result summary - overall pass 0.95 pass right beam to ...asp.civilbay.com › 18-manual ›...

Result Summary - Overall Moment Connection - Beam to Column Code=AISC 360-10 LRFD

Result Summary - Overall geometries & weld limitations = PASS limit states max ratio = 0.95 PASS

Right Beam to Column geometries & weld limitations = PASS limit states max ratio = 0.95 PASS

Left Beam to Column geometries & weld limitations = PASS limit states max ratio = 0.95 PASS

Sketch Moment Connection - Beam to Column Code=AISC 360-10 LRFD

AISC Steel Connection Design Software http://asp.civilbay.com/connect

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http://asp.civilbay.com/connect


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Members & Components Summary

Member Moment Connection Code=AISC 360-10 LRFD

Column Section

W12X40 d = 11.900 [in] b = 8.010 [in]

t = 0.515 [in] t = 0.295 [in]

k = 1.020 [in] k = 1.375 [in]

k = 0.875 [in] A = 11.700 [in ]

S = 51.50 [in ] Z = 57.00 [in ]

Steel Grade A992 F = 50.0 [ksi] F = 65.0 [ksi]

Right Side Beam Section

W12X30 d = 12.300 [in] b = 6.520 [in]

t = 0.440 [in] t = 0.260 [in]

k = 0.740 [in] k = 1.125 [in]

k = 0.750 [in] A = 8.790 [in ]

S = 38.60 [in ] Z = 43.10 [in ]


Left Side Beam Section

W12X30 d = 12.300 [in] b = 6.520 [in]

t = 0.440 [in] t = 0.260 [in]

k = 0.740 [in] k = 1.125 [in]

k = 0.750 [in] A = 8.790 [in ]

S = 38.60 [in ] Z = 43.10 [in ]


f

f w

des det

12

x3

x3

y u

f

f w

des det

12

x3

x3

y u

f

f w

des det

12

x3

x3

y u


4 of 35


Beam Flange Force Calc

Beam Flange Force - Right Side Beam

Beam section d = 12.300 [in] t = 0.440 [in]

Flange force moment arm d = d - t = 11.860 [in]

User input load axial P = -25.00 [kips] moment M = 100.00 [kip-ft]

in tension

Beam flange force - top P = P / 2 + M / d = 88.68 [kips]

Beam flange force - bottom P = P / 2 - M / d = -113.68 [kips]

Beam Flange Force - Left Side Beam



User input load axial P = -25.00 [kips] moment M = 45.00 [kip-ft]

in tension

Beam flange force - top P = P / 2 - M / d = -58.03 [kips]

Beam flange force - bottom P = P / 2 + M / d = 33.03 [kips]

Panel Zone Shear Force Calc

Column story shear V = from user input = 0.00 [kips]

Panel zone shear force V = P - P - V = 146.71 [kips]

Right Beam to Column MC Connection Code=AISC 360-10 LRFD

Result Summary geometries & weld limitations = PASS limit states max ratio = 0.95 PASS

b fb

m b fb

bR R

f-TR bR R m

f-BR bR R m

b fb

m b fb

bL L

f-TL bL L m

f-BL bL L m

s

p f-TR f-TL s


5 of 35


Geometry Restriction Checks PASS

Min Bolt Edge Distance - Column Flange

Bolt diameter d = = 0.750 [in]

Min edge distance allowed L = = 1.000 [in] AISC 14 Table J3.4

Min edge distance in Column Flange L = = 2.005 [in]

> L OK

Min Bolt Spacing - End Plate


Min bolt spacing allowed L = 2.667 d = 2.000 [in] AISC 14 J3.3

Min Bolt spacing in End Plate L = = 3.690 [in]

> L OK

Min Bolt Edge Distance - End Plate



Min edge distance in End Plate L = = 1.375 [in]

> L OK

Max Bolt Edge Distance - End Plate

Connecting plate thickness t = = 0.750 [in]

Max edge distance allowed L = min ( 12t , 6" ) = 6.000 [in] AISC 14 J3.5

Max edge distance in End Plate L = = 2.245 [in]

< L OK

Beam Flange Fillet Weld Limitation PASS

Min Fillet Weld Size

Thinner part joined thickness t = = 0.440 [in]

Min fillet weld size allowed w = = 0.188 [in] AISC 14 Table J2.4

Fillet weld size provided w = = 0.313 [in]

> w OK

Min Fillet Weld Length


Min fillet weld length allowed L = 4 x w = 1.250 [in] AISC 14 J2.2b

Min fillet weld length L = 0.5 b - k = 2.510 [in]

> L OK

b

e-minth

e

e-min

b

s-min bth

s

s-min

b

e-minth

e

e-min

p

e-maxth

e

e-max

minth

min

minth

fb 1b

min


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Beam Web Fillet Weld Limitation PASS





> w OK




Min fillet weld length L = 0.5 d - k = 5.025 [in]

> L OK

Min Beam Web to End Plate Fillet Weld Size

Beam web to end-plate fillet weld in the tension-bolt region to develop the yield strength of the beam web AISC DG4 Page 9 Item 7

Shear resistance factor-LRFD φ = 0.90 AISC 14 G1

Fillet weld shear strength φ R = = 1.392 [kip/in] AISC 14 Eq 8-2a

Fillet weld strength φ R x 1.5 x 2 to account for 90° load angle when it's in tension and double fillet

