18. Calculate the total factored, uniformly distributed load on girder EF in kN/m.34.4028.2320.A. 26.20B. 24.7519. Calculate the maximum ultimate bending moment at discontinuous end of girder EFin kN.m.A. 47.71B. 35.5423.Calculate the maximum ultimate bending moment in kNm at continuous end ofgirder EF if the factored uniform load is wu = 25 kN/m.A. 68.02C.86.25B. 70.76D.74.2521. Calculate the ultimate shear force at face of column F for girder EF if thefactored uniform load is Wu = 25 kN/m.A.B.C.D.68.2474.75C. 44.28D.40.62A.84.39B. 63.29Calculate the spacing of 10-mm-dia.girder EF. Use flexure bar dia. ofA. 180B.15022. Calculate the nominal shear strength of concrete as per NSCP 2015 in kN. Useflexure bar dia. of 16 mm, fyt = 275 MPa and f'c = 21 MPa.C. 71.73D.95.47C.D.72.1279.06stirrups required at continuous end of16 mm, fyt = 275 MPa and f'c = 21 MPa.C. 220D.250 E5.5 mBF6 m5.8 mGiven above is a monolithic framingplan consisting of 100 mm thick slabs,2.2 m 250 mm x 500 mm girders and 300 mm.square columns. The floor loadincludes floor finish of 1.5 kPa,H2.4 m ceiling system of 0.75 kPa, partitionload of 1.0 kPa and floor live load of2.1 kPa.2.5 m

Given: Thickness of Slab:100mmGirders = 250mm x 500mmSqaure colums = 300mmFloor loading…

Given above is a monolithic framing plan consisting of 100 mm thick slabs, 250 mm x 500 mm girders and 300 mm square columns. The floor load includes floor finish of 1.5 kPa, ceiling system of 0.75 kPa, partition load of 1.0 kPa and floor live load of 2.1 kPa.

Given above is a monolithic framing plan consisting of 100 mm thick slabs, 250 mm x 500 mm girders and 300 mm square columns. The floor load includes floor finish of 1.5 kPa, ceiling system of 0.75 kPa, partition load of 1.0 kPa and floor live load of 2.1 kPa.

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

The 5-story building design project will have its beams and slab poured monolithically and formed a T- section as shown. Determine the design strength pMn in accordance with the ACI/NSCP Code. The tension steel is 9- 36 mm diameter bars (As of 36 mm = 1006 mm2) with three bars in each of three layers. Assume 12 mm stirrups are used, and there is 25 mm between layers. Use fc': 28 MPa and fy = 413.70 MPa. 750 mm T175 mm 1000 mm 9-36 mm diameter bars 350 mm
Pick the correct statement from the following: A. lateral reinforcement in reinforced concrete columns, to prevent the longitudinal reinforcement from buckling. B. Lateral reinforcement prevents the shearing of concrete on a diagonal plane. C. lateral reinforcement stops breaking away of concrete cover, due to buckling. D. All of the above.
Design an exterior slab panel of a two-way slab system. Panels are 20feet x 25feet. Column size is 12inch x 24inch. The beam size is 10inch x 20inch. Live load is 100psf. Wall thickness is 5inch, floor height is 10feet; doors and windows opening is 20%. The floor finish is 20psf.Given, f'c = 3.5ksi and fy = 60ksi;
Please help with homework problem I’m struggling! Show all work so i can learn!
Practice Problem 4.4 (CE Board November 2016 ) Given: Beam Dimensions, bxh=350mm x 450 mm Effective Cover to centroid of steel reinforcement = 75 mm Concrete Strength f'c=27.5 MPa Steel Strength, fy=415 MPa Stimups, fyv= 275 MPa Shear reduction factor = 0.75 Beam is subjected to shear and flexure only a) The beam is reinforced with 3 legs of 10 mm diameter stimups space 90 mm on center. Which of the following gives the shear strength of the beam? b) To develop a shear strength of 375 kN, find the spacing of 10 mm diameter stimups consisting of 3 legs. c) Which of the following gives the allowable maximum spacing of 2 legs of 10 mm diameter stimups?
A composite floor system uses formed steel deck of the type shown in Figure . The beams are W18 x 50, and the slab has a total thickness of 41⁄2 inches from top of slab to bottom of deck. The effective slab width is 90 inches, and the span length is 30 feet. The structural steel is A992, and the concrete strength is f,c= 4 ksi. Compute the nominal flexural strength with two 3⁄4-inch 3 31⁄2-inch studs per rib.
please solve it as soon as possible with clear hand-writing. THANK YOU
Write a technical short note on pre-stressed box girder.
2.3 A monolithic floor framing plan is shown in the figure. The columns are 300 mm square, girders are 250mm wide by 450 mm deep and slabs are 100 mm thick. The floor loads include floor finish of 0.77 kPa, ceiling system of 0.25 kPa, partition load of 1.0 kPa and live load of 4.8 kPa. Bar centroid from the edge of the beam is 70mm. Calcualte: Maximum ultimate bending moment at discontinuous end of girder GH to the nearest whole number = ___?_____ kN·m
3. A floor structure with a live load of 7 kPa has been designed to be a Canam P3615 composite slab 0.76 thick deck with a slab thickness of 115mm. The span of the deck slab is 2325mm. The floor finish is 50 mm terrazzo. The floor also supports a tiled ceiling & suspension system as well as an allowance for ducts/pipes/ and wiring and sprayed on fire protection. Check if the composite slab meets Ultimate Limit State and Serviceability Limit State. The deflection limitation is L/300. 16
Design an interior span slab of a concrete floor system with the following description:  Span = 20 m Imposed dead load= 800 N/m2 Live load= 4800 N/m2 fc’= 28 MPa fy = 415 MPa
Compute the design strength of a doubly reinforced beam given the following data: Beam width: 420 mm Effective depth: 590 mm As: 6-28 mm dia. bars As': 3-20 mm dia. bars Steel yield strength: 345 MPa Concrete strength: 20.7 MPa Clear cover of top bars up to main compressive reinforcement: 50 mm