Determine if the channel is adequate for the applied tension load shown in Figure. The channel is ASTM A36 steel and is connected with four 5/8- in. diameter bolts. The tension member is subjected to service dead and live loads of 28.5 kips and 25.5 kips, respectively, C8x11.5. 1½" 1½" ° -C8x11.5 " gusset plate PD = 28.5k P₁ = 25.5k End view
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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)The plate shown is fastened to the fixed member by five 10-mm-diameterrivets. Compute the value of the loads P so that the average shearing stress in any rivetdoes not exceed 70 MPa. Present drawings/FBD’s illustrating your solution.4. The tension member shown below is a C 310 x 30.8 of A572M gr 345 steel materials. Will it safely support a service dead load of 265 kN and a service live load of 555 kN. L 50 102.5 102.5 50 65 65 65 O O 22 veny diameter bolts C310 x 30.8 Iso A36M stool matorial and select a double anglo tonsion member to rosist
- ll zain IQ 37 MPa no one 10/10 find the tensile stress in upper plate in section 3-3 5 1 4 80 kN 80 kN B-bolt DIA. 10 MM 80 kN 80 kN B-bolt DIA. 10 MM 10 MPa 12.5 MPa 15 MPa 8.5 MPa no one 10/ find the bearing stress between bolts and plateDetermine the maximum factored LRFD tensile force capacity in tension only (no block shear). The angle is ASTM A36 steel. X = 0.7 Y = 3.8 Z=1/2 Round your answer to 2 decimal places. Your Answer: Incorrect The answer is 77.15 ± 1%. 1/2" X" bolts 1½" Gusset plate -L3 X 3 X Z Tu I= 410 N/mm? 8.20 A column section ISHB 300 @ 618 N/m (f, mand f, = 250 N/mm") is to be spliced. The factored design loads are: %3D Axial load over the column 450 kN Shear force 100 kN Bending moment (a) Design the splice plates and bolted connections using bolts of grade 4.6. (b) Design HSFG bolts and revise the splice plate size if possible. 30 kNm
- A 3/4 in (thickness) X 5 in (height) steel plate is connected to another one through two bolts of nominal diameter 1/2 in in a zig-zag arrangement as shown. Determine the tensile strength capacity Pu of the connection. Review the three limit-states: (a) yielding in the gross area, (b) rup- ture in the overall net tensile area, and (c) block shear strength.The following image shows a front and side view of the column connection. The bolts have a diameter of ¾”. The W12X65 profile has a thickness of 0.605”. Determine: a. The shear stress in the bolts. Answ. 11.81 ksi b. The axial stress in the bolts. Answ. 23.62 ksi c. The support stress in the W12X65 profile. 11.50 ksiThe given plate below with width of 200 mm andthickness of 16 mm is to be connected to two plates ofthe same width with half the thickness by 20 mmdiameter rivets as shown. The rivet hole is 2 mm greaterthan the rivet diameter. Allowable tensile stress on netarea is 0.6Fy. Allowable bearing stress is 1.35Fy. Use a501 plate and a502 gr2 rivet a. Determine maximum load P without exceeding allowable tensile stress on plate b. Determine maximum load P without exceeding allowable shear stress on rivets c. Determine maximum load P without exceeding allowable bearing stress between plates and rivets
- For the connection shown, determine the average shear stress produced in the 3/8- in. diameter bolts if the applied load is P = 2,500 lb. %3D O 5606 psi O 6559 psi O 2219 psi 6506 psi 5660 psi 1200 psiPlease solve with complete detailed solution. Thank you.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.