What is the capacity of an M16 Grade 4.6 bolt passing through a 14 mm plate and a 18 mm plate in (i) single shear and (ii) bearing? (Draw the connect first and calculate the capacity)
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What is the capacity of an M16 Grade 4.6 bolt passing through a 14 mm plate and a 18 mm plate in (i) single shear and (ii) bearing? (Draw the connect first and calculate the capacity)
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- The plate splice shown in the figure below has 9 – 3/4 inch diameter A325-N type bolts (Group A, N type) on each side. Based on the shear strength of bolts only, the maximum Pu that can be applied to the splice is equal to: Group of answer choices 202 kips 322 kips 161 kips 405 kipsQuestion 17 2L5x3x7mm tension momber is connocted to a gussot plate by 16-mm-diameter bolts as shown in the figure, Given that e= 30 mm, s= 50 mm, Fy =345 MPa and Fu=402 MPa, caicukato the following 2 L5 x3x % LLBD (two angles, long legs back-to-back) A242 stoel 60 mm e (am) (mn) e (mm) 55 Not area in shoar for a single angle under block shear lailue, Ariv mm? 56. Not area in tension for a single anglo under.block shoar failuto Arit = 57. Norninal block shear strongth in kN of the double angle Use Ups 10, Pn INPUT ALL ANSWERS AS WHOLE NUMBERDetermine the number of bolts required to develop the full capacity of the double angle tension member shown in the accompanying figure. Use double row of bolts without stagger. Dead Load = 10% Live Load = 90% Angle Steel is A572 Grade 50 Bolt Diameter = 3/4 in Type of Connection is A325-X, Bearing Type, threads excluded from shear planes.
- In the figure shown, the bolts are 3/4-inch in diameter, and A36 steel is used for all components. Considering both the tension member and the gusset plate, compute the following: Note: Limit the failure path to U-shape 3 a. Design block shear strength of the connection 2" b. Allowable block shear strength of the connectionChapter Two-- Analysis and Design of Tension Members Example 1 A½x5 plate of A36 steel is used as a tension member. It is connected to a gusset plate with four -inch-diameter bolts as shown in Figure 3.3. Assume that the effective net area A, equals the actual net area A, (we cover computation of effective net area in Section 3.3). a) What is the design strength for LRFD? b) What is the allowable strength for ASD? ½ in. Gusset PL PL½ x 5 /% in. +s in. T=% in. /3-in.-diameter bolts SectionIn the connection shown in the figure, the bolts are 3/4 inch in diameter, and A50 steel is used for all components. Compute for the nominal block shear strength (kips) of the entire steel plate assembly. Review the figure and analyze the problem carefully prior to answering. Please answer this asap. For upvote. Thank you very much
- An angle section ISA 120 x 100 x 10 is shown in the figure. The bolts used are of diameter 20 mm. Find the block shear strength of the section if the minimum end distance and distance between the bolts provided is shown in the figure. [Use Fe410 grade of steel) 33 mm 50 mm 50 mm O------- unu o uuu osThe design shear strength phi rnv of one A490 X-bolt, 3/4 inch in diameter (Group B, X type) in single shear is equal to: Group of answer choices 39.8 kips 66.2 kips 27.8 kips 55.7 kipsWhat will be the design shear strength of a bolt for the connection in which two plates, 10 mm and 18 mm thick are connected by a double cover butt joint using 6 mm cover plates as shown in figure. Given M20 bolts of grade 4.6 and Fe410 plates are used. Assume shearing plane of bolts passes through net area section of bolts. 6 mm cover plate Packing plate of 8 mm thickness 18 mm plate 10 mm plate 6 mm cover plate
- Consider the brace connection in Figure 4.(a) Design number of required M16 bolts to carry the full tensile capacity of the 2PFC100 section considering the gross area only, i.e., the tensile load for designing the bolts is Ag×fy, where Ag is the gross area of the 2PFC100 section and fy is its yield stress. All the bolts are from bolting category 8.3/TB. In this design consider the shear capacity of the bolts only. Figure 1(a) shows the arrangement and spaces between the bolts. Note that the number of bolts shown in this figure does not show the required number of bolts. Assume that all shear plane bolts have threads. It is assumed that the plate has adequate bearing capacity.(b) If instead of bolts in section (a), as Figure 1(b) shows, a fillet weld with an equal leg of size 6 mm is used to carry the tensile load calculate the required weld length, Lw. Each PFC section is welded by two weld lines to the gusset plate. Therefore, there are four lines to transfer the tensile load from the…For the cross section shown, calculate the tensile capacity of the steel plate. Assume that the bolt hole is 1/16 inch larger than bolt diameter. Plate 1/2" x 11" .T 7/8" dia. bolt, typ. ASTM A325NThe design shear strength phi rnv of one A325 X-bolt, 1 1/8 inch in diameter (Group A, X type) in double shear is equal to: Group of answer choices 112 kips 125 kips 74.2 kips 101 kips