl Rupture (Beam) Damand Vu = 216 kN

ɸ =

0.75

S

net

=

297584 mm 3

e = c

t

+ sb =

146.0 mm

ɸR

n

= ɸ * F

u

* S

net

/ e =

V

_u



f

* R

_n Ratio 216

<

566 0.38 Safe (OK)

7.6 Local Web Buckling on coped section (Beam)

Damand Vu = N/C kN

h

_o

= d - (d

_ct

+ d

_cb

) =

N/C mm

c / d <= 1

-- >

0 f = {1 or 2} * c / d

=

N/C

c / h

o

<= 1

-- >

0 k = 2,2 * ( h

o

/ c )

1.65

=

N/C

f

d

= 3,5 - 7,5 *( d

c

/ d)

=

N/C

F

cr

= 0,62 *

p

* E * t

w 2

/ ( c * h

o

) * f

d

=

N/C N/mm 2

F

cr

=

p

2

* E / (12 * (1 - v

2

)) * ( t

w

/ h

o

)

2

* f

* k =

N/C N/mm2

e = c

_t

+ sb =

N/C mm

I

_x

= b * h

3

/ 12 =

N/C mm4

S

net

=

N/C mm 3

ɸR

n

= (ɸ * Min ( F

y

, F

cr

) * S

net

/ e =

V

u



f

* R

n Ratio N/C

>

N/C N/C N/C

7.7 Block Shear (Beam)

Damand Vu = N/C kN

ɸ =

N/C

dh

h

= d

h

+ 1/16 (in) =

N/C mm

dh

_v

= d

_h

+ 1/16 (in) =

N/C mm

A

_nt

= (L

_ehb

- dh

_h

/ 2) * t

_wb

=

N/C mm2

A

_gv

= (L

_evb

+ (n

_r

- 1) * s) * t

_wb

=

N/C mm2

(14)

Rupture

0,6 * F

_u

* A

_nv

+ U

_bs

* F

_u

* A

_nt

=

N/C kN Yield

0,6 * F

y

* A

gv

+ U

bs

* F

u

* A

nt

=

N/C kN

ɸR

n

= ɸ * min(Rupture, Yield)=

V

u



f

* R

n Ratio N/C

>

N/C N/C N/C

7.8 Bolt Bearing Under Axial Load (Beam)

Damand Pu = 65 kN

ɸ =

0.75

L

c-end

= max(0.0 , L

eh b

- d

h

/ 2) =

127.0 mm

L

c-spa

= max(0.0 , g - d

h

) =

110.0

ɸR

n

= ɸ * (min (k

1

* L

c-end

, k

2

* d) +

min(k

₁

* L

_c-spa

, k

₂

* d) * (n

_r

- 1)) * t

_p

* F

_u

* n

_c

=

V

_u



f

* R

_n Ratio 65

<

383.6 0.17 Safe (OK)

7.9 Yielding Strength Due Axial Load (Beam)

Damand Pu = 65 kN

ɸ =

0.90

A

g

=

3765.8 mm 2

ɸR

n

= ɸ * F

y

* A

g

=

V

u



f

* R

n Ratio 65

<

813 0.08 Safe (OK)

7.10 Rupture Due To Axial Load (Beam)

Damand Pu = 65 kN

ɸ =

0.75

L

h

= d

h

+ 1/16 (in) =

19.6 mm

A

n

= A

g b

- n

c

* t

p

* L

h

=

3530.8 mm 2

x =

19.0 mm reduction coefficient

U = 1 - x / l =

0.703

A

e

= U * A

n

=

2482.6 mm 2

ɸR

n

= ɸ * F

u

* A

e

=

V

_u



f

* R

_n Ratio

(15)

65

<

689 0.09 Safe (OK)

7.11 Tear Out Under Axial Load (Beam)

Damand Pu = 65 kN

ɸ =

0.75

dh

_h

= d

_h

+ 1/16 (in) =

19.6 mm

dh

v

= d

h

+ 1/16 (in) =

19.6 mm

N > 1 =

True

L

b

= a - sb =

136.0 mm

g =

50.0 mm

A

nt

= (s

- dh

v

) * (n

r

- 1) * t

p

=

533.0 mm 2

A

_gv

= 2 * (L

b

+ (n

_c

- 1) * g) * t

_p

=

2232.0 mm2

A

_nv

= 2 * (L

b

+ (n

_c

- 1) * g - dh

_h

* (n

_c

- 0,5))* t

_p

=

1879.4 mm2

U

bs

=

1.0 Rupture

0,6 * F

_u

* A

_nv

+ U

_bs

* F

_u

* A

_nt

=

614.4 kN Yield

0,6 * F

y

* A

gv

+ U

bs

* F

u

* A

nt

=

518.6 kN

ɸR

n

= ɸ * min(Rupture, Yield)=

V

u



f

* R

n Ratio 65

<

389 0.17 Safe (OK)

(16)

REMAKS

Connection Safe.!!

CASE Ratio

Shear Plate

0.60 5.1 Bolt Shear (Shear Plate) 0.60 √

0.28 5.2 Bolt Bearing under shear load (Shear Plate) 0.28 √

0.55 5.3 Shear Yielding (Shear Plate) 0.55 √

0.64 5.4 Shear rupture (Shear Plate) 0.64 √

0.64 5.5 Block Shear (Shear Plate) 0.64 √

0.86 5.6 Flexuarl Rupture (Shear Plate) 0.86 √

0.30 5.7 Local Backling of Plate (Shear Plate) 0.30 √

0.09 5.8 Bolt Bearing Under Axial Load (Shear Plate) 0.09 √

0.11 5.9 Yielding Strength Due Axial Load (Shear Plate) 0.11 √

0.11 5.10 Rupture Due To Axial Load (Shear Plate) 0.11 √

0.12 5.11 Tear Out Under Axial Load (Shear Plate) 0.12 √

Girder

0.53 6.1 Weld Capacity (Girder) 0.53 √

Beam

0.57 7.1 Bolt Bearing under shear load (Beam) 0.57 √

1.00 7.2 Shear Yielding (Beam) 1.00 √

N/C 7.3 Shear Rupture (Beam) N/C N/C

0.49 7.4 Flexuarl Yealding (Beam) 0.49 √

0.38 7.5 Flexuarl Rupture (Beam) 0.38 √

N/C 7.6 Local Web Buckling on coped section (Beam) N/C N/C

N/C 7.7 Block Shear (Beam) N/C N/C

0.17 7.8 Bolt Bearing Under Axial Load (Beam) 0.17 √

0.08 7.9 Yielding Strength Due Axial Load (Beam) 0.08 √

0.09 7.10 Rupture Due To Axial Load (Beam) 0.09 √

0.17 7.11 Tear Out Under Axial Load (Beam) 0.17 √

Critical Ratio 7.2 Shear Yielding (Beam) 1.00

(17)

6. Quantity

No. Item Diameter

(mm) Thickness (mm) n (Pcs) Weight (kg) 1 Bolt M16 16 6 1.14 2 Single Plate - 12 1 5.79 Total Weight (kg) = 6.93

Harga per baja (Rp) = Rp 27,000 Total Harga (Rp) = Rp 187,230