Min double fillet weld size to match

beam web yield strengthD = φ F t / ( φ R x 1.5 x 2 ) = 2.802 [1/16 "]

Fillet weld size provided D = = 5.000 [1/16 "]

> D OK

minth

min

minth

b b

min

vth

n-wth

n-w

min v yb wb n-w

min


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Verify AISC DG4 Bolt No Prying Assumption AISC DG4 Is Used

Bolt Moment Strength (No Prying)

bolt grade = A325-N F = 90.0 [ksi] AISC 14 Table J3.2

bolt dia d = 0.750 [in] bolt area A = 0.442 [in ]

Bolt norminal tensile strength P = F A = 39.76 [kips] AISC 14 Eq J3-1

Tension bolt moment arm h = 13.705 [in] h = 10.015 [in]

Bolt moment strength (no prying) M = 2 P ( h + h ) = 157.19 [kip-ft] AISC DG4 Eq 3.7

Bolt resistance factor-LRFD φ = 0.75 AISC 14 Eq J3-1

φ M = = 117.89 [kip-ft]

End Plate Bending Strength

End plate width b = 8.490 [in] thickness t = 0.750 [in]

Beam flange width b = 6.520 [in]

Effective end plate width b = min ( b , b + 1" ) = 7.520 [in] AISC DG4 Page 9 item 5

End plate yield strength F = 50.0 [ksi]

See AISC DG4 Table 3.1 for all formulas to derive the following parameters AISC DG4 Table 3.1


g = 4.000 [in]

p = 1.625 [in] p = 1.625 [in]

s = 2.742 [in] Y = 88.61 [in]

Flexure resistance factor-LRFD φ = 0.90 AISC 14 F1 (1)

End plate bending strength φ M = φ F t Y = 186.90 [kip-ft] AISC DG4 Table 3.1

Check thick end plate condition φ M >= 1.11 X φ M AISC DG4 Eq 3.33

ratio = 0.70 thick plate

Column Flange Bending Strength



*** Stiffened Column Flange Case ***

Column section b = 8.010 [in] t = 0.515 [in]

F = 50.0 [ksi] bolt gage g = 4.000 [in]

s = 2.830 [in] c = 3.690 [in]

Stiffener plate thickness t = 0.500 [in]

p = 1.595 [in] p = 1.595 [in]

Y = 145.6 [in]


Column flange bending strength φ M = φ F t Y = 144.82 [kip-ft] AISC DG4 Table 3.4

Check thick column flange condition φ M >= 1.11 X φ M AISC DG4 Eq 3.35


The thick end plate and column flange conditions are met. AISG DG4 is used and

no bolt prying is consideredAISC DG4 Eq 3.33 & 3.35

tth

b b2

t t bth

0 1

np t 0 1

th

np

plate p

fb

p plate fb

yp

0 1

fi fo

p

bth

b pl b yp2p p

b pl np

0 1

fc fc

yc

s

si so

c

bth

b cf b yc2fc c

b cf np


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Bolt Moment Strength (No Prying) ratio = 113.68 / 119.28 = 0.95 PASS






Flange force required in tension P = P / 2 - M / d = 113.68 [kips]

Flange force resistance by bolt F = 2 P ( h + h ) / d = 159.04 [kips] AISC DG4 Eq 3.7


φ F = = 119.28 [kips] AISC DG4 Eq 3.7

ratio = 0.95 > P OK

Bolt Shear Strength ratio = 30.00 / 71.57 = 0.42 PASS

Bolt shear stress bolt grade = A325-N F = 54.0 [ksi] AISC 14 Table J3.2


Number of bolt carried shear n = 4.0 shear plane m = 1

Required shear strength V = = 30.00 [kips]

Bolt shear strength R = F A n m C = 95.43 [kips] AISC 14 Eq J3-1


φ R = = 71.57 [kips]

ratio = 0.42 > V OK

tth

b b2

t t bth

0 1

m b fb

uf_t u u m

n t 0 1 m

th

n

uf_t

nvth

b b2

s

u

n nv b s ecth

th

n

u


9 of 35


Bolt Bearing/TearOut Strength on End Plate ratio = 30.00 / 71.57 = 0.42 PASS

Single Bolt Shear Strength



Single bolt shear strength R = F A = 23.86 [kips] AISC 14 Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter bolt dia d = ⁄ [in] bolt hole dia d = ⁄ [in] AISC 14 Table J3.3

Bolt spacing & edge distance spacing L = 3.690 [in] edge distance L = 1.375 [in]

Plate tensile strength F = 65.0 [ksi]

Plate thickness t = 0.750 [in]

Interior Bolt

Bolt hole edge clear distance L = L - d = 2.878 [in]

Bolt tear out/bearing strength R = 1.5 L t F ≤ 3.0 d t F AISC 14 Eq J3-6b

= 210.42 ≤ 109.69 = 109.69 [kips]

Bolt strength at interior R = min ( R , R ) = 23.86 [kips]

Edge Bolt

Bolt hole edge clear distance L = L - d / 2 = 0.969 [in]


= 70.84 ≤ 109.69 = 70.84 [kips]

Bolt strength at edge R = min ( R , R ) = 23.86 [kips]

Number of bolt interior n = 2 edge n = 2

Bolt bearing strength for all bolts R = n R + n R = 95.43 [kips]


