4.1.5.SP Connection

PROJECT CODE : 719002
Calculation Sheet for DOCUMENT NO. : CAL-1-004-C-0001

Dryer Offgas Cleaning System
DATE : 30/08/2023
- Main Structure
REV :1
SINGLE PLATE CONNECTION - J1, J2 TO BEAM
I. MATERIAL
Bolt
Grade 8.8
Ultimate strength of bolt Fu = 80 kN/cm²
Nominal tensile strength Fnt = 60 kN/cm² (Table J3.2)
Nominal shear strength Fnv = 36 kN/cm² (Table J3.2)
Plate
Material A572 Gr 50
Tensile strength Fu = 44.8 kN/cm²
Yeild strength Fy = 34.5 kN/cm²
Beam, Girder
Material A572 Gr 50
Ultimate tensile strength Fu = 44.8 kN/cm²
Elastic module E= 20000 kN/cm²
II. INTERNAL FORCE FOR CALCULATING
Combo Axial (kN) V2 (kN)

Max Tension 26.37 -0.24
Max Compression -26.00 -0.24
Max Shear 0.53 -20.49
III. DIMENSION
Beam section
Height h= 150 mm
Flange width bf = 49 mm
Web thickness tw = 6 mm
Flange thickness tf = 6 mm
Beam setback sb = 10 mm
Girder section
Plate
Thickness tp = 6 mm
Height Lp = 220 mm
Bolt
Type M12
Bolt rows n= 2
Bolt columns nc = 1
Gage - transverse spacing g= 100 mm
Pitch - longitudinal spacing s= 100 mm
Vertical edge distance Lev = 60 mm
Horizontal edge distance Leh = 50 mm
Distance between weld and bolts a= 162 mm
Eccentric distance e= 162 mm
DATE : 30/08/2023
- Main Structure
REV :1
IV. CALCULATING
1. Plate (beam side)
Bolt shear
∅𝑅 = ∅𝐶𝐹 𝐴 = 61.07 kN AISC J3-1
Φ= 0.75
C= 2.00
Demand shear Va = 26.37 kN
Ratio demand/capacity D/C = 0.43 OK
Flexure yielding
𝑀 = ∅𝐹 𝑍 = 22.53 kNm
𝑡 𝐿
𝑍 = = 72600 mm3
4
Φ= 0.9
Demand moment 𝑀 = 𝑉𝑒 = 3.318894 kNm
Bolt bearing under shear load
∅𝑅 = ∅ Cmin( 𝑟 , r , 𝑟 ( )) = 116.16 kN AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 171.02 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 277.50 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 77.44 kN
𝑙 = 𝐿 − 𝑑 /2 = 53.00 mm
𝑙 =𝑠−𝑑 = 86.00 mm
C= 2.00 Tables (7-1..14)
Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 273 kN AISC J4-3
Φ= 1
𝐴 =𝐿 𝑡 = 1320 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 228.45 kN AISC J4-4
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 1132.80 mm² Sec. J4-2
DATE : 30/08/2023
- Main Structure
REV :1
Block shear rupture
∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 234.03 kN AISC J4-5
Ubs = 1.00 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 819.60 mm² Sec. J4-3
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 253.20 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 960 mm² Sec. J4-3

Φ= 0.75
Flexure rupture
∅𝑀 = ∅𝐹 𝑍 = 22.26 kNm p. 9-6
𝑡
𝑍 = [L − 𝑠 𝑛(𝑛 − 1)(d + 1.6)/𝐿 ] = 66223 mm3
4
Φ= 0.75
Demand moment 𝑀 =𝑉𝑎= 3.318894 kNm
Bolt bearing under axial load

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 58.08 kN
AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 138.75 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 277.50 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 77.44 kN
𝑙 = 𝐿 − 𝑑 /2 = 43.00 mm
𝑙 =𝑔−𝑑 = 86.00 mm
Demand axial load Pa = 26.37 kN

