As shown in the figure, members AC and BD are used to brace the pin-connected structure against a horizontal wind load of 10 kips based on ASCE 7- 16. Both of these members are assumed to be tension members and not resist any compression. For the load direction shown, member AC will resist the load in tension, and member BD will be unloaded. Select THREADED rods of ASTM A36 steel for these members. Use load and resistance factor design. a) Specify the diameter of the selected ASTM A36 THREADED rod
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- A PL 38 x 6 tension member is welded to a gusset plate as shown in figure. The steel is A36. PL ½ x 6 The design strength based on yielding is nearest to: The design strength based on rupture is nearest to: The design strength for LRFD is nearest to: The allowable strength based on yielding is nearest to: The allowable strenath based on rupture is nearest to: The allowable strength for ASD.2) Find the axial stresses of menbers FD, GD, GE State if it is tensile or Compressive. 4M 3M A LE 3m G 20 RN Go KNSelect all zero-force members in the truss shown below. Check the box for zero- force members 3 m 3 m 12 m, 8 @ 1.5 m DE O LK ЕР O HF O BC BM EF OM CD BN LO O DK FI O co
- The truss below is pin connected at A and E, and is acted on by the forces shown. E A D B Identify all of the ZERO-FORCE MEMBERS by checking the boxes below (if there are none, leave all boxes unchecked): BF AF BC BH CD EG -GH AB CH DG DH DE -FHTopic:Bolted Steel Connection - Civil Engineering *Use latest NSCP/NSCP 2015 formula to solve this problem *Please use hand written to solve this problem The bracket shown in the figure is supported by four 22 mm diameter bolts in single shear. The bracket is subject to an eccentric load of 150 kN. Use LRFD. Use A36 steel. Questions a) Determine the critical force on the most stressed bolt. b) Determine the nominal shear stress of the most stressed bolt.Problem For the frame shown, design the maximum permissible value of P with a factor of safety of 2.5. Design the maximum permissible value of P based on the following conditions: ✓ Ultimate tensile strength of each member CD is 300 ksi Ultimate shear strength of the bolts in A, C, E, and F is 200 ksi ✓ Ultimate bearing strength of member BDE is 150 ksi ✓ Ultimate bearing strength of the support plates is 250 ksi Members CD and BDE have cross-sectional dimensions of 5 in x 3 in (the larger dimension is the width). The diameters of the bolts are as follows: A and B - 1.5 in: C and D-2 in E and F - 1 in. 1.5 in. thick Support Plates -2 ft + D 3 ft B 2 in thick Support Mate Solution Step 1. Identify the conditions for design. Stress normal stress in each member CD, OCD shear stress in bolt A, TA shear stress in bolt C, T shear stress in bolt E, T shear stress in bolt F, T bearing stress on member BDE due to: bolt B, BDE-B bolt D, OBDE-D bolt E, OBDE-E bearing stress on support plates at…
- A For the truss shown, find veyticat deflection bylunit lead Methed. EA 15 _atfd) Ioku for all members increase in temp is (50€) in (ad) short in (ad)is (3 EmfrProblem For the frame shown, design the maximum permissible value of P with a factor of safety of 2.5. Design the maximum permissible value of P based on the following conditions: Ultimate tensile strength of each member CD is 300 ksi ✓ Ultimate shear strength of the bolts in A, C, E, and F is 200 ksi ✓ Ultimate bearing strength of member BDE is 150 ksi ✓ Ultimate bearing strength of the support plates is 250 ksi Members CD and BDE have cross-sectional dimensions of 5 in x 3 in (the larger dimension is the width). The diameters of the bolts are as follows: A and B - 1.5 in; C and D - 2 in; E and F - 1 in. 1.5 in. thick Support Plates 2 in thick Support Plate 3 ft B -2 ft- C + D -2 ft- + E -2 ft- -CD has 2 members. One on each side. F4.3-4 Determine the available strength of the compression member shown in Figure P4.3-4. in each of the following ways: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD. 15 HSS 10x6x ASTM A500, Grade B steel (Fy=46 ksi) 2/3
- A PL40 mm X 250 mm (smaller member) is connected to a gusset plate (bigger member) as shown. The diameter of the holes are 25 mm. The pitch and gage of the holes are 50 mm and 75 mm, respectively. The yield strength of the steel is 260 MPa while the ultimate tensile strength of the steel is 400 MPa. Determine the design (LRFD) tensile strength of the tension member in kN. Neglect block shear. H G P P D B F C A EConsidering 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.7 7a 7b 7c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is structural tubing however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? The section is 8" x 8" x 7.94 mm thick: Use Fy=248 MPa: E=200,000 MPa AISC wall thickness Ix 106 S x 103 Jx 103 mm4 mm3 mm4 rx =ry Area Ag (mm2) mm Designation Weight/m 8x8 7.94 47.36 6,039 79.25 37.84 371.99 60.35 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narative form to support your cho'ce) 8x8 14.29 80.61 10,258 76.2 59.52 585.02 99.06 8x8 72.7 9,290 76.96 54.53 539.13 90.32 8x8 9.53 56.09 7,161 78.48 44.12 432.62 70.76 mm 12.7 Zx 103 mm3 437.53 714.48 650.57 512.92