Bolt resistance factor-LRFD φ = 0.75 AISC 14 J3-10

φ R = = 71.57 [kips]

ratio = 0.42 > V OK

nvth

b b2

n-bolt nv bth

b3

4 h13

16th

s e

u

c s h

n-t&b-in c u b uth

n-in n-t&b-in n-bolt

c e h

n-t&b-ed c u b uth

n-ed n-t&b-ed n-bolt

in ed

n in n-in ed n-ed

u

th

n

u


10 of 35


Bolt Bearing/TearOut Strength on Column Flange ratio = 30.00 / 71.57 = 0.42 PASS







Bolt spacing spacing L = 3.690 [in]



Interior Bolt


Bolt tear out/bearing strength R = 1.5 L t F ≤ 3.0 d t m F AISC 14 Eq J3-6b

= 144.49 ≤ 75.32 = 75.32 [kips]


Number of bolt interior n = 4

Bolt bearing strength for all bolts R = n R = 95.43 [kips]



φ R = = 71.57 [kips]

ratio = 0.42 > V OK

nvth

b b2

n-bolt nv bth

b3

4 h13

16th

s

u

c s h

n-t&b-in c u b uth


in

n in n-in

u

th

n

u


11 of 35


End Plate Flexural Yielding ratio = 113.68 / 189.11 = 0.60 PASS








g = 4.000 [in]

p = 1.625 [in] p = 1.625 [in]

s = 2.742 [in] Y = 88.61 [in]





Flange force provided by end plate

bendingφ R = φ M / d = 189.11 [kips] AISC DG4 Eq 3.10

ratio = 0.60 > P OK

End Plate Shear Yielding ratio = 56.84 / 169.20 = 0.34 PASS





Plate Shear Yielding Check

Plate size width b = 7.520 [in] thickness t = 0.750 [in]

Plate yield strength F = 50.0 [ksi]

Plate gross area in shear A = b t = 5.640 [in ]

Shear force required 0.5 P = = 56.84 [kips]

Plate shear yielding strength R = 0.6 F A = 169.20 [kips] AISC 14 Eq J4-3

Resistance factor-LRFD φ = 1.00 AISC 14 Eq J4-3

φ R = = 169.20 [kips]

ratio = 0.34 > 0.5 P OK

plate p

fb

p plate fb

yp

0 1

fi fo

p

bth

b pl b yp2p p

m b fb

uf_t u u m

pl pl m

uf_t

uf_t u u m

plate p

fb

p plate fb

p p

y

gv p p2

uf_t

n y gvth

th

n

uf_t


12 of 35


End Plate Shear Rupture ratio = 56.84 / 126.58 = 0.45 PASS





Plate Shear Rupture Check

Bolt hole diameter bolt dia d = ⁄ [in] bolt hole dia d = ⁄ [in] AISC 14 B4.3b

Number of bolt n = 2



Plate net area in shear A = ( b - n d ) t = 4.328 [in ]


Plate shear rupture strength R = 0.6 F A = 168.77 [kips] AISC 14 Eq J4-4


φ R = = 126.58 [kips]

ratio = 0.45 > 0.5 P OK

Beam Flange Weld Strength ratio = 113.68 / 120.47 = 0.94 PASS


Fillet weld length - double fillet L = [b + ( b - 2k )] /2 as dbl fillet = 5.770 [in]

Fillet Weld Strength Check

Fillet weld leg size w = ⁄ [in] load angle θ = 90.0 [°]

Electrode strength F = 70.0 [ksi] strength coeff C = 1.00 AISC 14 Table 8-3

Number of weld line n = 2 for double fillet

Load angle coefficient C = ( 1 + 0.5 sin θ ) = 1.50 AISC 14 Page 8-9

Fillet weld shear strength R = 0.6 (C x 70 ksi) 0.707 w n C = 27.838 [kip/in] AISC 14 Eq 8-1

Base metal - beam flange thickness t = 0.440 [in] tensile F = 65.0 [ksi]

Base metal - beam flange is in tension, tensile rupture as per AISC 14 Eq J4-2 is checked AISC 14 J2.4

Base metal tensile rupture R = F t = 28.600 [kip/in] AISC 14 Eq J4-2

Double fillet linear shear strength R = min ( R , R ) = 27.838 [kip/in] AISC 14 Eq 9-2

Resistance factor-LRFD φ = 0.75 AISC 14 Eq 8-1

φ R = = 20.879 [kip/in]

Shear resistance required P = = 113.68 [kips]

Fillet weld length - double fillet L = = 5.770 [in]

Shear resistance provided φ F = φ R x L = 120.47 [kips]

ratio = 0.94 > P OK

uf_t u u m

plate p

fb

p plate fb

b3

4 h7

8th

p p

u

nv p h p2

uf_t

n u nvth

th

n

uf_t

uf_t u u m

fb fb 1b

516

EXX 1th

21.5 th

n-w 1 2th

u

th th

n-b uth

n n-w n-bth

th

n

uf_t

n n

uf_t


13 of 35


Beam Web Weld Strength ratio = 30.00 / 38.22 = 0.79 PASS

Beam Web Effective Weld Length Calc


k = 1.125 [in]

Bolt diameter d = 0.750 [in] bolt inner pitch p = 1.625 [in]

Effective weld length case 1 L = 0.5 d - k = 5.025 [in] AISC DG4 Page 38

Effective weld length case 2 L = d - 2t - p - 2 d = 8.295 [in] AISC DG4 Page 38

Fillet weld length - double fillet L = min( L , L ) = 5.025 [in]







Base metal - beam web thickness t = 0.260 [in] tensile F = 65.0 [ksi]