Tension yielding
∅𝑅 = ∅𝐹 𝐴 = 410 kN AISC J4-1
Φ= 0.9
𝐴 =𝐿 𝑡 = 1320 mm²
Demand tensile load Pa = 26.37 kN
Tension rupture
∅𝑅 = ∅𝐹 𝐴 = 377.13 kN AISC J4-2
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 1132.80 mm Sec. D3-2
𝐴 = min( 0.85𝐴 , 𝐴 ) = 1122.00 mm Sec. J4-1
DATE : 30/08/2023
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REV :1
Tear out under axial load
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 253.20 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 506.40 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 300 mm² Sec. J4-3
Φ= 0.75
2. Beam
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 101.64 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 58.08 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 277.50 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 77.44 kN
𝑙 = 𝐿 − 𝑑 /2 = 18.00 mm
𝑙 =𝑠−𝑑 = 86.00 mm

Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 186.16 kN AISC J4-3
Φ= 1
𝐴 = ℎ𝑡 = 900 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 143.75 kN
Φ= 0.75
𝐴 = [ℎ − n( d + 1.6)]𝑡 = 712.80 mm²
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 58.08 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 138.75 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 277.50 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 77.44 kN
𝑙 = 𝐿 − 𝑑 /2 = 43.00 mm
𝑙 =𝑔−𝑑 = 86.00 mm
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 253.20 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 506.40 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 300 mm² Sec. J4-3
Φ= 0.75
Block shear rupture
∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 201.46 kN
Ubs = 1.00
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 609.60 mm²
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 253.20 mm²
𝐴 = [(𝑛 − 1)𝑠 + 𝐿]𝑡 = 750 mm²
Φ= 0.75
Global critical strength ratio 0.45

DATE : 30/08/2023
- Main Structure
REV :1
SINGLE PLATE CONNECTION - J3 TO BEAM
I. MATERIAL
Bolt
Grade 8.8
Plate
Material A572 Gr 50
Beam, Girder
Material A572 Gr 50

Max Shear 0.35 -66.30
III. DIMENSION
Beam section
Height h= 388 mm
Girder section
Plate
Thickness tp = 14 mm
Height Lp = 320 mm
Bolt
Type M20
Bolt rows n= 3
Bolt columns nc = 1
DATE : 30/08/2023
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REV :1
IV. CALCULATING
Bolt shear
∅𝑅 = ∅𝐶𝐹 𝐴 = 254.47 kN AISC J3-1
Φ= 0.75
C= 3.00
Flexure yielding
𝑀 = ∅𝐹 𝑍 = 111.20 kNm
𝑡 𝐿
𝑍 = = 358400 mm3
4
Φ= 0.9
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 368.93 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 587.27 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 301.16 kN
𝑙 = 𝐿 − 𝑑 /2 = 49.00 mm
𝑙 =𝑠−𝑑 = 78.00 mm
C= 3.00 Tables (7-1..14)
Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 927 kN AISC J4-3
Φ= 1
𝐴 =𝐿 𝑡 = 4480 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 703.59 kN AISC J4-4
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 3488.80 mm² Sec. J4-2
DATE : 30/08/2023
- Main Structure
REV :1
Block shear rupture
Ubs = 1.00 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 2814.00 mm² Sec. J4-3
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 534.80 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 3640 mm² Sec. J4-3

Φ= 0.75
Flexure rupture
∅𝑀 = ∅𝐹 𝑍 = 99.65 kNm p. 9-6
𝑡
𝑍 = [L − 𝑠 𝑛(𝑛 − 1)(d + 1.6)/𝐿 ] = 296483 mm3
4
Φ= 0.75

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 220.23 kN
AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 293.63 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 587.27 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 301.16 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = 78.00 mm

