Design the most economical W-shape for a typical filler beam and interior girder in the partial framing plan. For both structural members, draw load diagrams and solve for reactions. 5" slab (3½" NW Concrete + 1 ½" Type B 19 Gage Deck) Floor mech. 45 psf = 20' H H | | Live = 60 psf 4 @ 7' = 28' Ext. Wall = 50 #/ft I - - H I - I

Design the most economical W-shape for a typical filler beam and interior girder in the partial framing plan. For both structural members, draw load diagrams and solve for reactions. 5" slab (3½" NW Concrete + 1 ½" Type B 19 Gage Deck) Floor mech. 45 psf = 20' H H | | Live = 60 psf 4 @ 7' = 28' Ext. Wall = 50 #/ft I - - H I - I

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter5: Beams

Section: Chapter Questions

Problem 5.11.9P

See similar textbooks

Similar questions

Simply Supported Beam ABCDE below carries multiple loads as shown. A built-upsection made from a T-Section and a Channel (C-Section) fastened together by 16mm∅ bolts,equally spaced from the center of the section, with shearing capacity τ=100 MPa, for bearing σb= 220 MPa for rivets in single shear and σb = 280 MPa for rivets in double shear. E=200GPa forall materials. Determine the maximum flexural stress at 1 m from the support at D to E in MPa.
The overhanging beam shown supports the given ultimate load Wu= 5okN/m. The section is 300mm by 500mm rectangular beam having f'c=35MPa, fy=420 MPa, stirrups diameter = 10mm and concrete cover 40mm. a.) the area of steel reinforcement corresponding to rho max in mm2.b.) the location of the point of zero shear in the beam measured from the left support B in mm.c.) Calculate the maximum positive moment in the beam in kN.m.d.) Calculate the required reinforcement Asreqd corresponding to the maximum positive moment in mm2.e.) Calculate the depth of the compression block of the final positive moment section in mm.f.) Calculate the depth of the neutral axis of the final positive moment section in mm.g.) What is the ultimate moment capacity of the final positive moment section in kN.m.h.) Calculate the additional positive moment that can be imposed to the beam without exceeding the moment capacity of the final positive moment section in kN.m.
The floor system used in a school classroom consists of a 4-in. reinforced stone concrete slab. Sketch the loading that acts along the joist BF and side girder ABCDE. Set a = 7.5 ft, b = 20 ft. Hint: See Tables 1.2 and 1.4.
Simply Supported Beam ABCDE below carries multiple loads as shown. A built-upsection made from a T-Section and a Channel (C-Section) fastened together by 16mm∅ bolts,equally spaced from the center of the section, with shearing capacity τ=100 MPa, for bearing σb= 220 MPa for rivets in single shear and σb = 280 MPa for rivets in double shear. E=200GPa forall materials. a. Determine the location of Neutral Axis, in mm, from the top of the section.b. Determine the location of the centroid, in mm, from the left of the section.
Simply Supported Beam ABCDE below carries multiple loads as shown. A built-upsection made from a T-Section and a Channel (C-Section) fastened together by 16mm∅ bolts,equally spaced from the center of the section, with shearing capacity τ=100 MPa, for bearing σb= 220 MPa for rivets in single shear and σb = 280 MPa for rivets in double shear. E=200GPa forall materials. Determine the maximum positive bending moment in the beam in kN-m.
A W6 X 116 section is to serve as a purlin between roof trusses which is 7.2 meters on center. The roof is assumed to support a dead load of 960 N/m^2 including its own weight and a live load of 894.154 N/m^2. The slope roof truss is 1 vertical to 2 horizontal and the purlins are to be spaced at 1.8m on centers. Using A36steel with Fy=248 MPa. Assume all loads will act at the center of gravity of the section. Sag rods are to be placed at the middle thirds between trusses. Properties of W 6 x 116 A=3058 mm2 d = 159.51 mm bf = 102.36 mm tf = 10.29 mm tw = 6.60 mm Sx = 167 x 10^3 mm3 Sy = 36 x 10^3 mm3 Using DL+LL only a. Determine the bending stress along the Normal axis bending in MPa b. Determine the bending stress along the Tangential axis bending in MPa c. Determine the DCR if the capacity Fbx = 0.66Fy and Fby = 0.75Fy really need the answer
Simply Supported Beam ABCDE below carries multiple loads as shown. A built-upsection made from a T-Section and a Channel (C-Section) fastened together by 16mm∅ bolts,equally spaced from the center of the section, with shearing capacity τ=100 MPa, for bearing σb= 220 MPa for rivets in single shear and σb = 280 MPa for rivets in double shear. E=200GPa forall materials. Determine the location of Neutral Axis, in mm, from the top of the section.
Compute the internal force of member CD & EF
PROBLEM: Light grade steel channel was used as purlin of the truss. The top chord of the truss is inclined 1V:3H and the distance between the trusses is 5m. The purlin weighs 100n/m and spaced at 1m apart. The roof carries superimposed dead load of 1000 Pa (including its weight) and the ceiling carries a load of 1200 Pa. Roof live load is assumed to be 1500 Pa. The roof is part of the building located at a place where the design wind speed is 240 kph. Assume the unit weight of air to be 12 N/m3. The windward coefficient is 0.20 and the leeward coefficient is 0.70. For this problem, assume that the allowable bending stress of beam is 60% and 75% of its yield strength in the strong and weak axis respectively. Assume all loads passes through the centroid of the section. Properties of C 250x85 ; Sx= 122 x103 mm3 ; Sy= 49 x103 mm3; Fy=300 MPa; Fbx (Allow. Bending Stress)=0.6Fy;Fby (Allow. Bending Stress)=0.75Fy What is the ratio of the actual to allowable bending stress for load…
Simply Supported Beam ABCDE below carries multiple loads as shown. A built-upsection made from a T-Section and a Channel (C-Section) fastened together by 16mm∅ bolts,equally spaced from the center of the section, with shearing capacity τ=100 MPa, for bearing σb= 220 MPa for rivets in single shear and σb = 280 MPa for rivets in double shear. E=200GPa forall materials. 1. Determine the maximum positive bending moment in the beam in kN-m.2. Determine the maximum shear in kN.3. Determine the location of Neutral Axis, in mm, from the top of the section.
Simply Supported Beam ABCDE below carries multiple loads as shown. A built-upsection made from a T-Section and a Channel (C-Section) fastened together by 16mm∅ bolts,equally spaced from the center of the section, with shearing capacity τ=100 MPa, for bearing σb= 220 MPa for rivets in single shear and σb = 280 MPa for rivets in double shear. E=200GPa forall materials. Determine the maximum flexural stress experienced by the beam in MPa.
A short rectangular column 300 mm on one side and 400 mm on the other side. It is reinforced with 8-20-mm-diameter (28) longhitudinal bars equally distributed to the shorte sides of the column. Use f'c = 21 MPa and fy = 415 MPa. Calculate the required spacing of 10-mm-diameter ties, s (mm). Calculate the nominal axial strength of the column, Pn (kN). Calculate the maximum ultimate axial load the column can carry, Pu (kN)