Base metal - beam web is in shear, shear rupture as per AISC 14 Eq J4-4 is checked AISC 14 J2.4

Base metal shear rupture R = 0.6 F t = 10.140 [kip/in] AISC 14 Eq J4-4



φ R = = 7.605 [kip/in]

Shear resistance required V = = 30.00 [kips]



ratio = 0.79 > V OK

b fb

b

bolt fi

1 b b

2 b fb fi bolt

1 2

516

EXX 1th

21.5 th

n-w 1 2th

u

th th

n-b uth

n n-w n-bth

th

n

u

n n

u


14 of 35


Column Flexural Yielding ratio = 113.68 / 146.53 = 0.78 PASS







s = 2.830 [in] c = 3.690 [in]


p = 1.595 [in] p = 1.595 [in]

Y = 145.6 [in]





Flange force provided by column

flange bendingφ R = φ M / d = 146.53 [kips] AISC DG4 Eq 3.21

ratio = 0.78 > P OK

Column Web Yielding ratio = 113.68 / 290.95 = 0.39 PASS

Column web thickness t = 0.295 [in] yield F = 50.0 [ksi]

Doubler plate thickness t = 0.375 [in] yield F = 50.0 [ksi]

Equivalent web thickness when

considering doubler platet = t + t x F / F = 0.670 [in]


Flange force in demand P = max ( P , P ) = 113.68 [kips] AISC DG13 Eq 4.2-1

Column section d = 11.900 [in] t = 0.515 [in]

t = 0.295 [in] k = 1.020 [in]

Column yield strength F = 50.0 [ksi]

Top column condition it's not a top column case C = 1.0 AISC DG4 Eq 3.24

Beam flange fillet weld size w = 0.313 [in] beam flange t = 0.440 [in]

Length of bearing N = t + 2 w = 1.065 [in] AISC DG4 Eq 3.24

End plate thickness t = 0.750 [in]

Column web yielding strength R = C ( 6 k + N + 2 t ) F t = 290.95 [kips] AISC DG4 Eq 3.24

Resistance factor-LRFD φ = 1.00 AISC 14 J10.2

φ R = = 290.95 [kips]

ratio = 0.39 > P OK

0 1

fc fc

yc

s

si so

c

bth

b cf b yc2fc c

m b fb

uf_t u u m

cf cf m

uf_t

wc y

dp ydp

w-eq wc dp ydp y

m b fb

uf uf_t uf_c

c fc

wc c

yc

t

fb

fb

p

n t c p yc w-eq

th

n

uf


15 of 35


Column Web Buckling ratio = 88.68 / 206.83 = 0.43 PASS


Flange force required incompression

P = P / 2 - M / d = 88.68 [kips]


t = 0.295 [in] k = 1.020 [in]

h = d - 2 k = 9.860 [in]

Column yield strength F = 50.0 [ksi] E = 29000 [ksi]

Top column condition it's not a top column case C = 1.0 AISC 14 J10.5

Column web buckling strength R = C 24 t E F

h = 75.25 [kips] AISC 14 Eq J10-8


Doubler plate buckling strength R = C 24 t E F

h = 154.57 [kips] AISC 14 Eq J10-8

Total buckling strength R = R + R = 229.81 [kips]


φ R = = 206.83 [kips]

ratio = 0.43 > P OK

m b fb

uf_c u u m

c fc

wc c

c c

yc c

tth

n1t

3wc √ c yc th

dp ydp

n2t

3dp √ c ydp th

n n1 n2

th

n

uf_c


16 of 35


Column Web Crippling ratio = 88.68 / 273.27 = 0.32 PASS



P = P / 2 - M / d = 88.68 [kips]


t = 0.295 [in] k = 1.020 [in]




Length of bearing l = t + 2 w + 2 t = 2.565 [in]

Distance from top of column to top

of beam flanged = = 4.000 [in]

Top column condition it's not a top column case, use Eq J10-4 AISC 14 J10.3 (a)

Column web crippling strength R = 0.8 t [1+3l

d(

t

t ) ]x = 141.82 [kips] AISC 14 Eq J10-4

( E F tt

)


Doubler plate crippling strength R = 0.8 t [1+3l

d(

t

t ) ]x = 222.54 [kips] AISC 14 Eq J10-4

( E F tt

)

Total crippling strength R = R + R = 364.36 [kips]


φ R = = 273.27 [kips]

ratio = 0.32 > P OK

Column Panel Zone Shear 146.71 / 94.78 N/A



A = 11.700 [in ] F = 50.0 [ksi]

Column axial compression - user

inputP = = 0.00 [kips]

P = P = F A = 585.00 [kips] AISC 14 J10.6

P ≤ 0.4 P , use Eq J10-9 AISC 14 Eq J10-9

Web panel zone capacity R = 0.6 F d t = 105.32 [kips] AISC 14 Eq J10-9


φ R = = 94.78 [kips]

Unbalanced force to be resisted by

doubler plateV = R - φ R = 51.93 [kips]

m b fb

uf_c u u m

c fc

wc c

yc c

fb

p

b fb p

end-flg

th

n12wc

b

c

wc

fc

1.5 th

c yc fc

wc

0.5

dp ydp

n22dp

b

c

dp

fc

1.5 th

c ydp fc

dp

0.5

n n1 n2

th

n

uf_c

p f-TR f-TL s

c wc

c2

yc

r

c y yc cth

r cth

n yc c wcth

th

n

dp p n


17 of 35


Doubler Geometry Restriction PASS

Min Doubler Thickness to Allow for Proper Beveling of Plate AISC DG13 Eq 4.4-4

Column section t = 0.515 [in] k = 1.020 [in]

