13.05.2016, check girder shear strength due to crane c1 & c2, span 15 m

7/26/2019 13.05.2016, Check Girder Shear Strength Due to Crane C1 & C2, Span 15 m

1/1

Steel Material =

Fy = 240.00 MPa H.iwf = 1,500.00 mm Mu = 2,178.24 kN.m

Steel Profile Used = B.iwf = 500.00 mm Mn = 3,077.96 kN.m

E (Elastic Modulus) = 200,000.00 MPa Yes tw = 1 2. 00 m m Vu = 696.80 kN

Ix (Moment Inertia) = 11,972,940,565 mm4 1.28 x h tf = 1 6. 00 m m Vn = 1,579.34 kN

Steel Making = 1,879.04 mm r = 5.00 mm .max x FD = 19.93 mm

Web Classification = 0.90 r min = 5.00 mm Limit = 15.00 mm

Flange Classification = 0.68 Check r = OK!

1,754.82 k N

1,579.34 kN

AISC Moment Provision = H.iwf = 2,500.00 mm Mn = 3,583.77 kN.m

L Span = 15.00 m B.iwf = 500.00 mm

Unbrace Length Factor = 0.13 Dead Load = 1.25 tw = 1 9. 00 m m

Unbrace Length (Lb) = 1.88 m Live Load = 0.5 tf = 4 2. 00 m m X1 = 0.00 m

Lp = 3,952.57 mm Live Load Crane = 1.5 r = 8.00 mm

Lr = 13,796.67 mm r min = 6.00 mm

Lb Condition = Lb Lp Check r = OK!Design Method =

Cb = 1.00

Mn = 3,419.96 kN.m

= 0.90

P1 Point Load Position from RA

CHECK GIRDER STRENGTH DUE TO CRANE C1, Span = 15 m

BJ 37

Not Compact Web

Not Compact Flange

F4

Multiplier Load Factor (LF)

v =

Web Shear Coefficient (Cv) =

Vn =Allowable Moment Capacity (AISC 2010)

IWF 1500x 500 x 12 x 16

Built Up

LRFD

Vn =

Custom Profile Dimension 2

Moment Strength Capacity

Based on SNI Baja 2002

Summary Report

StiffenerReq =h/tw > 2.46 x (Es/Fy), Required

Transverse Stiffeners

Use Stiffener=

OK!

OK!

Allowable Shear Capacity (AISC 2010)

StiffenerSpacing (a) =

Custom Profile Dimension 1

NOT OK!!

70.8%

44.1%

132.9%

Created by: Made Eka Prayuda Pande

Email: [email protected]

WA:081804022644

= .

Mn = 3,077.96 kN.m

Moment Cap. Ratio (Mn/Mp) = 78%

Width of Load Area = 0.75 m

FP x Load

1. Occupancy Load = 3.00 kN/m2 1.50

2. Others Load (Area Load) = 0.00 kN/m2 0.00

3. Others Load (Line Load) = 0.00 kN/m 0.00

FP x Load

Include Self Weight = Yes

1. Self Weight = 2.64 kN/m 3.30

2. Concrete Slab = 0.00 kN/m2 0.00

Conc.Thickness = 0.00 mm

3. Others Load (Area Load) = 0.50 kN/m2 0.63

4. Others Load (Line Load) = 0.20 kN/m 0.25

Total Distrb.Load (Q1) = 5.14 kN/m

Load Type = Pa x LF

Pa.1 = 68.96 kN 86.20Pa.2 = 68.96 kN 86.20

Pa.3 = 61.85 kN 77.31

Distributed Load

Point Load 1

Dead Load

Live Load =

Dead Load =

P1 P2 P3 P4 P5 P6 P7 P8

L Span

X1 X5X2 X3 X4 X6 X7 X8

=

Pa.4 = 61.85 kN 77.31 RA = 696.80 kN RB = 424.93 kN

Pa.5 = kN 0.00

Pa.6 = kN 0.00

Pa.7 = kN 0.00

Pa.8 = kN 0.00 M1 = 0.00 kN.m 1 = 0.00 mm

M2 = 1,998.41 kN.m 2 = 17.43 mm

Load Type = Pb x LF M3 = 2,178.24 kN.m 3 = 19.81 mm

Pb.1 = 132.04 kN 198.06 M4 = 1,440.30 kN.m 4 = 13.11 mm

Pb.2 = 132.04 kN 198.06 M5 = 1,030.60 kN.m 5 = 9.75 mm

Pb.3 = 107.15 kN 160.73 M6 = 615.76 kN.m 6 = 5.96 mm

Pb.4 = 107.15 kN 160.73 M7 = 195.77 kN.m 7 = 1.91 mm

Pb.5 = kN 0.00 M8 = 0.00 kN.m 8 = 0.00 mm

Pb.6 = kN 0.00 mi dd = 1 9. 93 mm

Pb.7 = kN 0.00 M.Max = 2,178.24 kN.m max = 19.93 m m

Pb.8 = kN 0.00

P1 = (Pa.1 + Pb.1) x LF = 284.26 kN X.P1 = 0.00 m

P2 = (Pa.2 + Pb.2) x LF = 284.26 kN X.P2 = 5.00 m V.RA = 6 96.80 kN

P3 = (Pa.3 + Pb.3) x LF = 238.04 kN X.P3 = 6.84 m V1 = 696.80 kN



P6 = (Pa.6 + Pb.6) x LF = 0.00 kN X.P6 = 13.54 m V4 = -169.09 kN

= = = = -

Inside of Span

PositionLoad Position from RA:

Internal Moment Force in P5 =

Max Moment =

Deflectionin P5 =

Max Deflection=

Deflectionin middle span =


Deflectionin P1 =

Point Load 2


Deflectionin P2 =

Deflectionin P3 =

Deflectionin P4 =

Deflectionin P6 =

Deflectionin P7 =

Deflectionin P8 =




Major Moment Force Major Deflection



Live Load Crane

Point Load 1 + 2 =

Internal Shear Force in P2 =

Major Shear Force

Shear Force in RA =

Internal Shear Force in P1 =

Inside of Span

Inside of Span

Inside of Span

Inside of Span

Inside of Span Internal Shear Force in P3

Internal Shear Force in P4

P7 = (Pa.7 + Pb.7) x LF = 0.00 kN X.P7 = 14.54 m V5 = -412.27 kNP8 = (Pa.8 + Pb.8) x LF = 0.00 kN X.P8 = 15.54 m V6 = -417.41 kN

V7 = - 422. 56 kN

V8 = 0.00 kN

L span = 15.00 m V.RB1 = -424.93 kN

X = 1,000.00

Limit = L span / X = 15.00 mm V.Max = 696.80 kN

M ul ti pl ie r Fa ctor fo r Sh ea r De fl ec ti on (FP D) = 1 .0 0

X1 = 0.00 m

X2 = 5.00 m

X3 = 1.84 m

X4 = 4.70 m

X5 = 1.00 m

X6 = 1.00 m

X7 = 1.00 m

X8 = 1.00 m

Deflection Limit

Load Position Arrangement

Inside of SpanOut of Span

Max Shear Major Force =

Internal Shear Force in P5Internal Shear Force in P6



Shear Force in RB =

13.05.2016, check girder shear strength due to crane c1 & c2, span 15 m

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