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SHEAR LUG / SHEAR KEY DESIGN
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Result Summary
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Overall
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ratio
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=
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0.69
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OK
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Design Code Reference
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Shear Lug / Shear Key design based on
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Code Abbreviation
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ACI 349-06 Code Requirements for Nuclear Safety-Related Concrete Structures &
Commentary
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ACI 349-06
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AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Edition
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AISC Design Guide 1
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AISC 360-10 Specification for Structural Steel Buildings
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AISC 360-10
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Code Reference
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Input Data
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Shear key section type
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=
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Shear key section size
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=
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Shear key section properties
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d
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=
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9.000
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[in]
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tf
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=
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0.935
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[in]
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bf
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=
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8.280
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[in]
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tw
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=
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0.570
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[in]
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Zx
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=
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70.10
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[in3]
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Zy
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=
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32.70
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[in3]
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Shear key embed depth
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d
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=
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[in]
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Factored shear along strong axis
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Vux
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=
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[kips]
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Factored shear along weak axis
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Vuy
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=
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[kips]
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Concrete pedestal width
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bc
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=
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[in]
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Concrete pedestal depth
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dc
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=
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[in]
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Concrete pedestal height
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ha
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=
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[in]
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Grout thickness
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g
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=
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[in]
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Concrete strength
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fc
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=
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[ksi]
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Shear key steel yield strength
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Fy
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=
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[ksi]
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A36 Fy=36ksi A992 Fy=50ksi
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Shear key steel ultimate strength
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Fu
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=
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[ksi]
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A36 Fu=58ksi A992 Fu=65ksi
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Shear key to base plate weld
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=
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Weld electrode ultimate strength
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FEXX
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=
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[ksi]
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E70XX FEXX=70 ksi
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Shear key to base plate fillet weld leg size
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Am
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=
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[1/16 in] 5/16
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Select design using or not
using anchor reinforcement
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No of hor. rebar layer that are effective to resist anchor shear
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nlay
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=
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No of hor. rebar
leg that are effective to resist anchor shear Vux
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nleg
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=
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Hor. rebar size No.
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=
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0.500
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[in] dia
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single rebar area As
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=
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0.200
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[in2]
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For anchor reinft shear breakout strength calc
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Rebar yield strength - hor. rebar
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fy-h
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=
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[ksi]
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CONCLUSION
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ACI 349-06
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Overall
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ratio
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=
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0.69
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OK
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Concrete Bearing
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ratio
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=
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0.29
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OK
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D.4.6.2
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Anchor Reinforcement Shear Breakout Resistance
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ratio
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=
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0.69
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OK
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Shear Key Section Flexure Check
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ratio
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=
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0.15
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OK
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Shear Key Section Shear Check
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ratio
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=
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0.54
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OK
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Shear Key To Base Plate Fillet Weld
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ratio
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=
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0.51
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OK
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CACULATION
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ACI 349-06
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Concrete Bearing
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Shear key width
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w
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=
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=
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8.28
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[in]
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Shear key bearing area
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Ab
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=
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w de = w (d-g)
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=
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57.96
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[in2]
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f
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=
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0.65
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for anchor controlled by concrete bearing
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D.4.4 (d)
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Shear key bearing strength
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Vb
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=
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1.3 f fc' Ab
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=
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254.68
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[kips]
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D.4.6.2
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ratio
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=
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0.29
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>
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Vux
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OK
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Shear Toward Free Edge
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ACI 349-06
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Using anchor reinforcement option is selected to resist the concrete breakout.