Allowed fillet encroachment r = 0.250 [in] AISC 14 Fig 10-3

Min doubler plate thickness t = k - t - r = 0.255 [in] AISC DG13 Eq 4.4-4

Doubler plate thickness t = = 0.375 [in]

> t OK

Min Doubler Thickness to Avoid Shear Buckling of Plate AISC DG13 Eq 4.4-5

Column section d = 11.900 [in] k = 1.020 [in]

h = d - 2 k = 9.860 [in]

Doubler plate steel F = 50.0 [ksi] E = 29000 [ksi]

Min doubler plate thickness t = h / 2.24 E / F = 0.183 [in] AISC 14 G2.1 (a)


> t OK

Doubler Plate Shear Yield ratio = 51.93 / 133.88 = 0.39 PASS

Doubler plate thickness t = 0.375 [in] yield strength F = 50.0 [ksi]

Number of doubler N = 1 for one side

Column depth d = 11.900 [in]

Area of web A = t x d = 4.463 [in ] AISC DG13 Eq 4.4-1

Shear coefficient C = 1.0 AISC 14 Eq G2-2

Doubler plate shear in demand R = unbalanced force from column = 51.93 [kips]

panel zone shear calc

Doubler plate shear strength R = N 0.6 F A C = 133.88 [kips] AISC 14 Eq G2-1

Resistance factor-LRFD φ = 1.00 AISC 14 G2.1 (a)

φ R = = 133.88 [kips]

ratio = 0.39 > R OK

Doubler to Column Flange Fillet Weld Limitation PASS





> w OK




Min fillet weld length L = d + ( 3 k + t )x 2 Ends = 19.920 [in]

> L OK

fc c

eth

pmin c fc e

dp

pmin

c c

c c

y

pmin √ yth

dp

pmin

dp y

dbl

c

w dp c2

vth

dp

n dbl y w vth

th

n

dp

minth

min

minth

b c p

min


18 of 35


Doubler to Column Web Fillet Weld Limitation PASS





> w OK




Min fillet weld length L = d - 2 x k = 9.860 [in]

> L OK

Doubler Weld Strength at Column Flange ratio = 51.93 / 110.91 = 0.47 PASS

Doubler Plate to Column Flange Weld Length Calc

Beam section d = 12.300 [in] column section k = 1.020 [in]


Doubler plate to column flange weld

length - single filletL = d +(3 k + t ) x 2 ends = 19.920 [in] AISC DG13 Fig 4-3




Number of weld line n = 1 for single fillet



Base metal - doubler plate thickness t = 0.375 [in] tensile F = 65.0 [ksi]

Base metal - doubler plate is in shear, shear rupture as per AISC 14 Eq J4-4 is checked AISC 14 J2.4


Single fillet linear shear strength R = min ( R , R ) = 7.424 [kip/in] AISC 14 Eq 9-2


φ R = = 5.568 [kip/in]

Shear resistance required R = = 51.93 [kips]

Fillet weld length - single fillet L = = 19.920 [in]


ratio = 0.47 > R OK

minth

min

minth

c c

min

b c

p

b c p

14

EXX 1th

21.5 th

n-w 1 2th

u

th th

n-b uth

n n-w n-bth

th

n

dp

n n

dp


19 of 35


Doubler Weld Strength at Column Web ratio = 51.93 / 54.90 = 0.95 PASS

Doubler Plate to Column Web Weld Length Calc


Doubler plate to column web weld

length - single filletL = d - 2 x k = 9.860 [in]












φ R = = 5.568 [kip/in]




ratio = 0.95 > R OK

c c

c c

14

EXX 1th

21.5 th

n-w 1 2th

u

th th

n-b uth

n n-w n-bth

th

n

dp

n n

dp


20 of 35


Left Beam to Column MC Connection Code=AISC 360-10 LRFD

Result Summary geometries & weld limitations = PASS limit states max ratio = 0.95 PASS

Geometry Restriction Checks PASS

Min Bolt Edge Distance - Column Flange



Min edge distance in Column Flange L = = 2.005 [in]

> L OK

Min Bolt Spacing - End Plate


Min bolt spacing allowed L = 2.667 d = 2.000 [in] AISC 14 J3.3

Min Bolt spacing in End Plate L = = 3.690 [in]

> L OK

Min Bolt Edge Distance - End Plate



Min edge distance in End Plate L = = 1.375 [in]

> L OK

Max Bolt Edge Distance - End Plate

Connecting plate thickness t = = 0.750 [in]

Max edge distance allowed L = min ( 12t , 6" ) = 6.000 [in] AISC 14 J3.5

Max edge distance in End Plate L = = 2.245 [in]

< L OK

Beam Flange Fillet Weld Limitation PASS





> w OK




Min fillet weld length L = 0.5 b - k = 2.510 [in]

> L OK

b

e-minth

e

e-min

b

s-min bth

s

s-min

b

e-minth

e

e-min

p

e-maxth

e

e-max

minth

min

minth

fb 1b

min


21 of 35


Beam Web Fillet Weld Limitation PASS





> w OK




Min fillet weld length L = 0.5 d - k = 5.025 [in]

