How does ideCAD design eight bolts stiffened end plate connection according to AISC 360358-16 & AISC 358360-16?
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Ab: Non-threaded bolt web characteristic cross-sectional area
Ag: Gross area
An: Net cross-section area
Ae: Effective net cross-sectional area
Avg: Gross area under shear stress
Anv: Net area under shear stress
Ant: Net area under tensile stress
Aw: Cross-section web area
bbf = width of beam flange, in. (mm)
bp = width of end-plate, in. (mm)
d = depth of connecting beam, in. (mm)
g = horizontal distance between bolts, in. (mm)
dh: Bolt hole diameter
Fy: Structural steel characteristic yield strength
Fu: Structural steel characteristic tensile strength
Fyb: Bolt characteristic yield strength
Fub: Bolt characteristic tensile strength
nsp: Number of slip planes
s: Distance between bolt-holecenters
L: Connector distance
Lc: The clear distance between bolt holes
Le: The distance from the center of the bolt hole to the edge of the assembled element
Leh: The horizontal distance from the center of the bolt hole to the edge of the assembled element
Lev: The vertical distance from the center of the bolt hole to the edge of the assembled element
pb = vertical distance between the inner and outer row of bolts in an eight-bolt stiffened connection, in. (mm)
pfi = vertical distance from the inside of a beam tension flange to the nearest inside bolt row, in. (mm)
pfo = vertical distance from the outside of a beam tension flange to the nearest outside bolt row, in. (mm)
tbf = thickness of beam flange, in. (mm)
tp = thickness of end-plate, in. (mm)
Rn: Characteristic strength
Rnt: Characteristic tensile strength
Rnv: Characteristic shear strength
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Connection Geometry
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GEOMETRY CHECKS
Bolts Spacing
The distance between the centers of bolts is checked per AISC 360-16.
smin ≥ 3d | AISC 360-16 J3.3 | | |
s | 90 mm | | |
d | 30 mm | s =90 mm > smin = 3*30=90 mm | √ |
Horizontal Edge Distance
The distance from the center of the hole to the edge of the connected part in the horizontal direction is checked per AISC 360-16.
Leh ≥ Le-min | AISC 360-16 J3.4 | | |
Leh | 70 mm | L eh ≥ 2d = 2 * 30 = 60 mm conformity check for application | √ |
Le-min | 38 mm | Minimum distance check according to Table J3.4 | √ |
Vertical Edge Distance
The distance from the center of the hole to the edge of the connected part in the vertical direction is checked per AISC 360-16.
Lev ≥ Le-min | AISC 360-16 J3.4 | | |
Lev | 70 mm | Leh ≥ 2d = 2 * 30 = 60 mm conformity check for application | √ |
Le-min | 38 mm | Minimum distance check according to Table J3.4 | √ |
Beam Web to End Plate Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin | | | |
w | 7.072 mm | | √ |
wmin | 5 mm | Table J2.4 | √ |
Stiffener to Beam Flange Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin | | | |
w | 8.487 mm | | √ |
wmin | 6 mm | Table J2.4 | √ |
Stiffener to End Plate Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin | | | |
w | 8.487 mm | | √ |
wmin | 6 mm | Table J2.4 | √ |
Continuity Plate to Column Flange Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin | | | |
w | 11.315 mm | | √ |
wmin | 6 mm | Table J2.4 | √ |
Continuity Plate to Column Web Weld Size
The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4
w ≥ wmin | | | |
w | 11.315 mm | | √ |
wmin | 6 mm | Table J2.4 | √ |
PREQUALIFICATION LIMITS (TBDY Tablo 9B.1)
Beam span / Beam cross-section height | 9144 mm /450 mm=20.32 | ≥7.0 |
End plate thickness, tp | 30 mm | 19≤tp ≤64 |
End plate width, bp | 280 mm | 229≤ bp ≤ 381 |