Engineer has to provide hor. anchor reinforcement such as hor. hair pin or enclosed
stirrup around the shear key pocket to resist the concrete breakout. When the non-enclosed
or open hor. rebar such as hair pin is used, engineer has to ensure that the rebar
has adequate development length ld or ldh on both sides of
failure plane as shown in ACI 318-11 Fig. RD.6.2.9(a)
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* For enclosed tie, at hook location the tie cannot develop full yield strength
fy . Use the pullout resistance in
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tension of a single hooked bolt as per ACI 318-11 Eq. (D-15)
as the max force can be developed at hook Th
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* Assume 100% of hor. tie bars can develop full yield strength
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Total number of hor tie bar
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n
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=
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nleg (leg) x nlay (layer)
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=
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12
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ACI 318-11
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Pull out resistance at hook
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Th
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=
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ft,c 0.9 fc' eh
da
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=
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3.95
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[kips]
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D.5.3.5 (D-15)
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eh
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=
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4.5 db
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=
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2.250
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[in]
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Single tie bar tension resistance
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Tr
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=
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fs x fy-h x As
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=
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9.00
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[kips]
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Total tie bar tension resistance
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fsVn
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=
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1.0 x n x Tr
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=
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108.00
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[kips]
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D.3.3.5.4 & D.6.2.9
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ratio
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=
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0.69
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>
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Vux
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OK
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Shear Key Section Flexure & Shear Check
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Shear Key W Sect
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Flexure Check - strong axis
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Mux
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=
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Vux x [ 0.5x(d-g) + g ]
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=
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337.5
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[kip-in]
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Zx
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=
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=
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70.10
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[in3]
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f Mn
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=
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0.9 x Zx x Fy
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=
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3154.5
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[kip-in]
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ratio
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=
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0.11
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>
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Mux
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OK
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Flexure Check - weak axis
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Muy
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=
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Vuy x [ 0.5x(d-g) + g ]
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=
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225.0
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[kip-in]
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Zy
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=
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=
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32.70
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[in3]
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f Mn
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=
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0.9 x Zy x Fy
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=
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1471.5
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[kip-in]
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ratio
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=
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0.15
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>
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Muy
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OK
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Shear Check - strong axis
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Effective shear area
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Aw
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=
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tw x d
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=
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5.130
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[in2]
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f Vn
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=
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0.9 x Aw x 0.6Fy
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=
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138.51
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[kips]
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ratio
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=
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0.54
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>
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Vux
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OK
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Shear Check - weak axis
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Effective shear area
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Aw
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=
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5/3 x tf x bf
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=
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12.903
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[in2]
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f Vn
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=
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0.9 x Aw x 0.6Fy
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=
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348.38
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[kips]
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ratio
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=
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0.14
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>
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Vuy
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OK
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Shear Key To Base Plate Fillet Weld
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Resultant angle
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q
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=
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=
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90
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[deg]
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AISC 360-10
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Nominal fillet weld strength
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Fw
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=
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0.6 FEXX (1.0+0.5 sin1.5q)
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=
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63.00
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[kips]
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Eq J2-5
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f
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=
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0.75
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Weld metal shear strength
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f rn1
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=
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f ( 0.707 x Am ) x Fw
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=
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10.44
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[kips/in]
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Eq J2-4
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Base metal thickness
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t
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=
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key sect thickness
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=
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0.570
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[in]
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Base metal shear strength
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f rn2
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=
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min [ 1.0(0.6Fy t) , 0.75(0.6Fu t) ]
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=
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16.67
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[kips/in]
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Eq J4-3 & Eq J4-4
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Shear strength used for design
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f rn
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=
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min ( f rn1 , f
rn2 )
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=
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10.44
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[kips/in]
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Eq J2-2
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Factored moment to base plate
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Mux
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=
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Vux x [ 0.5x(d-g) + g ]
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=
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337.5
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[kip-in]
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Muy
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=
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Vuy x [ 0.5x(d-g) + g ]
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=
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225.0
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[kip-in]
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Shear Key W Sect
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b
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=
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8.280
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[in]
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d
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=
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9.000
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[in]
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Strong Axis
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ft
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=
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Mux / (b x d + d2/3)
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=
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3.32
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[kips/in]
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fv
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=
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Vux / (2xd)
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=
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4.17
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[kips/in]
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fr
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=
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=
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5.33
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[kips/in]
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ratio
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=
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0.51
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<
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f rn
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OK
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Weak Axis
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ft
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=
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Muy / [(1xb2/6) x 4]
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=
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4.92
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[kips/in]
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fv
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=
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Vuy / (4xb)
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=
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1.51
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[kips/in]
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fr
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=
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=
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5.15
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[kips/in]
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ratio
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=
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0.49
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<
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f rn
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OK
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