Problem 4: Use A992 steel and select a W shape. The service dead load is 142 kips, and the service live load is 356 kips. T 10' amur H www waxis 16' Taxis
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- W3D 25 Y= 155 %31 1oow= 2500 KN 27=310mm X= 475 Z= 60 %3D 102=600mm2) 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 KNThree plates (14 mm and 16 mm in thickness) are welded to a W10 x 49 to form a built-up shape as shown. K.L= K.L= 7.6 m and F= 345 MPa, compute the design strength for LRFD. Mm x300mm WIOX49 14mm Piate Plate
- أ.د. رمضان المبروك A PL170mm x 10mm tension member is welded to a gusset plate as shown in Figure below. The steel is A36. Assume that Ae = Ag and compute the following. %3D fy = 250 MPa & f, = 400 MPa %3D %3D PL 170mmx10mm a. The design strength for LRFD. . The allowable strength for ASD. roblem (4):Question 1: (Use NSCP 505.3 provisions and ASEP Steel Handbook for effective length factors) Use AISC Equation E3-2 or E3-3 and determine the nominal axial compressive strength for the following cases: a. L= 15 ft b. L=20 ft W10 × 33 A992 steel FIGURE P4.3-1Prob 01: An 18” depth beam is bolted to a 24” depth girder is connected similar to that in figure shown below. Thediameter of the rivet is 20mm and the angles are each 100mm x 100mm x 12mm thick. For each bolt, assume thatthe allowable bearing stress is 220 MPa. Determine the allowable load P in KN on the connection. *show all theload P in kN for bearing stressBeam web thickness = 5mmGirder web thickness =
- A built-up section was made using PL414x12mm thk plates as shown in the figure below. It is pinned at both ends with additional support against weak axis at middle point. Assume A50 steel. PL414x12 DO Section W16x67 L x-axis a) Calculate moment of inertia at both axes in mm*. b) Determine the design compressive strength in kN if L-3m. c) Find the design compressive strength in kN if L=18m. Elevation y-axisA 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 FO E. • D A ВA built-up section shown, 30 feet long, is fixed at both ends and braced in the weak direction at the midheight. A992 steel is used. Determine the following: 11. Ix 12. Ky 13. effective slenderness ratio 14. Fe 15. LRFD design strength 16. ASD allowable strength 18 4 W10 × 49 A 14.4 in² bf 10 in d. 10 in tw 0.340 in tf 0.560 in Ix= 272 in¹ Iy=93 4in¹ W10×54 A 15-3 in² bf 10 in d = 10 lin tw0-370 in tf 0.615 in Ix= 303 in 4 Ty = 103 in 1
- Design the reinforcements of the given T beam below. bf=800mm bw=450mm tf=120mm d=600mm d'=80mm fc'=35MPa fy=350MPa USE NSCP 2015 A.Mu = 1300kN-m, As = B.Mu = 1600kN-m, As = mm2 _mm2, As' = mm2ASSIGNMENT #5 BIAXIAL BENDING Problem: Check the beam shown for compliance with the NSCP Specification. Lateral support is provided only at the ends, and A992 steel is used, F, = 345 mPa. The 90 kN service loads are 30% dead load and 70% live load. a. Use LRFD b. Use ASD d tw by ty 1x(106) S(10³) mm mm mm mm³ mm mmª W410x100 415 10 260 16.9 398 1920 SECTION Tx mm 177 1m 90 kN 90 KN 1.5m W410x100 I Loaded Section Ly(106) Sy(10³) Ty mmª mm³ mm 49.5 381 62.4 1m Zx(10³) Zy(10³) mm³ mm³ 2130 581Three steel bolts are to be used to attach thesteel plate shown to a wooden beam. Theplate will support a 110kN and the ultimateshearing stress for the steel used is 360MPaand that a factor of safety of 3.35 is desired,determine the increase in the bolt diameterrequired if an additional 100kN load is addedto the existing 110kN.