HSS Flange Plate Moment Connection - Temporary Steel

HSS Flange-Plate Moment Connection

1012 - Lyric Opera House Expansion

of 9

UPPER

TEM

P. R

OO

F F

RAM

ING

PLAN

REF: S

2.2

ATS-19

Oval

ATS-19

Line

ATS-19

Oval

ATS-19

Line

ATS-19

PLEASE TAKE NOTE OF THE ENCIRCLED JOINTS

Lay-out:

Required Strength:

Member 1Beam Reaction, Ra1 = kips

Moment, Ma1 = kip-ft

Member 2Beam Reaction, Ra2 = kips

Moment, Ma2 = kip-ft10.030.0


10.030.0

1/41/4

3/163/16

PL3/8 - A36 (Top & Bottom Plates)2-L3 1/2 x 3 1/2 x 5/16

(4)- 3/4"Ø A325-SC-SSLN Bolts

5'' 5''

4 1/2''

8''8''

6''

10''

HSS10X6X1/4End offset = 0.5''

HSS10X6X1/4End offset = 0.5''

7''

21

3 W14x68

1 1/

4''

1 1/

4''

3''

2''

1012 - Lyric Opera House Expansion1012 - Lyric Opera House Expansion

of 9


Material & Geometric Properties:

Members 1 & 2:

Size: ASTM A500 Gr. BFy = ksiFu = ksiB = inHT = inA = in

tdes = intdet = in

Member 3:

Size:Fy = ksiFu = ksid = intw = inbf = intf = in

kdes = in

Bottom Flange-plate:

t = inB = in

Fy = ksiFu = ksi

Top Flange-plate:

t = inB = in

Fy = ksiFu = ksi

Angles:

Size: ASTM 36Fy = ksiFu = ksit = inB = inA = in2

y = in2

Calculations:

Double-Angle Connection

Bolt Shear Resistance

Rn/Ω = 2 X n x rn/Ωwhere:

3.502.090.979

L3-1/2X3-1/2X5/163658

0.3125

10.007.10

0.2330.250

HSS10X6X1/44658

6.00

58

ASTM 36

0.3754.536

0.375

3658

7

ASTM 36

10.000.721.31

5065

14.000.42

W14X68 ASTM A992


of 9


rn/Ω = kipsn =

Rn/Ω = kips > kips (OK)

Bolt Bearing on Angles

Exterior Bolts

= kips < kips

Use rn/Ω = kips

Interior Bolts

= kips > kips

Use rn/Ω = kips

Rn/Ω = Allowable Bearing Resistance of Bolts= 2 [ (1 x 9.18 + (2 - 1 ) x 16.31]= kips > kips (OK)

Shear Yield Strength ( Ω = 1.5 )

Rn/Ω = Allowable Yield Strength of Angle

= 2 x 0.6 x Fy x Ag

where:

Ag = kips


Shear Rupture Strength ( Ω = 2 )

Rn/Ω = Allowable Rupture Strength of Angle

= 2 x 0.6 x Fu x An

where:

1.719

49.5 10.00

Ω

= 1.2 (2.19)(0.3125)(58) <2.0

rn/Ω =1.2 Lc t Fu

<Ω

9.18 16.31

9.18

= 1.2 (0.84)(0.3125)(58) < 2.4 (0.75)(0.3125)(58)2.0 2.0

2.4 d t FuΩ Ω

rn/Ω =1.2 Lc t Fu

<

10.6

2.0

23.79 16.31

50.98 10.00

16.31

2.4 (0.75)(0.3125)(58)

2.4 d t Fu

2.00

42.4 10.00


of 9


An = tp x [L - n x (db + 0.125)]db = in. (Bolt Diameter)L = in. (Depth of Plate)

An = in² (Net Cross-sectional Area)


Block Shear Strength ( Ω = 2 )

Rn/Ω = Allowable Block Shear Strength of Angle

= 2 x Min[ (0.6 x Fu x Anv + Ubs x Fu x Ant); (0.6 x Fy x Agv + Ubs x Fu x Ant) ]

Where:Ubs = 1.0

Agt = Gross Area with Tension Resistance= 1.50 x t= in²

Ant = Net Area with Tension Resistance= Agt - t x (db +0.125)/2 = in²

Agv = Gross Area with Shear Resistance= ( L - 1.25 ) x t= in²

Anv = Net Area with Shear Resistance= Agv - (n - 0.5) x (db + 0.125) x t= in²


Angle to HSS Weld

See attached calcs.

