A 600 N 400 N/m -2 m -2 m B 2 m C
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- H.W: draw the I.L for RA, RC, RF, RD, MD, VCL, VG and MG. A 2 m B -2 m C G 0.4 m 1.6 m D 2 m- E 2 m LL5. Select the lightest W12 shape for a column subjected to an axial compressive load of 730,000 Ibs. The unbraced length of the column is 22 feet and uses fixed connections. Use the AISC column tables.Assuming Fe410 steel, classify the following sections: (a) ISLB 350 @ 472 N/m (b) ISHB 400 @ 806 N/m (c) ISMB 450 @ 710 N/m (d) ISA 80 x 80 x 8
- Designation Serial size 457x191 ■ Calculate the design tension resistance of the 457 × 191 × 67 UB. Given information from steel section table (assuming S275): Axis y-y cm³ 1296 67 Elastic modulus Wel Axis Z-Z cm³ 153 Mass per metre kg/m 67.1 Depth of section h mm 453.4 Width of section b mm 189.9 Plastic modulus Wpl Axis y-y cm³ 1471 Axis Z-Z cm³ 237 Thickness Thickness Root of web of flange radius tw tf mm r mm mm 8.5 12.7 Buckling parameter U 0.872 Torsional index X 37.9 10.2 Depth between fillets d mm 407.6 Ratios for local buckling Flange Web Cf/tf Cw/tw dm6 0.705 6.34 Warping Torsional constant lw constant IT cm4 37.1 48.0 Area of section cm² 85.5 Second moment of area Axis y-y cm4 29380 Axis Z-Z cm4 kNm 522 1452 Indicative values for S355 steel Mc.y.Rd Nb.z.Rd* for Lcr=3.5m kN 1600 Radius of gyration i Axis y-y cm 18.5 Axis Z-Z cm 4.12; Designation Serial size 67 457x191For the beam shown in Figure Q4, use moment distribution to: • Determine the magnitude and directions of the reactions • Calculate and draw the shear force diagram • Calculate and draw the bending moment diagram 10 kN 5 kN/m 15 kN 2 El 2 El EI 1 m 5 m 7 m 2 m 2 mO 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
- Determine the tensile development length required a) using ACI Equation, assuming Ktr = 0 b) using ACI Equation and the computed value of Ktr fy = 420 MPa and f'c = 28 MPa #10 stirrups @ 150 mm 620 mm o.c. 700 mm 4#25 [ 80 mm 80 | 3@100 mm | 80 = 300 mm mm mm 460 mmJust an answer check. My answer: M=58.2kN-mAn A36 axially loaded 13mm thick tension member is connected to a gusset plate using 5pcs 18mm diameter rivets arranged as shown. Use Fy= 248MPa & Fu=400MPa for the steel plates. Given a=81mm, b=58mm, c=98m, x=80mm, y=84mm and z=91mm. Calculate the net area in mm2 on Path ABE Express your answer in 2 decimal places.
- A base plate with a dimension of 130mm x 12 mm is connected to a gusset plate with 4-16mm diameter bolt as shown in the figure. If Fy = 248 MPa and Fu = 345 MPa. a. Determine the design strength for LRFD b. Determine the design strength for ASD %3! Image 3 16mm ø -12mm x 130mmThere is a statically indeterminate beam in which the horizontal force at the left and right ends (points A and D) is zero, and the vertical force is shown in the figure below, The flexural stiffness of the beam section is constant El: Try to find the slope (Slope) of point B after deformation.please help thank you
