span of beam af is 6 meters. Thank you. ACTNITY I - MA KE A PRESENTATIONA. THE FLOOR SYSTEMCF A CYMNASIUM CONCISTe OF G INCHES - THICKCONCRETE SABRECTING ON FIVESTEEL BEAMS (A=9,100mm)IN TURN, ARE SUPPORTED By TO STEEL GIRDERS (A- 25, 6009mmTHATAS SHOWNIN THEFICURE DETERMINE THE DEAD LOPDS ACTING ONBEAM CH AND THE TOTAL DEAD LOAD OR GIRDER AE.Steel, floorbeamStel Grdersteel column6" concrete dab5mB CLASSIFYAND DETER MINEHFE NOETERMINACY(MODULE 2) + SEE ATTA CHED PITOTO

For every building, distribution of the load is fundamental to understand the behavior of the…

Answered: ACTIVITY I - MA KE A PRESENTATION A.…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Design a purlin for a roof truss having the following data:Span of the truss = 6.0mSpacing of truss = 3m c/c.Inclination of roof = 30oSpacing of Purlin = 2m c/cWind pressure = 1.5 kN/m2Roof coverage= A.C Sheeting weighing 200 N/m2Provide a channel section Purlin.
Determine the reactions at a and b for the beam subjected to the concentrated loads Ay= ? (Not 8.77 or 4.85 previous failed attempts on my behalf) bx = 7.2 Ax = ? (Not 1.9 or -.3365)
he support bracket for a water pipe that brings water from the city water systeminto the basement of DeMoss Hall needs to be replaced since it was originally improperlydesigned. An ENGR 315 class is contracted to determine the proper forces in the x and ydirection on the redesigned support at C. Water from the city line flows into DeMoss Hall in a 2-inch diameter pipe at A at 20 ft/sec and pressure 20 psi. The weight of the piping system andenclosed water is 110 lbf. The specific gravity of the water is 62.4 lbf/ft3. There are no minor ormajor losses used in the system analysis. Determine the x (horizontal) and y (vertical)components at support C. The figure is based on a vertical view of the system.
Table of values: bf = 1482 mmbw 462 mmt = 292 mm fc' = 28.2 MPafy = 384 MPad = 1011 mmd' = 112 mmL(beam) = 15.1 mW_D1= 48.4 kN/mW_L1 = 56.9 kN/mW_D2 = 184.4 kN/mW_L2 = 208.9 kN/mPROBLEM: A simply-supported T-beam is subjected to two pairs of distributed loads: pair 1 (W_D1, W_L1)and pair 2 (W_D2, W_L2). The geometric, material and loading properties are all given on thetable above. 1. Solve for the height of the compression stress block using pair 1. 2. Solve for the theoretical steel area using pair 1. 3. Using Es = 0.004, solve for the theoretical steel area using pair 2. 4. Using Es = 0.005, solve for the theoretical steel area using pair 2.
6.D1 A large tower is to be supported by a series of steel wires; it is estimated that the load on each wire will be 13,300 N (3000 Ib). Determine the minimum required wire diameter,assuming a factor of safety of 2 and a yield strength of 860 MPa (125,000 psi) for the steel.
A simply-supported T-beam is subjected to two pairs of distributed loads: pair 1 (??1, ??1) and pair 2 (??2, ??2). The geometric, material and loading properties are all given.bf = 1326mmbw = 425mmt = 268mmLbeam = 13.4mWD1 = 54 kN/mWD2 = 152 kN/mWL1 = 53.4 kN/mWL2 = 181.7 kN/mfc' = 22.8 MPafy = 179.9 MPad = 879mmd' = 98mm 1. Solve for the height of the compression stress block using pair 1. 2. Solve for the theoretical steel area using pair 1. 3. Using ?? = 0.004, solve for the theoretical steel area using pair 2. 4. Using ?? = 0.005, solve for the theoretical steel area using pair 2.
Use the siopsdeflction method, dra . axal fors, shear fore, and bending ot dingrams fo the e shown i the fgus. e fre has pi uppors t A e D and constat modlus of lastiiy £). The moments of fneria ) for sach mermbr indicted i the fgure. 1510 1510 | 12 k/m
A one-storey building, idealized as a 12-ft-high frame with 2columns hinged at the base and a rigid beam, has a naturalperiod of 0.5 sec. Each column is an American standard wideflange steel section W8 x 18. Its properties for bending about itsmajor axis are Ix = 61.9 in4, S = Ix/c = 15.2 in3,E = 30,000 ksi. Neglect damping, determine the maximumresponse of this frame due to a rectangular pulse force ofamplitude 4 kips and duration td = 0.2 sec. The responsequantities of interest are displacement at the top of the frameand maximum bending stress in the columns.
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