> L OK

Min Beam Web to End Plate Fillet Weld Size

Beam web to end-plate fillet weld in the tension-bolt region to develop the yield strength of the beam web AISC DG4 Page 9 Item 7

Shear resistance factor-LRFD φ = 0.90 AISC 14 G1

Fillet weld shear strength φ R = = 1.392 [kip/in] AISC 14 Eq 8-2a

Fillet weld strength φ R x 1.5 x 2 to account for 90° load angle when it's in tension and double fillet

Min double fillet weld size to match

beam web yield strengthD = φ F t / ( φ R x 1.5 x 2 ) = 2.802 [1/16 "]

Fillet weld size provided D = = 5.000 [1/16 "]

> D OK

minth

min

minth

b b

min

vth

n-wth

n-w

min v yb wb n-w

min


22 of 35


Verify AISC DG4 Bolt No Prying Assumption AISC DG4 Is Used

Bolt Moment Strength (No Prying)





Bolt moment strength (no prying) M = 2 P ( h + h ) = 157.19 [kip-ft] AISC DG4 Eq 3.7


φ M = = 117.89 [kip-ft]








g = 4.000 [in]

p = 1.625 [in] p = 1.625 [in]

s = 2.742 [in] Y = 88.61 [in]



Check thick end plate condition φ M >= 1.11 X φ M AISC DG4 Eq 3.33








s = 2.830 [in] c = 3.690 [in]


p = 1.595 [in] p = 1.595 [in]

Y = 145.6 [in]



Check thick column flange condition φ M >= 1.11 X φ M AISC DG4 Eq 3.35


The thick end plate and column flange conditions are met. AISG DG4 is used and

no bolt prying is consideredAISC DG4 Eq 3.33 & 3.35

tth

b b2

t t bth

0 1

np t 0 1

th

np

plate p

fb

p plate fb

yp

0 1

fi fo

p

bth

b pl b yp2p p

b pl np

0 1

fc fc

yc

s

si so

c

bth

b cf b yc2fc c

b cf np


23 of 35


Bolt Moment Strength (No Prying) ratio = 58.03 / 119.28 = 0.49 PASS







Flange force resistance by bolt F = 2 P ( h + h ) / d = 159.04 [kips] AISC DG4 Eq 3.7


φ F = = 119.28 [kips] AISC DG4 Eq 3.7

ratio = 0.49 > P OK

Bolt Shear Strength ratio = 30.00 / 71.57 = 0.42 PASS



Number of bolt carried shear n = 4.0 shear plane m = 1


Bolt shear strength R = F A n m C = 95.43 [kips] AISC 14 Eq J3-1


φ R = = 71.57 [kips]

ratio = 0.42 > V OK

tth

b b2

t t bth

0 1

m b fb

uf_t u u m

n t 0 1 m

th

n

uf_t

nvth

b b2

s

u

n nv b s ecth

th

n

u


24 of 35


Bolt Bearing/TearOut Strength on End Plate ratio = 30.00 / 71.57 = 0.42 PASS







Bolt spacing & edge distance spacing L = 3.690 [in] edge distance L = 1.375 [in]



Interior Bolt



= 210.42 ≤ 109.69 = 109.69 [kips]


Edge Bolt

Bolt hole edge clear distance L = L - d / 2 = 0.969 [in]


= 70.84 ≤ 109.69 = 70.84 [kips]

Bolt strength at edge R = min ( R , R ) = 23.86 [kips]

Number of bolt interior n = 2 edge n = 2

Bolt bearing strength for all bolts R = n R + n R = 95.43 [kips]



φ R = = 71.57 [kips]

ratio = 0.42 > V OK

nvth

b b2

n-bolt nv bth

b3

4 h13

16th

s e

u

c s h

n-t&b-in c u b uth


c e h

n-t&b-ed c u b uth

n-ed n-t&b-ed n-bolt

in ed

n in n-in ed n-ed

u

th

n

u


25 of 35


Bolt Bearing/TearOut Strength on Column Flange ratio = 30.00 / 71.57 = 0.42 PASS







Bolt spacing spacing L = 3.690 [in]



Interior Bolt


Bolt tear out/bearing strength R = 1.5 L t F ≤ 3.0 d t m F AISC 14 Eq J3-6b

= 144.49 ≤ 75.32 = 75.32 [kips]


Number of bolt interior n = 4

Bolt bearing strength for all bolts R = n R = 95.43 [kips]



φ R = = 71.57 [kips]

ratio = 0.42 > V OK

nvth

b b2

n-bolt nv bth

b3

4 h13

16th

s

u

c s h

n-t&b-in c u b uth


in

n in n-in

u

th

n

u


26 of 35


End Plate Flexural Yielding ratio = 58.03 / 189.11 = 0.31 PASS








g = 4.000 [in]

p = 1.625 [in] p = 1.625 [in]

s = 2.742 [in] Y = 88.61 [in]





Flange force provided by end plate

bendingφ R = φ M / d = 189.11 [kips] AISC DG4 Eq 3.10

ratio = 0.31 > P OK

End Plate Shear Yielding ratio = 29.02 / 169.20 = 0.17 PASS





Plate Shear Yielding Check


Plate yield strength F = 50.0 [ksi]

Plate gross area in shear A = b t = 5.640 [in ]


