Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN: 9781337094740
Author: Segui, William T.
Publisher: Cengage Learning
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Chapter 6, Problem 6.8.9P
To determine
(a)
The design for a drift index using LRFD.
To determine
(b)
The design for a drift index using ASD.
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For this Problem, kindly refer to our Textbook, Structural Analysis Fourth Edition By Aslam Kassimali. For the given beam on Problem 5.39 Page 220, calculate the Maximum Positive Moment in kip-foot if the given 3kip/foot uniform load from the figure is replaced by 8.6kip/foot. Express your answer in 2 decimal places.
A wide-flange beam with an unbalancedcross section has the dimensions shown in the figure.Determine the plastic moment MP if σY = 36 ksi.
a) Calculate the reaction force In the beam subjected to loads in the figure, at point B.
b)A two-end built-in, cross-section of the figure on the right. Calculate the critical buckling load of the column. (L=1m, E=200GPa)
Chapter 6 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 6 - Prob. 6.2.1PCh. 6 - Prob. 6.2.2PCh. 6 - Prob. 6.6.1PCh. 6 - Prob. 6.6.2PCh. 6 - Prob. 6.6.3PCh. 6 - The member shown in Figure P6.6-4 is part of a...Ch. 6 - Prob. 6.6.5PCh. 6 - Prob. 6.6.6PCh. 6 - Prob. 6.6.7PCh. 6 - Prob. 6.6.8P
Ch. 6 - Prob. 6.6.9PCh. 6 - Prob. 6.6.10PCh. 6 - Prob. 6.6.11PCh. 6 - Prob. 6.6.12PCh. 6 - Prob. 6.6.13PCh. 6 - Prob. 6.7.1PCh. 6 - Prob. 6.7.2PCh. 6 - Prob. 6.8.1PCh. 6 - Prob. 6.8.2PCh. 6 - Prob. 6.8.3PCh. 6 - Prob. 6.8.4PCh. 6 - Prob. 6.8.5PCh. 6 - Prob. 6.8.6PCh. 6 - Prob. 6.8.7PCh. 6 - Prob. 6.8.8PCh. 6 - Prob. 6.8.9PCh. 6 - Prob. 6.8.10PCh. 6 - Prob. 6.9.1PCh. 6 - Prob. 6.9.2P
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- Consider the moment-resisting frame. Use the portal method of analysis. Use P2 = 4 kips P1 = 2 kips h = 11' b = 25' Provide all answers in kips and ft to two decimals. The sign convention is tension positive (unless noted otherwise). (both frames are the same for this problem) What is the shear force in the bottom beams (absolute value)? What is the horizontal reaction at H (absolute value)? What is the vertical reaction at I (tension positive)? What is the bending moment in the bottom beams (absolute value)? What is the bending moment in member FI (absolute value)?arrow_forwardA reinforced rectangular beam with width b and effective depth d has 4.16 mm bars placed on 1 layer at the tension side. The beam has a stirrup with a diameter of 10 mm. Use fc=28 Mpa and fy=420 MPa GIVEN: b= 390.5 mm d= 610.5mm L= 6.45 m Wd = 13.5 kN/m WL = 35.5 kN/m Calculate the nominal moment capacity of the beam Calculate that strain of the tension bars. Calculate the strength reduction factor of the beamarrow_forwardUsing Moment Distribution Method Analyze the given frame completely. For the uniform load acting at the beam members please compute for the loading using tributary area and load transfer. Unit Weight of Concrete=23.6 KN/cu.m. Second floor Slab thickness=200mm and Roof Deck thickness=150mm. Live Load= 1.90KPa. Use Total Floor Load=1.2DL + 1.6LL (Neglect Self Weight) ALL Beams use 2I and for Columns use I.arrow_forward
- A tied column 300 x 350 mm as shown in the figure is reinforced with 6 pieces steel barshaving fy = 414 MPa and fc’ = 21 MPa as shown in the figure. The column is to resist a factoredload of 1200 kN and factored moment of 280 kNm. Using the interactiondiagram, determine the following:a. eccentricity, eb. steel ratioc. diameter of the steel barsarrow_forwardThe rigid beam hidden in the figure is fixed at the top by two posts (dext = 50mm), one in AISI 4340 steel and the other in 6063-T6 aluminum. The posts are 500 mm long when no load is applied to the beam, and the temperature is T1 = 20°C. Calculate the longitudinal displacements (δAl, and δFe) and half stresses (σAl, and σFe) in the posts when a homogeneously distributed load of 400 kN/m is applied, and the temperature is raised to T2 = 70°C. Calculate the factors of safety. Use EFe = 200 Gpa , and EAl = 70 Gpa. Elastic limit AISI 4340 (Sy = 786 MPa), and AA6063-T6 (Sy = 214 MPa). R:/ δAl= -0.15 mm; σAl=-21.4 Mpa; δFe= +0.05 mm σFe = +18.1 Mpa;arrow_forwardCompute Nominal Moment Capacity of the following T beam. Slab (flange) thickness = 4 in. Center to center distance of web = 13 ft. Web width = 12 in. Total thickness (flange + web) = 26 in. Depth, d = 22 in. dt = 23 in. Reinforcement 8 - #8 bars. Compressive strength = 4500 psi. Yield strength of steel = 60000 psi. Span = 25 ft.arrow_forward
- A Z-shaped rigid bar ABCD, shown in the figure, issuspended by a pin at B, and loaded by a verticalforce P. At A, a 10-mm-diameter steel tie rod AFconnects the section to a firm ground support at F.Use E = 200 GPa. Determine the vertical deflectionat D.arrow_forwardRefer to the given figure below and compute for moment at force C -- (CW+) Mcarrow_forwardDetermine the maximum bending moment for the beam shown below. Use a = 7 ft, b = 11 ft, c = 5 ft, and w = 12 kips/ft. The reaction forces for this beam are Ay = 60.3 kips and Dy = 71.7 kips.arrow_forward
- Refer to the figure below and compute for moment at force A -- (CW+) MAarrow_forwardUse the direct design method to calculate the moments for the column strip and intermediate strip that extend perpendicular to the outer span edge of the flat plate shown in the figure. Assume the slab is 7.5 in. thick and supports a superimposed dead load of 25 psf and a live load of 50 psf. It has no edge beam. The columns are all 18 inches..arrow_forwardThe 600mm diameter steel shaft is subjected to the torques shown. Determine torsion at each section. Assume G = 75 GPa. P=74 1.5P= 1.5(74) = 111 kNm 3P= 3(74)= 222kNmarrow_forward
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