A W410 × 60 steel beam (see Appendix B) is simply supported at its ends and carries a concentrated load of P = 420 kN at the center of a 6.0-m span. The W410 x 60 shape will be strengthened by adding two cover plates of width b = 230 mm and thickness t = 18 mm to its flanges, as shown. Each cover plate is attached to its flange by pairs of bolts spaced at intervals of s = 250 mm along the beam span. The allowable average shear stress in the bolts is Tallow = 92 MPa, and bending occurs about the z centroidal axis. Determine the minimum required diameter for the bolts. Cover plate W410 x 60 y Cover plate b Determine the moment of inertia lztop of the top cover plate about the z centroidal axis of the cross-section, and the moment of inertia lzbot of the bottom cover plate about the z centroidal axis of the cross-section.

A W410 × 60 steel beam (see Appendix B) is simply supported at its ends and carries a concentrated load of P = 420 kN at the center of a 6.0-m span. The W410 x 60 shape will be strengthened by adding two cover plates of width b = 230 mm and thickness t = 18 mm to its flanges, as shown. Each cover plate is attached to its flange by pairs of bolts spaced at intervals of s = 250 mm along the beam span. The allowable average shear stress in the bolts is Tallow = 92 MPa, and bending occurs about the z centroidal axis. Determine the minimum required diameter for the bolts. Cover plate W410 x 60 y Cover plate b Determine the moment of inertia lztop of the top cover plate about the z centroidal axis of the cross-section, and the moment of inertia lzbot of the bottom cover plate about the z centroidal axis of the cross-section.

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

6.9-2 Use A992 steel and select a structural tee shape for the top chord of the truss shown in Figure P6.9-2. This is the truss of Example 3.15. The trusses are spaced at 25 feet on centers and support W6 X 12 purlins at the joints and midway between the joints. The other pertinent data are summarized as follows: Metal deck: 2 psf Built-up roof: 5 psf Snow: 18 psf of horizontal roof projection a. Use LRFD. b. Use ASD. 46.6' 3' 3' 12' 3' 3' 2 @ -12' = 24- 2 @ 42' -12' = 24' 90 FIGURE P6.9-2
PROBLEM: An A50 steel truss is subjected to dead loads as shown. REQUIRED: Investigate the adequacy of the following A50 steel truss members: (1) 1- top chord (AE, EF, & DF) & 1- bottom chord (AB, BC & CD) made of L150x150x8; & (2) 1- web member (BE, BF & CF) made of L100x100x10, based on LRFD - NSCP 2010 by considering the most critical member only. For tension members, use M=wL²/10 & Fy=351 MPa. All load units in KN & tabulate the results based on the complete analysis of truss. Write your conclusions for each member. E 1.00 m 4.10 m F D=110 D=110 3 PANELS @ 5m= 15 m 3.10 m
W 14 x 142 is used as a column having a length of 9 m. long. It is hinged at the r end and fixed at the lower end but there is a lateral bracing perpendicular to minor axis of the W section at a point 6 m. above the bottom support. It is assumed to be pinned connected at the bracing point. Using A 36 steel Fy 248 MPa the NSCP Specifications. E= 200000 MPa. Properties of W 14 x 142 A-26967.69 mm2 d=374.65 mm bf=393.70 mm tf-27.00 mm tw 17.27 mm Ix 695.11 x 106 mm4 Iy = 274.71 x 106 mm4 rx = 160.53 mm ry 100.84 mm 221 Assume: Kx=0.80 for 9 m. length KY 1.9 for the length on the upper support KY-0.80 for the length on the bottom support CIVIL ENGINEERING- STEEL DENON a) Compute the slenderness ratio along y-axis. b) Compute the slenderness ratio along x-axis. c) Compute the safe axial load
kindly answer this step by step, thank you
4
The answer is between 18.25 and 20.25
Is truss stable
1. A one-bay one-story frame, shown in the Fig. 1, consist of a truss system. Two different types of connections are proposed for the 1s joint. Check the all requirements for tension. All dimensions are given in cm. M20 bolts with standard holes are used. S355 Structural Steel is used in all parts (F 355 MPa and F-490 MPa). 2 3 Lateral Load Please explain the solution, step by step! For example sketch the net areas show how to calculated! 4 5 An IPE beam is used to carry axial tension load (P) for the 4th member. a. Calculate the tensile strength (P) of the member according to AISC 360 LRFD and ASD. b. Determine the thickness (t) of the gusset plate according to max. tensile load calculated in part (a). 4,05 4,05 IPE360 P 26 Cross-sectional View Side View Top View
Of the types of loads imposed on the Member Load (Beam) are: Concentrated Force, Uniform Force Staad pro True O False The section L75x75x5 SD is double angle iron Staad pro O True False
Give me right solution with clear calculations step by step. If you don't know the solution please leave it but don't give me wrong solution
A W12x79 of A573 Grade 60 (F, = 415 MPa) steel is used as a compression member. It is 7 m long, fixed at the top and bottom, and has additional support in the weak direction 3 m from the top. Properties of the section are: A = 14,500 mm? , Lx = 258.6 x 10° mm', I, = 84.375 x 10° mm* Calculate the critical slenderness ratio of the member. A. 26.208 B. 45.882 C. 36.706 D. 27 529 2 3. Calculate the nominal axial load capacity of the column A. 3 104 kN B. 4 851 kN C. 4 213 kN D.5 344 kN Calculate the service axial dead load if the service axial live load is twice as that of the dead load. Use LRFD A. 1 354 kN B. 992 kN C. 1 093 kN D. 634 kN
Question 4: Select an appropriate W310 section of ASTM A992 steel (F, = 345 MPa) as the beam-column in an unbraced frame subjected to the factored loads, including biaxial bending moments, as shown in Fig. 4. The beam-column is laterally braced at the two ends only. (Hint: I would start with W310x118 and then decide if this is an appropriate choice or a heavier/lighter section is necessary depending on the outcome of checking interaction equations.) 1040 kN 1040 kN 125 kNm 85 kNm W310 W310 7000 %3D II 235 kNm 50 kNm 1040 kN 1040 kN Figure 4