Tension yielding
∅𝑅 = ∅𝐹 𝐴 = 1390 kN AISC J4-1
Φ= 0.9
𝐴 =𝐿 𝑡 = 4480 mm²
Tension rupture
∅𝑅 = ∅𝐹 𝐴 = 1172.66 kN AISC J4-2
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 3488.80 mm Sec. D3-2
𝐴 = min( 0.85𝐴 , 𝐴 ) = 3488.80 mm Sec. J4-1
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 534.80 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 2139.20 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 700 mm² Sec. J4-3
Φ= 0.75
2. Beam
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 290.41 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 267.82 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 251.69 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 129.07 kN
𝑙 = 𝐿 − 𝑑 /2 = 83.00 mm
𝑙 =𝑠−𝑑 = 78.00 mm

Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 481.53 kN AISC J4-3
Φ= 1
𝐴 = ℎ𝑡 = 2328 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 383.82 kN
Φ= 0.75
𝐴 = [ℎ − n( d + 1.6)]𝑡 = 1903.20 mm²
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 94.38 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 125.84 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 251.69 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 129.07 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = 78.00 mm
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 229.20 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 916.80 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 300 mm² Sec. J4-3
Φ= 0.75
Block shear rupture
∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 350.69 kN
Ubs = 1.00
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 1410.00 mm²
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 229.20 mm²
𝐴 = [(𝑛 − 1)𝑠 + 𝐿]𝑡 = 1764 mm²
Φ= 0.75

DATE : 30/08/2023
- Main Structure
REV :1
I. MATERIAL
Bolt
Grade 8.8
Plate
Material A572 Gr 50
Beam, Girder
Material A572 Gr 50

Max Shear -0.14 15.36
III. DIMENSION
Beam section
Height h= 150 mm
Girder section
Plate
Height Lp = 110 mm
Bolt
Type M20
Bolt rows n= 2
Bolt columns nc = 1
DATE : 30/08/2023
- Main Structure
REV :1
IV. CALCULATING
Bolt shear
∅𝑅 = ∅𝐶𝐹 𝐴 = 169.65 kN AISC J3-1
Φ= 0.75
C= 2.00
Flexure yielding
𝑀 = ∅𝐹 𝑍 = 11.26 kNm
𝑡 𝐿
𝑍 = = 36300 mm3
4
Φ= 0.9
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 122.62 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 180.70 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 258.14 kN
𝑙 = 𝐿 − 𝑑 /2 = 19.00 mm
𝑙 =𝑠−𝑑 = 28.00 mm
C= 2.00 Tables (7-1..14)
Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 273 kN AISC J4-3
Φ= 1
𝐴 =𝐿 𝑡 = 1320 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 151.98 kN AISC J4-4
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 753.60 mm² Sec. J4-2
DATE : 30/08/2023
- Main Structure
REV :1
Block shear rupture
Ubs = 1.00 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 535.20 mm² Sec. J4-3
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 458.40 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 960 mm² Sec. J4-3

Φ= 0.75
Flexure rupture
∅𝑀 = ∅𝐹 𝑍 = 8.96 kNm p. 9-6
𝑡
𝑍 = [L − 𝑠 𝑛(𝑛 − 1)(d + 1.6)/𝐿 ] = 26651 mm3
4
Φ= 0.75

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 188.76 kN
AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 251.69 kN
𝑟 = 1.2𝑙 𝑡𝐹 = -141.98 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 258.14 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = -22.00 mm

Tension yielding
∅𝑅 = ∅𝐹 𝐴 = 410 kN AISC J4-1
Φ= 0.9
𝐴 =𝐿 𝑡 = 1320 mm²
Tension rupture
∅𝑅 = ∅𝐹 𝐴 = 253.30 kN AISC J4-2
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 753.60 mm Sec. D3-2
𝐴 = min( 0.85𝐴 , 𝐴 ) = 753.60 mm Sec. J4-1
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 458.40 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 316.80 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 600 mm² Sec. J4-3
Φ= 0.75
2. Beam
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 135.12 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 104.87 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 75.29 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 107.56 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑠−𝑑 = 28.00 mm

Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 155.13 kN AISC J4-3
Φ= 1
𝐴 = ℎ𝑡 = 750 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 103.66 kN
Φ= 0.75
𝐴 = [ℎ − n( d + 1.6)]𝑡 = 514.00 mm²
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 78.65 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 104.87 kN
𝑟 = 1.2𝑙 𝑡𝐹 = -59.16 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 107.56 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = -22.00 mm
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 191.00 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 132.00 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 250 mm² Sec. J4-3
Φ= 0.75
Block shear rupture
∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 129.34 kN
Ubs = 1.00
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 323.00 mm²
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 191.00 mm²
𝐴 = [(𝑛 − 1)𝑠 + 𝐿]𝑡 = 500 mm²
Φ= 0.75

DATE : 30/08/2023
- Main Structure
REV :1
SINGLE PLATE CONNECTION - B1 TO BEAM
I. MATERIAL
Bolt
Grade 8.8
Plate
Material A572 Gr 50
Beam, Girder
Material A572 Gr 50

Max Tension 67.57 82.25
Max Compression -71.90 35.11
Max Shear -4.51 -182.01
III. DIMENSION
Beam section
Height h= 400 mm
Girder section
Plate
Height Lp = 320 mm
Bolt
Type M20
Bolt rows n= 3
Bolt columns nc = 1
DATE : 30/08/2023
- Main Structure
REV :1
IV. CALCULATING
Bolt shear
∅𝑅 = ∅𝐶𝐹 𝐴 = 254.47 kN AISC J3-1
Φ= 0.75
C= 3.00
Flexure yielding
𝑀 = ∅𝐹 𝑍 = 111.20 kNm
𝑡 𝐿
𝑍 = = 358400 mm3
4
Φ= 0.9
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 368.93 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 587.27 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 301.16 kN
𝑙 = 𝐿 − 𝑑 /2 = 49.00 mm
𝑙 =𝑠−𝑑 = 78.00 mm
C= 3.00 Tables (7-1..14)
Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 927 kN AISC J4-3
Φ= 1
𝐴 =𝐿 𝑡 = 4480 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 703.59 kN AISC J4-4
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 3488.80 mm² Sec. J4-2
DATE : 30/08/2023
- Main Structure
REV :1
Block shear rupture
Ubs = 1.00 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 2814.00 mm² Sec. J4-3
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 534.80 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 3640 mm² Sec. J4-3

Φ= 0.75
Flexure rupture
∅𝑀 = ∅𝐹 𝑍 = 99.65 kNm p. 9-6
𝑡
𝑍 = [L − 𝑠 𝑛(𝑛 − 1)(d + 1.6)/𝐿 ] = 296483 mm3
4
Φ= 0.75

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 220.23 kN
AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 293.63 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 587.27 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 301.16 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = 78.00 mm

Tension yielding
∅𝑅 = ∅𝐹 𝐴 = 1390 kN AISC J4-1
Φ= 0.9
𝐴 =𝐿 𝑡 = 4480 mm²
Tension rupture
∅𝑅 = ∅𝐹 𝐴 = 1172.66 kN AISC J4-2
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 3488.80 mm Sec. D3-2
𝐴 = min( 0.85𝐴 , 𝐴 ) = 3488.80 mm Sec. J4-1
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 534.80 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 2139.20 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 700 mm² Sec. J4-3
Φ= 0.75
2. Beam
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 387.21 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 382.91 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 335.58 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 172.09 kN
𝑙 = 𝐿 − 𝑑 /2 = 89.00 mm
𝑙 =𝑠−𝑑 = 78.00 mm

Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 661.90 kN AISC J4-3
Φ= 1
𝐴 = ℎ𝑡 = 3200 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 531.12 kN
Φ= 0.75
𝐴 = [ℎ − n( d + 1.6)]𝑡 = 2633.60 mm²
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 125.84 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 167.79 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 335.58 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 172.09 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = 78.00 mm
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 305.60 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 1222.40 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 400 mm² Sec. J4-3
Φ= 0.75
Block shear rupture
∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 475.04 kN
Ubs = 1.00
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 1928.00 mm²
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 305.60 mm²
𝐴 = [(𝑛 − 1)𝑠 + 𝐿]𝑡 = 2400 mm²
Φ= 0.75

DATE : 30/08/2023
- Main Structure
REV :1
I. MATERIAL
Bolt
Grade 8.8
Plate
Material A572 Gr 50
Beam, Girder
Material A572 Gr 50

Max Shear 2.44 54.14
III. DIMENSION
Beam section
Height h= 314 mm
Girder section
Plate
Height Lp = 220 mm
Bolt
Type M20
Bolt rows n= 2
Bolt columns nc = 2
DATE : 30/08/2023
- Main Structure
REV :1
IV. CALCULATING
Bolt shear
∅𝑅 = ∅𝐶𝐹 𝐴 = 331.67 kN AISC J3-1
Φ= 0.75
C= 3.91
Flexure yielding
𝑀 = ∅𝐹 𝑍 = 52.56 kNm
𝑡 𝐿
𝑍 = = 169400 mm3
4
Φ= 0.9
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 368.93 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 587.27 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 301.16 kN
𝑙 = 𝐿 − 𝑑 /2 = 49.00 mm
𝑙 =𝑠−𝑑 = 78.00 mm
C= 3.91 Tables (7-1..14)
Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 637 kN AISC J4-3
Φ= 1
𝐴 =𝐿 𝑡 = 3080 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 487.88 kN AISC J4-4
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 2419.20 mm² Sec. J4-2
DATE : 30/08/2023
- Main Structure
REV :1
Block shear rupture
Ubs = 0.50 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 1744.40 mm² Sec. J4-3
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 1604.40 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 2240 mm² Sec. J4-3

Φ= 0.75
Flexure rupture
∅𝑀 = ∅𝐹 𝑍 = 49.37 kNm p. 9-6
𝑡
𝑍 = [L − 𝑠 𝑛(𝑛 − 1)(d + 1.6)/𝐿 ] = 146885 mm3
4
Φ= 0.75

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 446.10 kN
AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 293.63 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 587.27 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 301.16 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = 78.00 mm

Tension yielding
∅𝑅 = ∅𝐹 𝐴 = 956 kN AISC J4-1
Φ= 0.9
𝐴 =𝐿 𝑡 = 3080 mm²
Tension rupture
∅𝑅 = ∅𝐹 𝐴 = 813.14 kN AISC J4-2
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 2419.20 mm Sec. D3-2
𝐴 = min( 0.85𝐴 , 𝐴 ) = 2419.20 mm Sec. J4-1
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 1604.40 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 1069.60 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 2100 mm² Sec. J4-3
Φ= 0.75
2. Beam
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 378.51 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 309.77 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 251.69 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 129.07 kN
𝑙 = 𝐿 − 𝑑 /2 = 96.00 mm
𝑙 =𝑠−𝑑 = 78.00 mm

Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 389.69 kN AISC J4-3
Φ= 1
𝐴 = ℎ𝑡 = 1884 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 322.84 kN
Φ= 0.75
𝐴 = [ℎ − n( d + 1.6)]𝑡 = 1600.80 mm²
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 191.19 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 125.84 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 251.69 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 129.07 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = 78.00 mm
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 687.60 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 458.40 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 900 mm² Sec. J4-3
Φ= 0.75
Block shear rupture
∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 308.23 kN
Ubs = 0.50
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 1029.60 mm²
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 687.60 mm²
𝐴 = [(𝑛 − 1)𝑠 + 𝐿]𝑡 = 1242 mm²
Φ= 0.75

