is to be connected using 3/4-in diameter bolts. Use NSCP Specifications. - Standard-sized holes - Fy = 36 ksi and Fu = 58 ksi unless otherwise noted
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- Compute the design strength (øPn) of the double angle tension member shown below for the following limit states: • tensile yielding in the gross section • tensile rupture in the net section • block shear rupture Identify the controlling limit state. Note: • The angles conform to ASTM A36 • LLBB = long legs back-to-back PL I" 11 (6) 7/B DIA. BOLTS z" 3" 2" -2L6x4x%2 LL BBA Channel C6x13 is used as a tension member. The holes are for 5/8 inch in diameter of bolts. Using A36 steel with Fy=36 ksi and Fu=58 ksi. The gross area of C6x13 is 3.81 in? and Assume U =0.85 Using LRFD what is the design strength based on Tensile Rupture/Fracture 4 @ 2" a 1 1/2 Ob 3" Oc 1 1/2 " I d e C6 x 13 Round your answer to 3 decimal places.... A36 (Fy=36ksi; Fu=58ksi) steel is used for the tension member shown. a. Determine the design strength based on the gross area. b. Determine the design strength based on the net area. - PL % x12 2" 5/8" 2" 4" 12" 4" 2" 4-in.-diameter bolts Cross Sectional area of PL3/8x6 a) Blank 1 b) Blank 2 Blank 1 Add your answer Blank 2 Add your answer
- Problem 3 An equal-leg angle L8x8x5/8 tension member is subjected to tensile loads. The connection between the member and the gusset plate is made by using 4-1 1/8" diameter bolts in one row as shown. Assume Fy = 36 ksi and Fu = 58 ksi. Use U = 0.8. Determine the controlling design tensile strength OPn of the tension member (the smallest OPn from yielding, rupture, and block shear) 134" 2½" 3 spaces @ 2¹2 L 8x8x5/8 1 1/8" diameter bolts.Determine the LRFD design strength and the ASD allowable strength. Neglect block shear. A36 steel and 7/8-in Ø bolts N VA N SZ 2-MC 12 x 40 00 K All 2 in 2 in 3-in 3/in 2/inA C9x20 is used as tension member connected to a gusset plate of ½ in thick (Figure 5). The member has to resist service dead load and live load of 40 kips & 80 kips respectively. Steel used is A36. Assume connection is adequate in block shear. Design the bolted connection (check slip critical, shear and bearing strength). Use ASD. t = W" C9 × 20 Figure # 5
- 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 300A double-channel shape, 2C8 x 18.75 is used as a tension member. The channels are bolted to a ¾-inch gusset plate with % - inch diameter bolts. The tension member is A572 grade 50 steel and the gusset plate is A36. If LRFD is used, how much factored tensile load can be applied? Consider all limit states. →2" popoy |-|-|-|-|-| n оо- 0 0 0 0 x + = ³/8" 288×18.15Problem # 6.0 For the tension member shown, compute the tensile design strength. Weld -6" PL 4X6 A36 steel
- A bolted connection shown consists of two plates 300mm x12mm connected by 4 - 22 mm diameter bolts. Edge distances = 75mm dhole for tensile and rupture = db + 3 mm dhole for bearing strength for Lc = db + 1.5 mm Fy = 248 Mpa Fu = 400 Mpa Fn = 330 Mpa Use LRFD design method. Determine the design strength due to the gross yielding of plates. (kN)Plate A, PL 16mm x 375mm, is connected to another plate B with 10- 22 mm o bolts as shown. The steel is A36 steel with Fy= 250 MPa and F,= 400 MPa. Assume that plate B has adequate strength. Use ASD. Plate B 375a 75 m 2 75mm Plate A 75 mm 75mm 150 50150 Compute the nominal strength based on yielding in KN.O Determine the allowable tensile strength of Plate A in KN.O Compute the allowable tensile strength at section a-1-2-2-4-c in KN.0The tension member shown in Figure 3.4-2 is a PL 5/8 x 10, and the steel is A36. The bolts are 7/8-inch in diameter. a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. | 2" +|+| in seinefrinehich 9 оо SO