-4 ft- B 600 lb -4 ft- E 600 lb Use Method of Joints Find each member force with FBD 4 ft- 4 ft D 800 lb
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- Compute the demand to capacity ratio for all the members subjected to tensile loads of the truss loaded as shown in the figure. Assume lateral support is provided only at the joints. All connections are welded. 2m 2m W-Shape = W200x15 P7 = 170 kN Gusset plate t=8 mm AB - BC - AD - CF -W-Shape OTHERS = 1L-75X75X6 Include section properties such as area, inertia, radius of gyration based on the given section dimension. Use A36 steel.Determine the design tensile strength of the 12 in. x 1/2 in. steel plate shown in the figure. The bolts are 3/4 in. diameter. The steel is A572 Gr. 50. Check yielding and fracture. Check Block Shear. T 3in. 73im 13in 1 3in tCivil Engineering Base plate bending capacity for tension in 310UB 40.4 column for base plate size 500X250X25 in grade 250 steel, 4-M30 4.6/S holding bolts with hole diameter 33 mm, D=pitch 300 mm, gauge distance C=100 mm design data. Yield strength of plate is 250 MPa 4-BOLT PIN N
- ASSIGNMENT #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 581Part 2: Identify the read forces 4m 11 ang 600 4m 60 60 4m 10KN Rea'd: All member forces (use methorl of joints)Select 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
- Q4\ Which of the following is a zero-force member? 3 8KN 4 G 4 エ 子c D. 4 B AC BD IF ID2) 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 KN= 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 kNm
- 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 437.53 714.48 650.57 512.92A 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 EmfrA PL 38 X 6 tension member is welded to a gusset plate as shown. The steel is A36 (Fy = 36ksi, Fu = 58ksi). a. The design strength, Pu based on gross area b. The design strength, Pu based on effective area PL % x 6 3/8" 6" Cross Sectional area of PL3/8x6 a) Blank 1 b) Blank 2 Blank 1 Add your answer Blank 2 Add your answer