Question No.3: Determine the maximum tensile force, Pu, that can be applied to the connection shownin figure below based on the bolt strength; assume ASTM A36 steel for the following bolt types instandard holes: Check every limit state.a. 1-in.-diameter A325N,b. 7/8-in.-diameter A490X.3"3"1½"/" plate½P,P½P./" plate

Given:- ASTM A36 steel From AISC Manual Table 2-4, fy=36ksi fu=58ksi To find:-Pu

Answered: Question No.3: Determine the maximum…

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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Use ASD to determine the width of the 5/8 inch thick A36 plate subjected to tension as shown below. The dead load effect is PD=85 kip while the live load effect is PL=80 kip. Two rows of 5/8 inch standard bolts will be used for the connection and the plate width can be manufactured in 1 inch increments. Assume that the larger connected plate does not fail. Consider the limit states of gross tensile yield and tensile rupture. Find the required tension strength, Pa, for the controlling ASD load combination. Determine the width necessary for the plate to resist gross tensile yield. Determine the width necessary for the plate to resist tensile rupture. Report the required plate width.
Determine 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.
Determine the strength of the connection shown in Figure , based on bearing and shear, for the following bolts: a. A307 b. Group A, threads in the plane of shear c. Group A, threads not in the plane of shear
The truss member shown in the accompanying illustration consists of two C12 x 25s(A36 steel) connected to a 25 mm gusset plate. How many 22 mm A325 bolts (threads excludedfrom shear plane) are required to develop the full design tensile capacity of the member if it isused as a bearing-type connection? Assume U = 0.85. Use ASD method.
17) what is the tensile rupture capacity of flange plate of the flange connection in kips? (2 decimal places) A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksi
Part a
Read the situation carefully and answer the problem with complete, clear, and correct solution. Provide sketch with dimensions. Determine the effective area Ae for each case shown in Figure P3.3-1. (NOTE: Use the AISC Manual for the sectional properties. For the bolt hole, add 1/8" to the bolt diameter.) 5" (a) (c) L5x5x5 Weld PL5 × 5 Weld 2" (e) FIGURE P3.3-1 5" PL¾ × 6 (b) (d) PL3 x 4 Weld PL¹/2₂2 × 5¹2 7/8-in.-diam. bolts 3/4-in.-diam. bolts
In 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
For the splice connection shown in the figure, a. Check all spacing and edge-distance requirements. (For 1-in diameter bolts minimum edge distance is 1.25 in. AISC Table J3.4) b. Compute the design strength based on shear and bearing. (Use LRFD) The plates are PL 1/2" x 7" steel ASTM A36 (Fy = 36 ksi, Fu = 58 ksi) and the bolts are 1-in diameter A325X (Fnv = 60 ksi) in standard holes.
The tension member shown is a PL 5/8 x 10, and the steel is A36. The bolts are 7/8-inch in diameter. a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. 2" 2" -|-|- |-|-|- -| 3 die einheitliche O O O OO O
1. Please check the safety of bolt connection in the figure below, where F=100KN (design value) and ej=300mm. For the M22 ordinary bolt of grade C, f =140 N/mm? and f" =305 N/mm?. (The unit of length is mm, and ignores the weld mark in the figure.) F %3D 160 b0 オ 80 4=10 |205 4=121 [8 00S
Question 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 NUMBER

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