Plate shear yielding strength R = 0.6 F A = 169.20 [kips] AISC 14 Eq J4-3


φ R = = 169.20 [kips]

ratio = 0.17 > 0.5 P OK

plate p

fb

p plate fb

yp

0 1

fi fo

p

bth

b pl b yp2p p

m b fb

uf_t u u m

pl pl m

uf_t

uf_t u u m

plate p

fb

p plate fb

p p

y

gv p p2

uf_t

n y gvth

th

n

uf_t


27 of 35


End Plate Shear Rupture ratio = 29.02 / 126.58 = 0.23 PASS





Plate Shear Rupture Check

Bolt hole diameter bolt dia d = ⁄ [in] bolt hole dia d = ⁄ [in] AISC 14 B4.3b

Number of bolt n = 2



Plate net area in shear A = ( b - n d ) t = 4.328 [in ]


Plate shear rupture strength R = 0.6 F A = 168.77 [kips] AISC 14 Eq J4-4


φ R = = 126.58 [kips]

ratio = 0.23 > 0.5 P OK

Beam Flange Weld Strength ratio = 58.03 / 120.47 = 0.48 PASS


Fillet weld length - double fillet L = [b + ( b - 2k )] /2 as dbl fillet = 5.770 [in]







Base metal - beam flange thickness t = 0.440 [in] tensile F = 65.0 [ksi]

Base metal - beam flange is in tension, tensile rupture as per AISC 14 Eq J4-2 is checked AISC 14 J2.4

Base metal tensile rupture R = F t = 28.600 [kip/in] AISC 14 Eq J4-2



φ R = = 20.879 [kip/in]

Shear resistance required P = = 58.03 [kips]



ratio = 0.48 > P OK

uf_t u u m

plate p

fb

p plate fb

b3

4 h7

8th

p p

u

nv p h p2

uf_t

n u nvth

th

n

uf_t

uf_t u u m

fb fb 1b

516

EXX 1th

21.5 th

n-w 1 2th

u

th th

n-b uth

n n-w n-bth

th

n

uf_t

n n

uf_t


28 of 35


Beam Web Weld Strength ratio = 30.00 / 38.22 = 0.79 PASS

Beam Web Effective Weld Length Calc


k = 1.125 [in]

Bolt diameter d = 0.750 [in] bolt inner pitch p = 1.625 [in]

Effective weld length case 1 L = 0.5 d - k = 5.025 [in] AISC DG4 Page 38

Effective weld length case 2 L = d - 2t - p - 2 d = 8.295 [in] AISC DG4 Page 38

Fillet weld length - double fillet L = min( L , L ) = 5.025 [in]







Base metal - beam web thickness t = 0.260 [in] tensile F = 65.0 [ksi]

Base metal - beam web is in shear, shear rupture as per AISC 14 Eq J4-4 is checked AISC 14 J2.4




φ R = = 7.605 [kip/in]

Shear resistance required V = = 30.00 [kips]



ratio = 0.79 > V OK

b fb

b

bolt fi

1 b b

2 b fb fi bolt

1 2

516

EXX 1th

21.5 th

n-w 1 2th

u

th th

n-b uth

n n-w n-bth

th

n

u

n n

u


29 of 35


Column Flexural Yielding ratio = 58.03 / 146.53 = 0.40 PASS







s = 2.830 [in] c = 3.690 [in]


p = 1.595 [in] p = 1.595 [in]

Y = 145.6 [in]





Flange force provided by column

flange bendingφ R = φ M / d = 146.53 [kips] AISC DG4 Eq 3.21

ratio = 0.40 > P OK

Column Web Yielding ratio = 58.03 / 290.95 = 0.20 PASS

Column web thickness t = 0.295 [in] yield F = 50.0 [ksi]


Equivalent web thickness when

considering doubler platet = t + t x F / F = 0.670 [in]


Flange force in demand P = max ( P , P ) = 58.03 [kips] AISC DG13 Eq 4.2-1


t = 0.295 [in] k = 1.020 [in]

Column yield strength F = 50.0 [ksi]

Top column condition it's not a top column case C = 1.0 AISC DG4 Eq 3.24


Length of bearing N = t + 2 w = 1.065 [in] AISC DG4 Eq 3.24


Column web yielding strength R = C ( 6 k + N + 2 t ) F t = 290.95 [kips] AISC DG4 Eq 3.24


φ R = = 290.95 [kips]

ratio = 0.20 > P OK

0 1

fc fc

yc

s

si so

c

bth

b cf b yc2fc c

m b fb

uf_t u u m

cf cf m

uf_t

wc y

dp ydp

w-eq wc dp ydp y

m b fb

uf uf_t uf_c

c fc

wc c

yc

t

fb

fb

p

n t c p yc w-eq

th

n

uf


30 of 35


Column Web Buckling ratio = 33.03 / 206.83 = 0.16 PASS



P = P / 2 - M / d = 33.03 [kips]


t = 0.295 [in] k = 1.020 [in]

h = d - 2 k = 9.860 [in]


Top column condition it's not a top column case C = 1.0 AISC 14 J10.5

Column web buckling strength R = C 24 t E F

h = 75.25 [kips] AISC 14 Eq J10-8


Doubler plate buckling strength R = C 24 t E F

h = 154.57 [kips] AISC 14 Eq J10-8

Total buckling strength R = R + R = 229.81 [kips]


