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15. determine the capacity of the details shown below. A992: Fy=50ksi, Fu=65ksi A36: Fy=36ksi, Fu=58ksi effective bolt hole diameter = bolt hole + 1/16" beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in. Fexx=70ksi o) what is the block shear rupture (U-shaped) capacity of flange plate of the flange connection in kips? (2 decimal places)

15. determine the capacity of the details shown below. A992: Fy=50ksi, Fu=65ksi A36: Fy=36ksi, Fu=58ksi effective bolt hole diameter = bolt hole + 1/16" beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in. Fexx=70ksi o) what is the block shear rupture (U-shaped) capacity of flange plate of the flange connection in kips? (2 decimal places)

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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15. determine the capacity of the details shown below.
A992: Fy=50ksi, Fu=65ksi
A36: Fy=36ksi, Fu=58ksi
effective bolt hole diameter = bolt hole + 1/16"
beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.
Fexx=70ksi
o) what is the block shear rupture (U-shaped) capacity of flange plate of the flange connection in kips? (2 decimal places)

 

(4)-3/4"0 A325 SSLT Bolts 5/16 5/16 PL1/2" - A36 Shear Plate W16X50 A992 - Beam 0.5" 3" 3@3"-9" 1.5" 5/16 3 Sides 5/16 5.5" (8)-3/4"0 A325 STD Bolts PL1/2"- A36- Flange Plate Table 7-6 Coefficients C for Eccentrically Loaded Bolt Groups Angle = 0° where Available strength of a bolt group, OR, or RS2 is determined with P- required foroe, Ryor Pa kips n = nominal strength per bolt, kips e - eccentricity of Pwith respect to centroid of bolt group, in. (not tabulated, may be determined by geometry) e= horizontal component of e in. S = bolt spacing, in. C - coefficient tabulated below R-Cxfn or LRFD ASD OP Crw Cr In Number of Bolts in One Vertical Row, n s in. e in. 2 4 6 8 10 11 12 1.18 0.88 0.69 0.56 0.48 2.23 1.75 1.40 1.15 0.97 3.32 2.81 2.36 2.01 1.73 4.39 3.90 3.40 2.96 2.59 5.45 4.98 4.47 6.48 6.06 5.56 5.05 4.57 7.51 7.12 6.64 6.13 5.63 8.52 8.17 7.72 7.22 6.70 9.53 9.21 8.78 10.5 10.2 9.84 9.38 8.87 11.5 11.3 10.9 10.4 9.96 4. 3.98 3.55 5. 8.30 7.79 0.41 0.83 1.51 2.28 3.17 4.13 5.15 6.20 5.73 5.31 4.92 4.27 7.28 8.36 9.44 8 0.36 0.32 0.29 0.24 0.73 0.65 0.59 0.49 1.34 1.21 1.09 0.92 2.04 1.83 1.66 1.40 2.85 2.59 2.36 2.00 3.75 3.42 3.14 2.68 4.72 4.34 4.00 3.44 6.78 6.32 5.89 5.15 7.85 7.36 6.90 6.09 8.93 8.42 9 10 12 7.94 7.06 14 16 18 20 0.21 0.18 0.42 0.37 0.33 0.29 1.21 1.06 0.95 0.85 1.74 1.53 1.37 1.24 2.33 2.06 1.84 1.67 3.01 2.67 2.39 2.16 3.75 3.33 3.00 4.55 4.06 3.66 3.33 5.41 4.85 4.38 3.99 6.31 5.68 5.15 4.70 0.79 0.16 0.15 0.70 0.62 0.56 2.72 TABLE J3.2 Nominal Strength of Fasteners and Threaded Parts, ksi (MPa) Nominal Tensile Strength, Fnt, ksi (MPa) Nominal Shear Strength in Bearing-Type Connections, Fny ksi (MPa)re Description of Fasteners A307 bolts 45 (310) 27 (188) Group A (e.g., A325) bolts, when threads are not excluded 90 (620) 54 (372) from shear planes Group A (e.g., A325) bolts, when threads are excluded 90 (620) 68 (457) from shear