1. A single angle tension member, L 4 x 4 x 3/8 in. made from A36 steel is connected to a gusset plate with 5/8 in. diameter bolts, as shown in Figure below. The service loads are 35 kips dead load and 15 kips live load. Determine the adequacy of this member using AISC specification. Assume that the effective net area is 85% of the computed net area. L4 x4 x 3/8 dz = 5/8 in. Section a-a Gusset plate
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- 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 rosist5) 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.O 88 130% v - + I Annotate T| Edit Trial expired Unlock Full Version ENGR 263 + A A A T O 4.10 Member AB is the beam under consideration. As shown in the illustration of the loading condition, member AB is an overhanging beam that supports a uniformly distributed roof load of 500 lb/ft. It also carries concentrated loads from a rooftop HVAC unit (4000 lb), an interior hanging display support (2000 lb), and a marquee sign (3000 lb). Marquee overnang Displau SLIPPort II Raof Kiots Ol I W = 500 Ib/Ft A B 4000 b 2000 000 I Steel beam !! I1 3 FE 5 FE - Ft RoOFtop HVAC unit 10 FE 4 Ft Marquee sign< R R2 Steel beam (negligible weight) Free-body diagram Dispiay Support Loading condition
- Compute the maximum acceptable tensile SERVICE LOAD that may act on a single tee section that is connected to a gusset plate using welds 12 inches long, as shown in the figure. The service live load is three times the dead load. Use A992 steel. USE LRFD ONLY, no block shear will occur. What is the Maximum Tensile SERVICE Load Round your answer to 3 decimal places.Q14 What is the available tensile strength of a WT 20x74.5 made of A572 grade 50 steel? Use ASD, assume a shear lag factor (U) of 0.75, the connections are welded, and neglect block shear or other Chapter J requirements. Check both yielding and rupture. a) 800 kips b) 986 kips c) 533kips d) 656 kipsPls answer thank you! A flange bolt coupling has 10 steel coupling 1 inch diameter bolts evenly tighten around a 16.34 in. bolt circle. Determine the torque capacity of the connection if the allowable shearing stress in the bolt is 7.3 ksi?
- 2. CENTRICALLY LOADED CONNECTIONS QUESTION # 2: The lap joint of a tension member is shown in the figure. The plate is 252 mm wide and 12 mm thick. The A325 bolts are 20 mm in diameter and the holes are 3 mm larger than the bolt diameter. Steel is A36. It is required to determine the ultimate capacity of the joint based on gross area, net area, and block shear. Use LRFD specifications and assume that live load to dead load ratio is equal to 3.0. A325 Bolts Properties: Fnt = 620 MPa Fnv=469 MPa A36 Properties: Fy = 248 MPa Fu = 400 MPa Figure 2 63 mm 63 mm 38 mm OO 00 ооо t=12mm HE 38 mm ↑ 63 mm 63 mm 63 mm 63 mm 252 mmCalculate the maximum, unfactored tensile dead load the angle bar can sustain based on gross yielding by LRFD if Fy = 248 MPa and that service tensile live load is 135 kN. Use resistance factor = 0.9. Write your final answer to the nearest whole number in KN. Angle bar, 150x90x8 mm, 20-mm-dia. bolts 40 40 40 O O O tät 57 63 |--50 |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 300
- The tension member shown in the figure is a PL1/⁄2”X8” of ASTM A36 steel. The member is connected to a gusset plate with inch diameter bolts. It is subjected to the dead and live loads shown. Does this member have enough strength? Assume that . a) Per LRFD b) Per ASD 00 O D=95k L=9k PL 12 x 8Question 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 loadIn 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