Horizontal distance between bolts, g | 140 mm | 127≤g≤152 |
pfi | 50 mm | 41≤pfi ≤51 |
pfo | 50 mm | 41≤pfo ≤51 |
pb | 90 | 89≤pfo ≤95 |
Beam depth, db | 450 mm | 457≤db≤914 |
Beam flange thickness, tbf | 15 mm | 14≤tbf ≤25 |
Beam flange width, bbf | 190 | 190≤bbf ≤311 |
Column depth | 650 | ≤ 920 mm |
Bolt grade | 10.9 | 8.8 - 10.9 |
Min yield stress of the end plate material | 275 MPa | 235 /275 / 355 MPa |
Flange plate weld | CJP | CJP |
Strength Checks
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Bolt Diameter
The required bolt diameter, db, for Eight bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8
Muc | 861.35 kNm | AISC 358-16 (6.8-4) |
Ft | 750000 kN/m2 | |
h1 | | Mathinline |
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| body | --uriencoded--$$ \normalsize h_%7B1%7D = d - \dfrac%7Bt_%7Bfo%7D%7D %7B2%7D + p_%7Bfo%7D + p_b = 450 - \dfrac %7B15%7D %7B2%7D + 50 + 90 = 582.5 \; \mathrm%7Bmm%7D $$ |
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h2 | | Mathinline |
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| body | --uriencoded--$$ \normalsize h_%7B2%7D = d - \dfrac%7Bt_%7Bfo%7D%7D %7B2%7D + p_%7Bfo%7D = 450 - \dfrac %7B15%7D %7B2%7D + 50 = 492.5 $$\; \mathrm%7Bmm%7D$$ |
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h3 | | Mathinline |
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| body | --uriencoded--$$ \normalsize h_%7B3%7D = d - t_%7Bfo%7D - p_%7Bfi%7D - \dfrac%7B t_%7Bfo%7D%7D%7B2%7D = 450 - 15- 50 - \dfrac%7B 15%7D%7B2%7D = 377.5\; \mathrm%7Bmm%7D $$ |
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h4 | | Mathinline |
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| body | --uriencoded--$$ \normalsize h_%7B4%7D = d - t_%7Bfo%7D - p_%7Bfi%7D - \dfrac%7B t_%7Bfo%7D%7D%7B2%7D - p_b = 450 - 15- 50 - \dfrac%7B 15%7D%7B2%7D - 90 $$ |
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| body | --uriencoded--$$ \normalsize h_%7B4%7D = 287.5\; \mathrm%7Bmm%7D $$ |
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db | | Mathinline |
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| body | --uriencoded--$$ \normalsize d_b \geq \sqrt%7B \dfrac %7B 2 M_%7Buc%7D%7D %7B\varphi \pi F_%7Bt%7D(h_o + h_1 )%7D %7D $$ |
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| body | --uriencoded--$$ \small = \sqrt%7B \dfrac %7B 2 \times 861.35 \times10%5e6 %7D %7B 0.90 \times \pi \times 750000 750 \times (582.5 + 492.5 + 377.5 +287.5 )%7D %7D = 21.607 \; \; \mathrm%7Bmm%7D $$ |
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Required | Available | Ratio | Control |
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21.607 mm | 30 mm | 0.720 | √ |
End Plate Thickness
The required end plate thickness, tb, for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
Muc | 861.35 kNm | AISC 358-16 (6.8-5) |
Fyp | 275000 kN275 N/mmm2 | |
s | | Mathinline |
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| body | --uriencoded--$$ \normalsize s = \dfrac%7B1%7D%7B2%7D \sqrt%7B b_pg%7D = \dfrac%7B1%7D%7B2%7D \sqrt%7B 280 \times 140%7D = 98.995\; \mathrm%7Bmm%7D $$ |
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Yp | | Mathinline |
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| body | --uriencoded--$$ \normalsize Y_p = \dfrac%7Bb_p%7D%7B2%7D \left [ h_1\dfrac%7B1%7D%7B2d_e%7D + h_2 \dfrac%7B1%7D%7Bp_%7Bfo%7D%7D + h_3 \dfrac%7B1%7D%7Bp_%7Bfi%7D%7D + h_4 \dfrac%7B1%7D%7Bs%7D \right ] + \dfrac%7B2%7D%7Bg%7D \left [ h_1 \left (d_e + \dfrac%7Bp_b%7D%7B4%7D \right ) $$ |
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| body | --uriencoded--$$ \normalsize + h_2 \left (p_%7Bfo%7D + \dfrac%7B3p_b%7D%7B4%7D \right ) + h_3 \left (p_%7Bfi%7D + \dfrac%7Bp_b%7D%7B4%7D \right ) + h_4 \left (s + \dfrac%7B3p_b%7D%7B4%7D \right ) + p_b%5e2 \right ] + g $$ |