DATE : 30/08/2023
- Main Structure
REV :1
I. MATERIAL
Bolt
Grade 8.8
Plate
Material A572 Gr 50
Beam, Girder
Material A572 Gr 50

Max Shear 5.14 -46.13
III. DIMENSION
Beam section
Height h= 392 mm
Girder section
Plate
Height Lp = 320 mm
Bolt
Type M20
Bolt rows n= 3
Bolt columns nc = 1
DATE : 30/08/2023
- Main Structure
REV :1
IV. CALCULATING
Bolt shear
∅𝑅 = ∅𝐶𝐹 𝐴 = 254.47 kN AISC J3-1
Φ= 0.75
C= 3.00
Flexure yielding
𝑀 = ∅𝐹 𝑍 = 111.20 kNm
𝑡 𝐿
𝑍 = = 358400 mm3
4
Φ= 0.9
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 368.93 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 587.27 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 301.16 kN
𝑙 = 𝐿 − 𝑑 /2 = 49.00 mm
𝑙 =𝑠−𝑑 = 78.00 mm
C= 3.00 Tables (7-1..14)
Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 927 kN AISC J4-3
Φ= 1
𝐴 =𝐿 𝑡 = 4480 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 703.59 kN AISC J4-4
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 3488.80 mm² Sec. J4-2
DATE : 30/08/2023
- Main Structure
REV :1
Block shear rupture
Ubs = 1.00 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 2814.00 mm² Sec. J4-3
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 534.80 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 3640 mm² Sec. J4-3

Φ= 0.75
Flexure rupture
∅𝑀 = ∅𝐹 𝑍 = 99.65 kNm p. 9-6
𝑡
𝑍 = [L − 𝑠 𝑛(𝑛 − 1)(d + 1.6)/𝐿 ] = 296483 mm3
4
Φ= 0.75

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 220.23 kN
AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 293.63 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 587.27 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 301.16 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = 78.00 mm

Tension yielding
∅𝑅 = ∅𝐹 𝐴 = 1390 kN AISC J4-1
Φ= 0.9
𝐴 =𝐿 𝑡 = 4480 mm²
Tension rupture
∅𝑅 = ∅𝐹 𝐴 = 1172.66 kN AISC J4-2
Φ= 0.75
𝐴 = [L − n( d + 1.6)]𝑡 = 3488.80 mm Sec. D3-2
𝐴 = min( 0.85𝐴 , 𝐴 ) = 3488.80 mm Sec. J4-1
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 534.80 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 2139.20 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 700 mm² Sec. J4-3
Φ= 0.75
2. Beam
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 290.41 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 274.27 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 251.69 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 129.07 kN
𝑙 = 𝐿 − 𝑑 /2 = 85.00 mm
𝑙 =𝑠−𝑑 = 78.00 mm

Shear yielding
∅𝑅 = ∅0.6𝐹 𝐴 = 486.50 kN AISC J4-3
Φ= 1
𝐴 = ℎ𝑡 = 2352 mm² Sec. D3-1
Shear rupture
∅𝑅 = ∅0.6𝐹 𝐴 = 388.66 kN
Φ= 0.75
𝐴 = [ℎ − n( d + 1.6)]𝑡 = 1927.20 mm²
∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 94.38 kN

AISC J3-6
Φ= 0.75
𝑟 = 1.2𝑙 𝑡𝐹 = 125.84 kN
𝑟 = 1.2𝑙 𝑡𝐹 = 251.69 kN
𝑟 ( ) = 2.4𝑑𝑡𝐹 = 129.07 kN
𝑙 = 𝐿 − 𝑑 /2 = 39.00 mm
𝑙 =𝑔−𝑑 = 78.00 mm
DATE : 30/08/2023
- Main Structure
REV :1
Ubs = 1.00 Sec. J4-3

