please use BS 5950 for steelworks 100100180Question ①200200400180 kv100150Load from end of beam= 180 kAll bolts are 24 mmofпт фgrade 4.6.check the bolts if theyre appropriate

Please refer below pages.If you have any doubts please feel free to ask.Explanation:Step 1:Step…

Answered: 100 100 180 Question ① 200200 400 180…

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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Problem. A bolted connection shown consists of two plates 300 mm x 12 mm connected by 4 - 22 mm diameter bolts. 12 mm bolts T12 mm te12 mm P 300 75 75 75 Edge distances = 75 mm %3D dnole for tensile and rupture = dp +3 mm %3D dnole for bearing strength for Lec = d + 1.5 mm Fy = 248 MPa Fu = 400 MPa %3D En 330 MPa %3D Use LRFD design method. Determine the design strength due to tensile rupture strength of plates. (kN)
Question 3 Determine the capacity of plate as well as below connection based on Balts (4) in the below Following reactions :- 7 11 A325, $4 þ Bolts use! Use: AISC manual U Moment = 10 kip-67 2 kip (2) Shear (3) Axial 2 kip رب Ź Plate (A 36) 10 " x 10" x ≤ 11 8 HSS. их их nxuxt 4 H² 7
CLO3: Determine the tensile capacity of the 1/2-in. by 7-in, plate shown in Figure bellow. The connection is made with 6/8-in.-diameter bolts, the plate is ASTM A529, grade 50 (Fy" 50ksi, Fu= 65ksi). Neglect block shear. 7" Tu 1/2" x 7" plate Oa. 127.97 kips Ob. 180.31 kips Oc 157.50 kips Od. 126.88 kips
a] Compute LRFD 6.) Compute ASD CIVIL STEEL DESIGN ENGINEERING- BOLTED CONNECTION Sample Problem 5: The 175 x 100 x 16 mm angle shown connected to a gusset plate with three 25 mm bolts (A490) when threads are excluded from shear planes. The angle consists of A36 steel. Properties of 4 175 x 100 x 16 A36 Steel Properties of A490 bolts A = 4181 mm² t = 16 mm Fy = 248 MPa F₁ = 400 MPa Fy = 276 MPa Nominal hole dia. = 27 mm 75 T+ 100 Gusset Plate 100 F 100
10 – 7/8" Bolts Gusset Plate Plate thickness t = ½" 2" b. 2" Tension Member A36 Steel Plate 2" P 12" 2" g I 2" Calculate Tension Capacity 2" of line 1. abcde (A,„) 2. abfcgde (A„) 3. abfgde (A,), and 4. Yielding over Agross An A 3" 3"
Determine the LRFD design tensile strength of the bolted connection shown. The angles are connected through the longer legs to a % x 11 in plate. Holes are made for % in bolts. Use steel F,-50 ksi F-65 ksi. L5x3x% (4, = 4.92in, x%30.947in, y=1.69in). Consider block shear in your calculations. %3D 3/4" plate 2L5 x 3 % x 5/8 3" Pr 3" 3 @ 3" 12" - 3" P,
3. Check if the allowable modified tensile strength of bolt group under combined tensile force of Px=225 kN and shear force of Py-600 KN is adequate. (Assume that connected plies are safe against shear tearing out and bearing failure) [all dimensions are in mm] Given Bolts M22 -8.8 Material of Bolts: 8.8 Threads are NOT in plane of shear. Fyb-640 N/mm² Fub-800 N/mm² Fny nominal shear stress of bolt : Fnt nominal tensile stress of bolt : 22=2.0 f required shear stress of bolt : A* Px A+ + 50 100 100 50 + +50+ -$- -150 SECTION A-A -50+
P-016 Given: R=4m W = 3 kN/m Allowable bolt shear stress, fv = 135 MPa Bolts at "a" and "b" are in single shear. Bolt "c" is in double shear. O O O O 8.94 O What is the required bolt diameter at B in mm? * 10.45 6.32 5.22 13.66 B A 8.50 W = 3 kN/m R=4 Compute the reaction at A in kiloNewtons. *
2 hEe c W@ B & - For the beam shown find the value of Force (F) Ib and maximum stress due to flexure ( oy ) psi if the shear force in bolts is 300Ib and the shear stress in beam 120psi. Spacing between bolts (S) =5in F T —————————————+% 4ft 8ft 1in 1in -~ - 10in 1n § 8in
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Determine the maximum safe load T that the splice connection can resist using LRFD. The bolts are 16mm diameter with oversized holes. The two plates at the left are both PL300X10 and the plate at the right is PL300X16. Use A-50 steel. 40 40 60 90 90 60

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100 100 180 Question ① 200200 400 180 kv 100 150 Load from end of beam = 180 k All bolts are 24 mm of пт ф grade 4.6. check the bolts if they re appropriate