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Yp | | Mathinline |
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| body | --uriencoded--$$ \normalsize Y_p = \dfrac%7B280%7D%7B2%7D \left [ 582.5\dfrac%7B1%7D%7B2 \times 70%7D + 492.5 \dfrac%7B1%7D%7B50%7D + 377.5 \dfrac%7B1%7D%7B50%7D + 287.5 \dfrac%7B1%7D%7B98.995%7D \right ] $$ |
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| body | --uriencoded--$$ \normalsize + \dfrac%7B2%7D%7B140%7D \left [ 582.5 \left (70 + \dfrac%7B90%7D%7B4%7D \right ) + 492.5 \left (50 + \dfrac%7B3 \times 90 %7D%7B4%7D \right ) +377.5 \left (50 + \dfrac%7B90%7D%7B4%7D \right ) $$ |
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| Mathinline |
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| body | --uriencoded--$$ \normalsize + 287.5 \left (98.995 + \dfrac%7B3 \times 90%7D%7B4%7D \right ) + 90%5e2 \right ] + 140 =6352.03\; \mathrm%7Bmm%7D $$ |
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tp | | Mathinline |
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| body | --uriencoded--$$ \normalsize t_p \geq \sqrt%7B \dfrac %7B 1.11 M_%7Buc%7D%7D %7B\varphi F_%7Byc%7DY_p%7D %7D = \sqrt%7B \dfrac %7B 1.11 \times 861.35%7D 35\times 10%5e%7B6%7D %7D %7B 1 \times 275 \times 10%5e%7B-3%7D \times 6352.03%7D %7D = 23.395 \; \mathrm%7Bmm%7D $$ |
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Required | Available | Ratio | Control |
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23.395 mm | 30 mm | 0.780 | √ |
End Plate Stiffener Thickness
The required stiffener thickness, tb, for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
tbw | 9 mm | AISC 358-16 (6.8-9) |
Fyb | 275000 kN275 N/mmm2 | |
Fys | 275000 kN275 N/mmm2 | |
ts | 15 mm | |
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| body | --uriencoded--$$ \normalsize t_s \geq t_%7Bbw%7D \dfrac %7B F_%7Byb%7D%7D %7BF_%7Bys%7D%7D $$ |
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| body | --uriencoded--$$ \normalsize 15 \geq 9 \times \dfrac %7B 275000%7D 275%7D %7B275%7D = 9 \; \mathrm%7Bmm%7D $$ |
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Required | Available | Ratio | Control |
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9 mm | 15 mm | 0.600 | √ |
End Plate Stiffener Local Buckling
Stiffener local buckling limit statefor eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
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Required | Available | Ratio | Control |
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14 mm | 15.102 mm | 0.927 | √ |
Stiffener to Beam Flange Weld Size
The required end weld sizefor eight bolts stiffened end plate connection is checked.
Fys | 275000 kN/m2 | AISC DG 4-2nd 3.2.10 |
ts | 15 mm | |
Fe | 490000 kN/m2 | |
w | | Mathinline |
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| body | --uriencoded--$$ \normalsize w \geq \dfrac %7B \varphi_v 0.6 F_%7Bys%7D t_%7Bs%7D%7D %7B2 \varphi 0.6 F_e 0.707%7D%7D $$ |
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| body | --uriencoded--$$ \normalsize = \dfrac %7B 1 \times 0.6 \times 275 \times 10%5e%7B-3%7D \times 15%7D %7B2 \times 0.75 \times 0.6 \times 490 \times 10%5e%7B-3%7D \times 0.707%7D%7D = 7.938 \; \; \mathrm%7Bmm%7D $$ |
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Required | Available | Ratio | Control |
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7.938 mm | 8.487 mm | 0.935 | √ |
Stiffener to End Plate Weld Size
The required end weld sizefor eight bolts stiffened end plate connection is checked.