Effective flange force

Ff1 = kips

Bottom Flange Connection

Plate Buckling of Gusset Plate

Ap = Effective Plate Cross-sectional Area= L * t= in²

5.501.17

40.8 10.00

0.75

H + (ttop + tbot)/2M

34.70

=Ff1

2.63

1.33

0.92

0.47

0.33

47.95 10.00


of 9


Lcr = Plate Unbraced Length of Whitmore Section= in.

K = Effective Length Factor=

r = Radius of Gyration= t / 3.464= in.

K Lcr/r = < 25

Thus, Fcr = Fy = ksi

Rn/Ω = Allowable Strength in Compression


Calculate weld size

Max weld size that can be develop by the HSS

Fu t3.09

D = in

Outside Radius of HSS, R = 2 x tdes

Outside Radius of HSS, R = in

Effective throat thickness, E = (5/16) REffective throat thickness, E = in

The equivalent fillet weld that provides the same throat dimension is

w = √2 E inw = in < (OK)

Bottom Plate to HSS weld

Electrode Class = E70XX

Fu = Nominal Tensile Strength of Weld= Ksi

Ø = deg= rad

w = Size of Weld= in.

Fv = Allowable Weld Shear Strength= 0.6 Fu / 2

= 4.373

0.27

sixteenths

70

0.000.000

0.2210

0.108

3.00

0.50

34.70

36.00

Ap * Fcr1.67

0.65

56.59

=

0.500

0.156

0.221

D/16 =


in. 0.27


of 9


= Ksi

Pw = Shear Capacity of 1/4" weld per Linear Inch= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)= (0.707 * 21 * 0.2209703125) * (1)= Kips/in

L = Length of Weld= in.

P = 2 L x Pw

P = kips > kips (OK)

Top Flange Connection

Tension Yielding of the Top Plate:

where:

Ag = B x tAg = in²


Plate to Top Flange Weld:

Perpendicular Weld



Ø = deg= rad


Fv = Allowable Weld Shear Strength= 0.6 Fu / 2= Ksi

Pw = Shear Capacity of 1/4" weld per Linear Inch= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)= (0.707 * 21 * 0.25) * (1.5)= Kips/in


P1 = L x Pw

21

3.281

8

52.49

90.001.571

0.2500

21

5.568

4.5

34.70

Rn/Ω

1.69

70

=Fyp * Ag

1.67

36.38

34.70


of 9


P1 = kips

Parallel Weld



Ø = deg= rad


Fv = Allowable Weld Shear Strength= 0.6 Fu / 2= Ksi

Pw = Shear Capacity of 1/4" weld per Linear Inch= 0.707 * Fv * w * (1.0 + 0.50 sin1.5Ø)= (0.707 * 21 * 0.25) * (1)= Kips/in


P2 = 2 L x Pw

P2 = kips

Thus,

P = P1 + P2

P = kips > kips (OK)34.7062.17

70

0.000.000

0.2500

25.05

21

3.712

5

37.12


of 9

Input:

kl = inl = inx =

e x = al = inθ = degrees

weld size, w = inFexx = ksi

C 1 =P = kips

Specs =

where:P = required force, P u or P a , kipsD = number of sixteenths-of-an-inch in the fillet weld sizel = characteristic length of weld group, in.

a = e x /le x = horizontal component of eccentricity of P with

respect to centroid of weld group, in.C = weld group coefficient

C 1 = electrode strength coefficient (1.0 for E70XX electrodes)

Results:

C =

Available strength of a weld group, Rn/Ω, is determined with

Rn/Ω = (1/Ω) =C C 1 D l (Ω = 2.00)

Setting Rn/Ω = P,

ΩP / C C 1 l ΩP / C C 1 D

in

Conclusion:

Since Dmin = 0.689 < 3 (1/16's) and l min = 1.264 < 5.5 in.,

Weld is adequate!

2.64

1.2640.689

D min =

D min =

l min =

l min =

1

ASD

5.5

03.2190.142

AISC 13th Edition Manual Table 8-8Coefficients C for Eccentrically Loaded Weld Groups

3

3/1670

5kl

l

P

θ

e x =al

xl


of 9

HSS Flange Plate Moment Connection - Temporary Steel

Documents

Transcript of HSS Flange Plate Moment Connection - Temporary Steel