ction at A in kN-m. c. Deflection at point C in mm. d. Deflection at midspan of
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Determine the following unknowns on the beam shown below using Area-Moment Method.
Consider 150 mm x 150 mm section and E = 80 GPa. Show complete and organized solutions.
a. Vertical Reaction at B in kN.
b. Moment Reaction at A in kN-m.
c. Deflection at point C in mm.
d. Deflection at midspan of AB in mm.
Value
a = 3.7
b = 26
c = 29
Thank you very much!
Step by step
Solved in 2 steps
- S ( x³ + 4x² ) dx 1. (e –1) dx (e +1) 2.4.5.12 OIC Section Properties Write functions for A, I, c, radius of gyration. Each function works for the three sections below. Example Function name: OICSEC_A() • OICSec_() Etc. 을 + 12 BIP - bhs V, 12(BII-bh) BII -- bha 6/1 - 8B2-8m RC Beam Sec B-B Sec A-A Sec A-A C1 (0,8x0,8)m Sec A-A- Sec 8-B A Sec A-A- 143.9* Sec A-A Sec A- Sec B-B Sec C-C Sec C-C Soc B-B Sec Sec C-C -3.185m Sac A-A-D 83=4.5m Sec B-B -Sec 8-8 C1 (0,8x0,8)m DBT Figure 2: Plan of Reinforced Concrete Beams Sec A-A -C1 (0.8x0.8)m
- View Policies Current Attempt in Progress The simply supported beam consists of a W460 x 82 structural steel wide-flange shape [E-200 GPa; 1-370 x 10 mm4]. For the loading shown, determine the beam deflection vc at point C. Assume P-62 kN, w - 28 kN/m, LAB - LBC -2.9 m. LCD - 1.9 m. P W TV D C LBC Answer: VCF LAB B mm. LCDThere 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.dx csch x (5 + 3 cosh x)
- in simply supported beam shown in fiy. use: Pey- loe sin 4t Yes-4-) %3D Pet) %3D m = 50 per unit length C = 150 EI=65 l0 IL.in? L/2 L/2Designation 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 457x191Design a signly r/f section for BM 100 KNm M30 FE 500 EC 50 MM
- 500 mm 62.5 mm 375 mm 62.5 mm P. Determine the total required number of 20mm bars to be used in two end faces only for the 300mm x 500mm rectangular column shown to support the following loads: Pu = 800 kN Mu = 120 kN-m Use f'c = 20.7 MPa and fy = 413.7 MPa Use 1 ksi = 6.893 MPa %3D 300 mm O O O OCheck the adequacy of column AB for applied live load. Fy= 350Mpa W360x51: A= 6450mm2 rx= 148mm ry= 38.8mm d= 355mm b=171mm == 11.6mm -=7.2mm A B 2m W36-X51 M 3" GookN/m (Live load) D 3mProblem 6 Determine the force in each member of the trusses. State if the members are in tension or compression. Assume all members are pin connected. Present the results in a final drawing of the truss that shows the value of each member force and a (T) or (C) to indicate the member is tension or compression. 8 ft 25 k D↓ |6ft- 6 ft B 20 k -6 ft 61 E 10 k -6 ft C