Fys | 275000 kN/m2 | AISC DG 4-2nd 3.2.10 |
ts | 15 mm | |
Fe | 490000 kN/m2 | |
w | | Mathinline |
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| body | --uriencoded--$$ \normalsize w \geq \dfrac %7B \varphi_t F_%7Bys%7D t_%7Bs%7D%7D %7B2 \times \varphi \times 0.6 F_e \times1.5 \times 0.707%7D%7D $$ |
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| Mathinline |
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| body | --uriencoded--$$ \normalsize = \dfrac %7B 0.9 \times 275 \times 10%5e%7B-3%7D \times 15%7D %7B2 \times 0.75 \times 0.6 \times 490 \times 10%5e%7B-3%7D \times 1.5 \times 0.707%7D%7D = 7.938 \; \; \mathrm%7Bmm%7D $$ |
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Required | Available | Ratio | Control |
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7.938 mm | 8.487 mm | 0.935 | √ |
Bolt Shear Rupture Check
The shear limit state of end plate bolts is checked according to AISC 360-16.
Ab | | Mathinline |
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| body | --uriencoded--$$ \normalsize A_%7Bb%7D = \dfrac %7B \pi d%5e2%7D%7B4%7D = \dfrac %7B \pi 36%5e2%7D%7B4%7D =1017.876\; \mathrm%7Bmm%5e2%7D $$ |
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| AISC 358-16 6.8-11 |
Fn | | Mathinline |
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| body | --uriencoded--$$ \normalsize F_n = 0.450F_%7Bub%7D = 0.450 \times 1000 = 450 \; \mathrm%7BN/mm%5e2%7D $$ |
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Rn | | Mathinline |
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| body | --uriencoded--$$ \normalsize R_n = F_%7Bn%7DA_b = 8 \times 450 \times 706.858 \times 10%5e%7B-3%7D = 2544.6888 \; \; \mathrm%7BkN%7D $$ |
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ΦRn | | Mathinline |
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| body | --uriencoded--$$ \normalsize \varphi R_n = 0.90 \times 2544.6888 = 2290.22 \; \; \mathrm%7BkN%7D $$ |
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Required | Available | Ratio | Control |
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272.371 kN | 2290.22 kN | 0.119 | √ |
Bolt Bearing on End Plate
Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.
dh | 30+3=33 mm | |
Lc,edge | | Mathinline |
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| body | --uriencoded--$$ \normalsize L_%7Bc,edge%7D = L_e - 0.5d_h = 70 - 0.5 \times 33 = 53.5 $$\; \mathrm%7Bmm%7D$$ |
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Rn | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2L_c \times t \times F_u \\2.4d \times t \times F_u \end%7Bmatrix%7D\right] \end%7Baligned%7D |
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| AISC 358-16 6.8-12 |
Rn-edge | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(53.5)(30)(410000 410 \times 10%5e%7B-3%7D) \\2.4(30)(30)(410000 410 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D =789.66\; \mathrm%7BkN%7D |
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Lc,spacing1 | | Mathinline |
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| body | --uriencoded--$$ \normalsize L_%7Bc,spacing1%7D = 50 + 50 + 15 - 33 = 82 $$ |
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Rn-spacing1 | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(82)(30)(410000 410 \times 10%5e%7B-3%7D) \\2.4(30)(30)(410000 410 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D =885.6 \; \; \mathrm%7BkN%7D |
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Lc,spacing2 | | Mathinline |
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| body | --uriencoded--$$ \normalsize L_%7Bc,spacing2%7D = 90 - 33 = 57 $$ |
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Rn-spacing2 | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(57)(30)(410000 410 \times 10%5e%7B-3%7D) \\2.4(30)(30)(410000 410 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D =841.32 \; \mathrm%7BkN%7D |
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Rn | | Mathinline |
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| body | --uriencoded--$$ \normalsize R_n = n_e R_%7Bn-edge%7D + n_s R_%7Bn-spacing%7D $$ |
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| body | --uriencoded--$$ \normalsize = 2 \times 789.66 + 2 \times 885.6 + 4 \times 841.32 = 6715.8 \; \; \mathrm%7BkN%7D $$ |
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ΦRn | | Mathinline |
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| body | --uriencoded--$$ \normalsize \varphi R_n = 0.90 \times 6715.8 = 6044.22 \; \; \mathrm%7BkN%7D $$ |
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Required | Available | Ratio | Control |
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272.371 kN | 6044.22 kN | 0.045 | √ |
Bolt Bearing on Column Flange
Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.