planes Group B (e.g., A490) bolts, when threads are not excluded from shear planes 113 (780) 68 (457) Group B (e.g., A490) bolts, when threads are excluded from shear planes 113 (780) 84 (579) TABLE J3.3 Nominal Hole Dimensions, in. Hole Dimensions Oversize (Dia.) Bolt Standard Short-Slot Long-Slot (Width x Length) Diameter, in. (Dia.) (Width x Length) 5/8 16 x /16 /16 x 14 5/8 11/16 13/16 1/16 x /8 11/16 x 1%16 34 13/6 15/6 13/16 x 1 13/16 x 17/ 7/8 15/6 15/16 x 1e 15/16 x 2/16 116 14 116 x 1/16 1/16 x 2% 21'% d+ hs d+/h6 (d+ e) x (d+ %) (d+he) x (2.5 x d)
Transcribed Image Text:(4)-3/4"0 A325 SSLT Bolts 5/16 5/16 PL1/2" - A36 Shear Plate W16X50 A992 - Beam 0.5" 3" 3@3"-9" 1.5" 5/16 3 Sides 5/16 5.5" (8)-3/4"0 A325 STD Bolts PL1/2"- A36- Flange Plate Table 7-6 Coefficients C for Eccentrically Loaded Bolt Groups Angle = 0° where Available strength of a bolt group, OR, or RS2 is determined with P- required foroe, Ryor Pa kips n = nominal strength per bolt, kips e - eccentricity of Pwith respect to centroid of bolt group, in. (not tabulated, may be determined by geometry) e= horizontal component of e in. S = bolt spacing, in. C - coefficient tabulated below R-Cxfn or LRFD ASD OP Crw Cr In Number of Bolts in One Vertical Row, n s in. e in. 2 4 6 8 10 11 12 1.18 0.88 0.69 0.56 0.48 2.23 1.75 1.40 1.15 0.97 3.32 2.81 2.36 2.01 1.73 4.39 3.90 3.40 2.96 2.59 5.45 4.98 4.47 6.48 6.06 5.56 5.05 4.57 7.51 7.12 6.64 6.13 5.63 8.52 8.17 7.72 7.22 6.70 9.53 9.21 8.78 10.5 10.2 9.84 9.38 8.87 11.5 11.3 10.9 10.4 9.96 4. 3.98 3.55 5. 8.30 7.79 0.41 0.83 1.51 2.28 3.17 4.13 5.15 6.20 5.73 5.31 4.92 4.27 7.28 8.36 9.44 8 0.36 0.32 0.29 0.24 0.73 0.65 0.59 0.49 1.34 1.21 1.09 0.92 2.04 1.83 1.66 1.40 2.85 2.59 2.36 2.00 3.75 3.42 3.14 2.68 4.72 4.34 4.00 3.44 6.78 6.32 5.89 5.15 7.85 7.36 6.90 6.09 8.93 8.42 9 10 12 7.94 7.06 14 16 18 20 0.21 0.18 0.42 0.37 0.33 0.29 1.21 1.06 0.95 0.85 1.74 1.53 1.37 1.24 2.33 2.06 1.84 1.67 3.01 2.67 2.39 2.16 3.75 3.33 3.00 4.55 4.06 3.66 3.33 5.41 4.85 4.38 3.99 6.31 5.68 5.15 4.70 0.79 0.16 0.15 0.70 0.62 0.56 2.72 TABLE J3.2 Nominal Strength of Fasteners and Threaded Parts, ksi (MPa) Nominal Tensile Strength, Fnt, ksi (MPa) Nominal Shear Strength in Bearing-Type Connections, Fny ksi (MPa)re Description of Fasteners A307 bolts 45 (310) 27 (188) Group A (e.g., A325) bolts, when threads are not excluded 90 (620) 54 (372) from shear planes Group A (e.g., A325) bolts, when threads are excluded 90 (620) 68 (457) from shear planes Group B (e.g., A490) bolts, when threads are not excluded from shear planes 113 (780) 68 (457) Group B (e.g., A490) bolts, when threads are excluded from shear planes 113 (780) 84 (579) TABLE J3.3 Nominal Hole Dimensions, in. Hole Dimensions Oversize (Dia.) Bolt Standard Short-Slot Long-Slot (Width x Length) Diameter, in. (Dia.) (Width x Length) 5/8 16 x /16 /16 x 14 5/8 11/16 13/16 1/16 x /8 11/16 x 1%16 34 13/6 15/6 13/16 x 1 13/16 x 17/ 7/8 15/6 15/16 x 1e 15/16 x 2/16 116 14 116 x 1/16 1/16 x 2% 21'% d+ hs d+/h6 (d+ e) x (d+ %) (d+he) x (2.5 x d)
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