18 x 50 beam is attached to W 12 x 65 column by means of two 100 x 75 x 10 ngles. Four 19-mm-diameter bolts attached the angles to the web of the beam nd eight 19-mm-diameter bolts are used to attach the beam to the column through ne same angles. Petermine the maximum beam end reaction the connection can resist based or thear and bearing. Allowable shear on bolt is 93 MPa, allowable bearing stress or

18 x 50 beam is attached to W 12 x 65 column by means of two 100 x 75 x 10 ngles. Four 19-mm-diameter bolts attached the angles to the web of the beam nd eight 19-mm-diameter bolts are used to attach the beam to the column through ne same angles. Petermine the maximum beam end reaction the connection can resist based or thear and bearing. Allowable shear on bolt is 93 MPa, allowable bearing stress or

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter3: Tension Members

Section: Chapter Questions

Problem 3.6.4P: Select an American Standard Channel shape for the following tensile loads: dead load = 54 kips, live...

See similar textbooks

Similar questions

If the 18 mm plate is connected to two cover plate of 10 mm on top and bottom, what is the capacity of the connection in double shear? Assume that the shear planes pass though the threaded portion. State the condition necessary for these strengths to be available. (Draw the connect first and calculate the capacity)
5) Calculate P the allowable tensile load for the butt joint shown. Each A325-N high-strength bolt has a diameter of 0.9 inches. The plates are made of ASTM A36 steel. If the applied load is 200 kips, is this connection adequate? If not, what needs to be changed so that this connection can handle an applied load of 200 kips? P- ФФ P ! 12"x " P. P.
a rivet lap joint is shown. The rivets used have allowable shear strength equal to 533 MPA with diameter of 16mm. The steel plate has a yield strength equal to 275 MPa and ultimate strength equal to 340 mpa; 300 mm wide and 16 mm thick. Determine the safest value of P that the connection can resist. Use NSCP, assume additional 1.6mm for the rivet hole. Neglect block shear
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
Select an American Standard Channel shape for the following tensile loads: dead load = 54 kips, live load = 80 kips, and wind load = 75 kips. The connection will be with longitudinal welds. Use an estimated shear lag factor of U = 0.85. (In a practical design, once the member was selected and the connection designed, the value of U would be computed and the member design could be revised if necessary.) The length is 17.5 ft. Use Fy=50 ksi and Fu=65 ksi. a. Use LRFD. b. Use ASD.
Determine the adequacy of the hanger connection in Figure P7.8-2 Account for prying action. a. Use LRFD. b. Use ASD.
Check the bolted section of the given gusset plate connection assuming that the connection is done by M12 bolts with a staggered arrangement. The maximum design tensile axial force to be sustained is Ned = 168 kN. Assume a grade of S235 steel. P. Gusset plate BỘ do=13mm Gusset plate O DO t=16mm t-16mm1 Ni.Ed FO NtEd do=13mm do3D13mm G. 40mm 40mm 140 mm 240mm 30mm
2-PL10x1/2 A-36 Bolts are 7/8 in A-325, threads are not excluded. All edge spacings are minimum | 3" | 3" | о PL 10x3/4 A-572Gr50 a) Determine the nominal bolt capacity. b) Determine the nominal bearing capacity for each plate. c) Determine the nominal rupture capacity of each plate. d) What is the nominal capacity of the connection? e) Using LRFD, is this connection capable of supporting a dead load of 150 kip and a live load of 100 kip?
A tension connection consists of A36 steel double angles (two L4x4x1/4 shapes, or 2L4x4x1/4) fastened to a 4x10 No. 2 Red Oak member with a single row of four 0.875 inch A307 bolts. The connection is subjected to normal temperatures but wet in-service conditions. Assume the group action factor is C,=0.95 and the geometry factor is Ca=1. The controlling ASD load combination is D+ L where L is from occupancy. Elevation Cross Section L4x4x1/4 L4x4x1/4 Pa Р. 2L4x4x1/4 4х10 4x10 Plan L4x4x1/4 Pa/2 Pa 4x10 L4x4x1/4 Pa/2 • Determine the load, Pa, that the connection can support based on tension strength of the 4x10. Pa=. lb • Determine the load, Pa, that the connection can support based on gross tension yield of the double angles. The ASD design strength for gross tension yield is F,A,/1.67 where F=36 ksi, A,=1.93 in² for each L4x4x1/4. Pa=. lb
Problem 5: The lap connection shown consists of a PL1/2"X3" plate connected to a ½ in gusset plate with ¼" longitudinal fillet welds as indicated. The plates are A36 steel and the electrodes are E70XX. Calculate the length L (in) of the connection to develop the full capacity of the plate. Hint: The full capacity of the plate will depend on the governing strength of the tension member. Neglect block shear. Use ASD 6" x 1/2" P [ T L 1/4 1/4 E70 - 13²x P 3" x 1/2"
Considering the following steel connection. The plates in Pink are 9mm steel plates. The middle plate (Yellow) is 18mm thick. The width of the plate is 100mm. The maximum allowable tension stresses on any of the plates is 100Mpa in Gross Area Yielding and 150 Mpa for Net Area or Tension Rupture. The bolts used are 8mm in diameter, the holes are 10mm in diameter, no need to add 1.6mm. The bolts allow a maximum of 280 Mpa of shear. Determine the maximum allowable "P" of the connection in kN.
Question 1 Check that the medium-term load of 38 kN applied to the spaced column shown in below complies with the design requirements of BS 5268-2. The column consists of two 38 x 150 C22 timbers 76 mm apart. All joints are glued and intermediate packs are 250 mm long. suitable connection #### x ->89² 6:38. Y T -end blocking AP 100 intermediate blocking L₂ 1₁ x W L W EFH 400 m 38kN medium term load -ICHICHID -200 600 600 600 600 600 600 200 38kN medium term load