dh | 30+3=33 mm | |
Rn | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2L_c \times t \times F_u \\2.4d \times t \times F_u \end%7Bmatrix%7D\right] \end%7Baligned%7D |
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| AISC 358-16 6.8-12 |
Rn-edge | | Mathinline |
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| body | --uriencoded--$$ \normalsize R_n = \left [ 2.4 (30) (31) (410000 410 \times 10%5e%7B-3%7D ) \right ] =915.12\; \mathrm%7BkN%7D $$ |
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Lc,spacing1 | | Mathinline |
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| body | --uriencoded--$$ \normalsize L_%7Bc,spacing1%7D = 50 + 50 + 15 - 33 = 82 $$ |
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Rn-spacing1 | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(82)(31)(410000 410 \times 10%5e%7B-3%7D) \\2.4(30)(31)(410000 410 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D =915.12\; \mathrm%7BkN%7D |
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Lc,spacing2 | | Mathinline |
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| body | --uriencoded--$$ \normalsize L_%7Bc,spacing2%7D = 90 - 33 = 57 $$ |
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Rn-spacing2 | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(57)(31)(410000 410 \times 10%5e%7B-3%7D) \\2.4(30)(31)(410000 410 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D =869.364\; \mathrm%7BkN%7D |
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Rn | | Mathinline |
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| body | --uriencoded--$$ \normalsize R_n = n_e R_%7Bn-edge%7D + n_s R_%7Bn-spacing%7D $$ |
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| Mathinline |
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| body | --uriencoded--$$ \normalsize = 2 \times 789.66 + 2 \times 885.6 + 4 \times 841.32 = 6715.8 \; \; \mathrm%7BkN%7D $$ |
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ΦRn | | Mathinline |
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| body | --uriencoded--$$ \normalsize \varphi R_n = 0.90 \times 7137.936 = 6424.142 \; \; \mathrm%7BkN%7D $$ |
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Required | Available | Ratio | Control |
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272.371 kN | 6424.142 | 0.042 | √ |
Beam Web to End Plate Weld Size
The required end weld size for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.7
Fyp | 275000 kN/m2 | AISC 358-16 6.7.6 (3) |
tbw | 9 mm | |
Fe | 490000 kN/m2 | |
w | | Mathinline |
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| body | --uriencoded--$$ \normalsize w \geq \dfrac %7B \varphi_t F_%7Byb%7D t_%7Bbw%7D%7D %7B2 \times \varphi \times 0.6 F_e \times1.5 \times 0.707%7D%7D $$ |
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| Mathinline |
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| body | --uriencoded--$$ \normalsize = \dfrac %7B 0.9 \times 275\times 10%5e%7B-3%7D \times 9%7D %7B2 \times 0.75 \times 0.6 \times 490 \times 10%5e%7B-3%7D \times 1.5 \times 0.707%7D%7D = 4.763 \; \; \mathrm%7Bmm%7D $$ |
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Required | Available | Ratio | Control |
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4.763 mm | 7.072 mm | 0.673 | √ |
Column Flange Thickness
The required column flange thickness, tcf, for four bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8
Muc | 861.352 kNm | AISC 358-16 (6.8-13) |
Fyp | 275000 kN/m2 | |
s | | Mathinline |
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| body | --uriencoded--$$ \normalsize s = \dfrac%7B1%7D%7B2%7D \sqrt%7B b_f g%7D = \dfrac%7B1%7D%7B2%7D \sqrt%7B 300 \times 140%7D = 102.469 $$ |
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c | | Mathinline |
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| body | --uriencoded--$$ \normalsize c = p_%7Bfo%7D + t_%7Bfo%7D + p_%7Bfi%7D = 50 + 16 + 50 = 116 $$ |
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Yc | | Mathinline |
