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

1/1

Steel Material =

Fy = 240.00 MPa H.iwf = 1,500.00 mm Mu = 2,013.91 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 = 461.19 kN

Ix (Moment Inertia) = 11,972,940,565 mm4 0.75 x h tf = 1 6. 00 m m Vn = 2,256.67 kN

Steel Making = 1,101.00 mm r = 5.00 mm .max x FD = 18.07 mm

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

Flange Classification = 0.97 Check r = OK!

2,507.41 k N

2,256.67 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 = 3.69 m

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

Lr = 13,796.67 mm r min = 8.00 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!!

65.4%

20.4%

120.5%

Created by: Made Eka Prayuda Pande

Email: madepande84@gmail.com

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 = kN 0.00

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 = kN 0.00 RA = 461.19 kN RB = 335.21 kN

Pa.5 = kN 0.00

Pa.6 = kN 0.00

Pa.7 = kN 0.00

Pa.8 = kN 0.00 M1 = 1,665.19 kN.m 1 = 13.46 mm

M2 = 2,013.91 kN.m 2 = 18.07 mm

Load Type = Pb x LF M3 = 1,448.78 kN.m 3 = 14.82 mm

Pb.1 = 182.29 kN 273.44 M4 = 0.00 kN.m 4 = 0.00 mm

Pb.2 = 182.29 kN 273.44 M5 = 0.00 kN.m 5 = 0.00 mm

Pb.3 = kN 0.00 M6 = 0.00 kN.m 6 = 0.00 mm

Pb.4 = kN 0.00 M7 = 0.00 kN.m 7 = 0.00 mm

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

Pb.6 = kN 0.00 mi dd = 1 1. 60 mm

Pb.7 = kN 0.00 M.Max = 2,013.91 kN.m max = 18.07 m m

Pb.8 = kN 0.00

P1 = (Pa.1 + Pb.1) x LF = 359.64 kN X.P1 = 3.69 m

P2 = (Pa.2 + Pb.2) x LF = 359.64 kN X.P2 = 8.69 m V.RA = 4 61.19 kN

P3 = (Pa.3 + Pb.3) x LF = 0.00 kN X.P3 = 10.52 m V1 = 442.24 kN

P4 = (Pa.4 + Pb.4) x LF = 0.00 kN X.P4 = 15.22 m V2 = 56.89 kN

P5 = (Pa.5 + Pb.5) x LF = 0.00 kN X.P5 = 16.22 m V3 = -312.20 kN

P6 = (Pa.6 + Pb.6) x LF = 0.00 kN X.P6 = 17.22 m V4 = 0.00 kN

= = = =

Out of Span

PositionLoad Position from RA:

Internal Moment Force in P5 =

Max Moment =

Deflectionin P5 =

Max Deflection=

Deflectionin middle span =

Internal Moment Force in P3 =

Deflectionin P1 =

Point Load 2

Internal Moment Force in P8 =

Deflectionin P2 =

Deflectionin P3 =

Deflectionin P4 =

Deflectionin P6 =

Deflectionin P7 =

Deflectionin P8 =

Internal Moment Force in P4 =

Internal Moment Force in P6 =

Internal Moment Force in P7 =

Major Moment Force Major Deflection

Internal Moment Force in P1 =

Internal Moment Force in P2 =

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

Out of Span

Out of Span Internal Shear Force in P3

Internal Shear Force in P4

P7 = (Pa.7 + Pb.7) x LF = 0.00 kN X.P7 = 18.22 m V5 = 0.00 kNP8 = (Pa.8 + Pb.8) x LF = 0.00 kN X.P8 = 19.22 m V6 = 0.00 kN

V7 = 0.00 kN

V8 = 0.00 kN

L span = 15.00 m V.RB1 = -335.21 kN

X = 1,000.00

Limit = L span / X = 15.00 mm V.Max = 461.19 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 = 3.69 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

Out of SpanOut of Span

Max Shear Major Force =

Internal Shear Force in P5Internal Shear Force in P6

Internal Shear Force in P7

Internal Shear Force in P8

Shear Force in RB =