Design the most economical double angle (2L4) back-to-back tension mem A36 steel material to carry a service dead load of 40 kips and a service live load that the member is 30-ft long and connected to a 3/4-in thick gusset plate wi distributed on two lines as shown in the figure below. Ignore block shear
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- The link shown is 9,25 in. Thick, and has a single Shear Pin connection. what is most nearly the required diameter (in) of the Pinif (tis average allowable shear Stress is 12ksi? 4 2in 20ksiConsidering 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.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.
- = 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 kNmProblem 1: Two plates will be connected to each other though the bolt connection or weld connection to resist the tension loads, including the dead load Ta=100 kips, the live load T=20 kips, and the wind load Tw-40 kips. Determine the design load for designing the connectionTwo flat bars loaded in tension by force P are spliced using two rectangular splice plates and two 0.350 in. diameter bolts. Away from the connection, the bars have a width of b = 0.625 in. and a thickness of t = 0.15 in. The bars are made of polyethylene having an ultimate tensile strength of 3200 psi and an ultimate bearing strength of 1500 psi. The bolts are made of nylon that has an ultimate shear strength of 4400 psi. Determine the allowable load P for this connection if a safety factor of 3.7 is required. Consider tension and bearing in the bars and shear in the bolts. Disregard friction between the plates.
- (2) The connection shown below is bolted with 3/4 inch diameter, Group A slip-critical bolts in single shear. Assume that the bearing strength is adequate and use an elastic analysis to determine the maximum factored load that can be applied. 5.5" Column Flange o o O o o Gusset Plate 4sp. @3" O O 4" 30⁰ P₁ = ?Determine the adequacy of the clip angle connection shown. The allowable stresses are 100mpa for shearing. 220 Mpa for bearing, and 140 Mpa for tension for the seat angle and the rivets.figure belowThe 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.b. The axial stress in the bolts.c. The support stress in the W12X65 profile.
- 4. An UPE 300 is to be used as a tension member and it is bolted to a 10mm thick gusset plate with bearing type 8-M20 8.8 bolts as shown in the figure below. a. Check all spacing and edge distance requirements. b. Compute the allowable tensile strength of the channel UPE 300. Don't consider shear strength of the bolts and bearing strength of the bolt holes. [all dimensions are in mm] Material both for gusset plate and UPE 300: S275 F-275N/mm² Fu=430N/mm² UPE 300 Ag = 5660 mm² tw 9.5 mm x = 28.9 mm 70 160 70 + 10mm thick gusset plate +50+ 80 -80-80-50 o +50+80 -80 80-50 UPE 300The figure shows a roof truss and the detail of connection at joint I. The allowable stresses are 70 MPa for shear and 120 MPa for bearing. How many 20-mm diameter rivets are required to fasten member IG to the gusset plate? What is the required area for member AI if the allowable axial stress is 180 MPa. D 30 kN 70 kN 2 m 12 mm-thick gusset plate 10 -mm-chick angle 2m 15 m -15 m-15 m† 15 m - 8 mm-thick angle IG 80 kN 120 kN 50 kN IH 6. nIG due to shear due to bearing nIG = Therefore, use nIG AAI = mm?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