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| body | --uriencoded--$$ \normalsize Y_c = \dfrac%7Bb_f%7D%7B2%7D \left [ h_1 \left ( \dfrac%7B1%7D%7Bs%7D \right ) + h_4 \left ( \dfrac%7B1%7D%7Bs%7D \right ) \right ] $$ |
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| Mathinline |
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| body | --uriencoded--$$ \normalsize + \dfrac%7B2%7D%7Bg%7D \left [ h_1 \left ( p_b + s + \dfrac%7Bc%7D%7B4%7D \right ) + h_2 \left ( \dfrac%7Bp_b%7D%7B2%7D + \dfrac%7Bc%7D%7B4%7D \right ) + h_3 \left ( \dfrac%7Bp_b%7D%7B2%7D + \dfrac%7Bc%7D%7B2%7D \right ) +h_4(s) \right ] + \dfrac%7Bg%7D%7B2%7D $$ |
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Yc  Image Removed | | | tcf |  Image Removed |
Required | Available | Ratio | Control |
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22.137 mm | 31 mm | | body | --uriencoded--$$ \normalsize Y_c = \dfrac%7B300%7D%7B2%7D \left [ 582/5 \left ( \dfrac%7B1%7D%7B102.469%7D \right ) + 287.5 \left ( \dfrac%7B1%7D%7B102.469%7D \right ) \right ] $$ |
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| Mathinline |
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| body | --uriencoded--$$ \normalsize + \dfrac%7B2%7D%7B140%7D \left [ 582.5 \left ( 90 + 102.469 + \dfrac%7B116%7D%7B4%7D \right ) + 492.5 \left ( \dfrac%7B90%7D%7B2%7D + \dfrac%7B116%7D%7B4%7D \right ) $$ |
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| Mathinline |
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| body | --uriencoded--$$ \normalsize + 377.5 \left ( \dfrac%7B90%7D%7B2%7D + \dfrac%7B116%7D%7B2%7D \right ) +287.5(102.469) \right] + \dfrac%7B140%7D%7B2%7D = 7094.956\; \mathrm%7Bmm%7D $$ |
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tcf | | Mathinline |
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| body | --uriencoded--$$ \normalsize t_%7Bcf%7D \geq \sqrt%7B \dfrac %7B 1.11 M_%7Buc%7D%7D %7B\varphi F_%7Byc%7DY_c%7D %7D = \sqrt%7B \dfrac %7B 1.11 \times 861.352\times 10%5e%7B6%7D%7D %7B 1 \times 275 \times 7094.956%7D %7D = 22.137 \; \mathrm%7Bmm%7D $$ |
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| |
Required | Available | Ratio | Control |
|---|
22.137 mm | 31 mm | 0.714 | √ |
Column Panel Zone Shear
Yielding of the column panel zonefor eight bolts unstiffened end plate connection is checked according to AISC 360-16 §J.10
Pr | 625.405 kN | AISC 360-16 J10-9 |
Py  Image Removed | | Mathinline |
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| body | --uriencoded--\normalsize P_%7By%7D = F_y A_g = 275 \times 10%5e%7B-3%7D \times 28634.759 = 7874.559 \; \; \mathrm%7BkN%7D |
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Fy | 275000 kN/m2 | |
Ag | 28634.759 mm2 | |
dc | 650 mm | |
tw | 16 mm | |
Rn |  Image Removed | |
ΦRn |  Image Removedmm2 | |
dc | 650 mm | |
tw | 16 mm | |
Rn | | Mathinline |
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| body | --uriencoded--$$ \normalsize R_n = 0.6F_%7By%7Dd_ct_w = 0.6 \times 275 \times 10%5e%7B-3%7D \times 650 \times 16 = 1716 \; \; \mathrm%7BkN%7D $$ |
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ΦRn | | Mathinline |
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| body | --uriencoded--$$ \normalsize \varphi R_n = 1 \times 1716 = 1716 \; \; \mathrm%7BkN%7D $$ |
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Required | Available | Ratio | Control |
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1754.043 kN | 1716 kN | 1.022 | ꭓ |
Panel Zone Thickness
The required panel zone thickness for eight bolts unstiffened end plate connection is checked according to AISC 358-16.
tmin≥u/180  Image Removed | | Mathinline |
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| body | --uriencoded--$$ \normalsize t_%7Bmin%7D = 16 \geq 2016/180 = 11.2 \; \; \mathrm%7Bmm%7D $$ |
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| TBDY 2018 9.3.4.2b |
tmin = t w | 16 mm | |
tw | 16 mm | |
u | 2016 mm | |
...