𝐴 = [𝐿 + (𝑛 − 1)𝑔 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 229.20 mm² Sec. J4-3
𝐴 = (𝑛 − 1)[s − (𝑑 + 1.6)]𝑡 = 916.80 mm² Sec. J4-3
𝐴 = [(𝑛 − 1)𝑔 + 𝐿 ]𝑡 = 300 mm² Sec. J4-3
Φ= 0.75
Block shear rupture
∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 352.55 kN
Ubs = 1.00
𝐴 = [(𝑛 − 1)𝑠 + 𝐿 − (𝑛 − 0.5)(𝑑 + 1.6)] t = 1422.00 mm²
𝐴 = [𝐿 + (𝑛 − 1) g − (𝑛 − 0.5)(𝑑 + 1.6)]𝑡 = 229.20 mm²
𝐴 = [(𝑛 − 1)𝑠 + 𝐿]𝑡 = 1776 mm²
Φ= 0.75

4.1.5.SP Connection

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PROJECT CODE : 719002

Calculation Sheet for DOCUMENT NO. : CAL-1-004-C-0001

II. INTERNAL FORCE FOR CALCULATING

Combo Axial (kN) V2 (kN)

Bolt bearing under shear load

∅𝑅 = ∅ Cmin( 𝑟 , r , 𝑟 ( )) = 116.16 kN AISC J3-6

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 234.03 kN AISC J4-5

Ubs = 1.00 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 960 mm² Sec. J4-3

∅𝑀 = ∅𝐹 𝑍 = 22.26 kNm p. 9-6

Bolt bearing under axial load

Demand axial load Pa = 26.37 kN

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 216.75 kN AISC J4-5

Ubs = 1.00 Sec. J4-3

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 101.64 kN

Demand shear Va = 20.49 kN

Bolt bearing under axial load

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 58.08 kN

Tear out under axial load

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 216.75 kN AISC J4-5

Ubs = 1.00 Sec. J4-3

Block shear rupture

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 201.46 kN

Global critical strength ratio 0.45

II. INTERNAL FORCE FOR CALCULATING

Combo Axial (kN) V2 (kN)

Bolt bearing under shear load

∅𝑅 = ∅ Cmin( 𝑟 , r , 𝑟 ( )) = 677.62 kN AISC J3-6

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 744.44 kN AISC J4-5

Ubs = 1.00 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 3640 mm² Sec. J4-3

∅𝑀 = ∅𝐹 𝑍 = 99.65 kNm p. 9-6

Bolt bearing under axial load

Demand axial load Pa = 22.39 kN

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 826.88 kN AISC J4-5

Ubs = 1.00 Sec. J4-3

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 290.41 kN

Demand shear Va = 66.30 kN

Bolt bearing under axial load

∅𝑅 = ∅(min( 𝑟 , 𝑟 ( )) + min( r , 𝑟 ( ) )(𝑛 − 1) = 94.38 kN

Tear out under axial load

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 354.38 kN AISC J4-5

Ubs = 1.00 Sec. J4-3

Block shear rupture

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 350.69 kN

Global critical strength ratio 0.26

II. INTERNAL FORCE FOR CALCULATING

Combo Axial (kN) V2 (kN)

Bolt bearing under shear load

∅𝑅 = ∅ Cmin( 𝑟 , r , 𝑟 ( )) = 183.92 kN AISC J3-6

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 262.01 kN AISC J4-5

Ubs = 1.00 Sec. J4-3

𝐴 = [(𝑛 − 1)𝑠 + 𝐿 ]𝑡 = 960 mm² Sec. J4-3

∅𝑀 = ∅𝐹 𝑍 = 8.96 kNm p. 9-6

Bolt bearing under axial load

Demand axial load Pa = 5.99 kN

∅𝑅 = ∅[U 𝐹 𝐴 + min( 0.6𝐹 𝐴 ; 0.6𝐹 𝐴 )] = 198.93 kN AISC J4-5

Ubs = 1.00 Sec. J4-3