φ R = = 206.83 [kips]

ratio = 0.16 > P OK

m b fb

uf_c u u m

c fc

wc c

c c

yc c

tth

n1t

3wc √ c yc th

dp ydp

n2t

3dp √ c ydp th

n n1 n2

th

n

uf_c


31 of 35


Column Web Crippling ratio = 33.03 / 273.27 = 0.12 PASS



P = P / 2 - M / d = 33.03 [kips]


t = 0.295 [in] k = 1.020 [in]




Length of bearing l = t + 2 w + 2 t = 2.565 [in]

Distance from top of column to top

of beam flanged = = 4.000 [in]

Top column condition it's not a top column case, use Eq J10-4 AISC 14 J10.3 (a)

Column web crippling strength R = 0.8 t [1+3l

d(

t

t ) ]x = 141.82 [kips] AISC 14 Eq J10-4

( E F tt

)


Doubler plate crippling strength R = 0.8 t [1+3l

d(

t

t ) ]x = 222.54 [kips] AISC 14 Eq J10-4

( E F tt

)

Total crippling strength R = R + R = 364.36 [kips]


φ R = = 273.27 [kips]

ratio = 0.12 > P OK

Column Panel Zone Shear 146.71 / 94.78 N/A



A = 11.700 [in ] F = 50.0 [ksi]

Column axial compression - user

inputP = = 0.00 [kips]

P = P = F A = 585.00 [kips] AISC 14 J10.6

P ≤ 0.4 P , use Eq J10-9 AISC 14 Eq J10-9

Web panel zone capacity R = 0.6 F d t = 105.32 [kips] AISC 14 Eq J10-9


φ R = = 94.78 [kips]

Unbalanced force to be resisted by

doubler plateV = R - φ R = 51.93 [kips]

m b fb

uf_c u u m

c fc

wc c

yc c

fb

p

b fb p

end-flg

th

n12wc

b

c

wc

fc

1.5 th

c yc fc

wc

0.5

dp ydp

n22dp

b

c

dp

fc

1.5 th

c ydp fc

dp

0.5

n n1 n2

th

n

uf_c

p f-TR f-TL s

c wc

c2

yc

r

c y yc cth

r cth

n yc c wcth

th

n

dp p n


32 of 35


Doubler Geometry Restriction PASS

Min Doubler Thickness to Allow for Proper Beveling of Plate AISC DG13 Eq 4.4-4

Column section t = 0.515 [in] k = 1.020 [in]

Allowed fillet encroachment r = 0.250 [in] AISC 14 Fig 10-3

Min doubler plate thickness t = k - t - r = 0.255 [in] AISC DG13 Eq 4.4-4


> t OK

Min Doubler Thickness to Avoid Shear Buckling of Plate AISC DG13 Eq 4.4-5


h = d - 2 k = 9.860 [in]

Doubler plate steel F = 50.0 [ksi] E = 29000 [ksi]

Min doubler plate thickness t = h / 2.24 E / F = 0.183 [in] AISC 14 G2.1 (a)


> t OK

Doubler Plate Shear Yield ratio = 51.93 / 133.88 = 0.39 PASS

Doubler plate thickness t = 0.375 [in] yield strength F = 50.0 [ksi]

Number of doubler N = 1 for one side

Column depth d = 11.900 [in]

Area of web A = t x d = 4.463 [in ] AISC DG13 Eq 4.4-1

Shear coefficient C = 1.0 AISC 14 Eq G2-2

Doubler plate shear in demand R = unbalanced force from column = 51.93 [kips]

panel zone shear calc

Doubler plate shear strength R = N 0.6 F A C = 133.88 [kips] AISC 14 Eq G2-1

Resistance factor-LRFD φ = 1.00 AISC 14 G2.1 (a)

φ R = = 133.88 [kips]

ratio = 0.39 > R OK

Doubler to Column Flange Fillet Weld Limitation PASS





> w OK




Min fillet weld length L = d + ( 3 k + t )x 2 Ends = 19.920 [in]

> L OK

fc c

eth

pmin c fc e

dp

pmin

c c

c c

y

pmin √ yth

dp

pmin

dp y

dbl

c

w dp c2

vth

dp

n dbl y w vth

th

n

dp

minth

min

minth

b c p

min


33 of 35


Doubler to Column Web Fillet Weld Limitation PASS





> w OK




Min fillet weld length L = d - 2 x k = 9.860 [in]

> L OK

Doubler Weld Strength at Column Flange ratio = 51.93 / 110.91 = 0.47 PASS

Doubler Plate to Column Flange Weld Length Calc

Beam section d = 12.300 [in] column section k = 1.020 [in]


Doubler plate to column flange weld

length - single filletL = d +(3 k + t ) x 2 ends = 19.920 [in] AISC DG13 Fig 4-3












φ R = = 5.568 [kip/in]




ratio = 0.47 > R OK

minth

min

minth

c c

min

b c

p

b c p

14

EXX 1th

21.5 th

n-w 1 2th

u

th th

n-b uth

n n-w n-bth

th

n

dp

n n

dp


34 of 35


Doubler Weld Strength at Column Web ratio = 51.93 / 54.90 = 0.95 PASS

Doubler Plate to Column Web Weld Length Calc


Doubler plate to column web weld

length - single filletL = d - 2 x k = 9.860 [in]












φ R = = 5.568 [kip/in]




ratio = 0.95 > R OK

c c

c c

14

EXX 1th

21.5 th

n-w 1 2th

u

th th

n-b uth

n n-w n-bth

th

n

dp

n n

dp


35 of 35


result summary - overall pass 0.95 pass right beam to ...asp.civilbay.com › 18-manual ›...

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