*4-36. The composite bar consists of a 20-mm-diameter A-36 steel segment AB and 50-mm-diameter red brass C83400 end segments DA and CB. Determine the average normal stress in each segment due to the applied load. Esteel = 200 x10 Pa. EBrass = 101 KI014. -250 mm- 500 mm -250 mm- 50 mm 20 mm 75 kN 100 kN. D ↑ A A 75 kN 100 kN B C

*4-36. The composite bar consists of a 20-mm-diameter A-36 steel segment AB and 50-mm-diameter red brass C83400 end segments DA and CB. Determine the average normal stress in each segment due to the applied load. Esteel = 200 x10 Pa. EBrass = 101 KI014. -250 mm- 500 mm -250 mm- 50 mm 20 mm 75 kN 100 kN. D ↑ A A 75 kN 100 kN B C

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

Question 8 1 p The rectangular doubly reinforcement stress concrete block with the arrangement of reinforcement of 2N28 bars on top and 3N28 bars on bottom. The modulus of elasticity are Ec=23,500MPa and Es = 200,000MPa. Dead load is 18KN/m and live load is 12KN/m. f'c = 25MPa 800 TE 730 N12 ligs (fsv.t-500MPa) Ast = 3N28 350 Span = 10m Figure 3 Calculate the concrete stresses in tension and compression of the reinforcement concrete beam shown in Figure 3. Compression concrete stress Choose ] Tension Concrete stress Choose]
* TRUTT 50 kN/m 8m TIZI SLAB THICKNESS 150mm 2500 mm fe'= 21 MPa fy = 414 тра Cc = 40mm spacer barp=25mm Say bw= 0.6h DESIGN THE T-BEAM AND SHOW THAT TENSION STEEL YIELDS AND THE BEAM IS TENSION CONTROLLED
く> Q Search MT ACTIVITY 2M Close Activity File Home Insert Draw View Help Open in Desktop App O Tell me what you want to do v11 I U クv Av S A。ニvニ A Styles v E Tags v abc Calibri ... Teams SW Assignments The composite bar shown in Fig. P-273 is firmly attached to unyielding supports. An axial force P = 50 kips is applied at 60°F. Compute the stress in each material at 120°F. Assume a = 6.5 × 10 6 in/(in-°F) for steel and 12.8 × 10-6 in/(in·°F) for aluminum. 国 Calendar Calls Files ... Aluminum A = 2 in? E = 10 x 10° psi Steel A = 3 in? E = 29 x 10° psi 田 15 in 10 in Help
The compound bar carries axial loads as shown. Determine the maximum allowable value of P if the change in length of the entire bar is limited to 0.08 inch and the working stresses listed in the table are not to be exceeded. Steel 2 ft Bronze 4 ft Aluminum 3 ft 2P 3P 4P A (in.?) E (psi) a. (psi) Steel 0.75 30 x 10 20000 12 x 10 10 x 10 Bronze 1.00 18000 Aluminum 0.50 12000
The rectangular doubly reinforcement stress concrete block with the arrangement of reinforcement of 2N28 bars on top and 3N28 bars on bottom. The modulus of elasticity are Ec =23,500MPa and Es = 200,000MPa. Dead load is 18KN/m and live load is 12KN/m. f'c = 25MPa 800 730 N12 ligs (fx.t-500MPa) Ast = 3N28 350 Span = 10m Figure 3 Use the Transformed section approach considering the presence of steel. Calculate the concrete area and transformed steel area in both tension and compression shown in Figure 3. n=Es/Ec Ast=1232mm^2 Use n-1 for the transformed area to do the calculate. Unit: mm^2 with two decimal
Determine the axial compressive strength of an HSS steel with a length of 4.6m with respect to the principal axis. Use Fy = 318 MPa. Section Properties: A = 1742 mm2 ly = 3.29 x 106 mm4 Ix = 9.53 x 106 mm4 Answers: Pnmax = 238. 358 kW CIVIL ENGINEERING STEEL DESIGN 203.2 -3.2 -101.6- -3.2 T
USE NSCP 2010 A simply supported beam is reinforced with 4 – 28 mm ø at the bottomand 2 – 28 mm ø at the top of the beam. Steel covering to centroid ofreinforcement is 70 mm at the top and bottom of the beam. The beamhas a total depth of 400 mm and a widthof 300 mm. fc’ = 30 MPa, fy = 415 MPa. Balanced steel ratio ρb = 0.031.Compute the ultimate moment capacity of the beam in kN-m. Usereduction factor of 0.90
42 KN the cross-sectional area of each member is 600 mm² Determine the stress in member EF. Answer in MPa rounded-off to 2 decimal places AddSNUIF ana. 2m A Last saved 4:09:09 PM 1455 ET 2 m Next > Last >
Fill in the blanks: The steel rod is stress-free before the axial loads P₁ =169 kN and P2 = 88 kN are applied to the rod. Assuming that the walls are rigid, calculate the axial force in each segment after the loads are applied. Use E-200 GPa. A = 2000 mm² A = 900 mm² A = 1200 mm² Pr B C D 500 mm -250 250 mm 350 mm- ANSWER: KN, PBC = PCD = KN KN, PAB= (express it in whole number) A
fe= 3000psi fé's 4 fy = 60 steel 4 %3D 18" 4 #8 NWC Mer= ? M 50 ft-K. Please Compute the bending stresses in the bec by Using transformed - area method.
Seatwork The beam shown is prestressed by using a bonded (stress relieved tendons) with a specified tensile strength of prestressing tendons strength fpu=1350 MPa, fc'=35 MPa. The area of prestressed reinforcement in tension zone Aps=1000 mm?. The specific yield strength of prestressing tendons sd, foy=1160 MPa. а. What is the value of the stress in prestressed reinforcement at nominal strength (Aps) b. What is the value of the depth of the compression block. С. What is the ultimate moment capacity of the prestressed beam. 0.85fc' 430 NA |(d-a/2) · A=1000 T=Ap.Sps 250
Determine the safe load of the column section shown, if it has a yield strength of 25 MPa. E = 200000 MPa. Use NSCP Specifications. Fyz248 mpa Properties of Channel Section d = 305 mm t₂ = 7.2 mm A = 3929 mm² t₁ = 12.7 mm Ix=53.7 x 10mm¹ x = 117 mm Properties of W 460 x 74 A = 9450 mm² b = 190 mm ly= 1.61 x 10 mm x = 17.7 mm tw = 9.0 mm rx = 188 mm ry = 41.9 mm d = 457 mm tr = 14.5 mm Ix = 333 x 10 mm Iy = 16.6 x 10mm* 7.21 When the height of column is 6 m. When the height of column is 10 m. Assume K= 1.0 457 CIVIL ENGINEERING- STEEL DESIGN