A reinforced concrete girder having a simple span of 10.97 m carries a superimposed dead load of 23.11 kN/m and a uniform service live load of 65.89 kN/m. The beam also carries a service concentrated load of dead load (PDL = 35.62 kN) and live load (PLL = 33.00 kN) at quarter points (see figure below). The beam has a width of 401 mm and a depth of 624 mm. Use unit weight of concrete = 23.6 kN/m³ PDL POL PDL PLL PLL PLL L/4 L/4 L/4/T 777 Calculate for the maximum factored moment of the beam in kN-m. USE 2015 NSCP.

A reinforced concrete girder having a simple span of 10.97 m carries a superimposed dead load of 23.11 kN/m and a uniform service live load of 65.89 kN/m. The beam also carries a service concentrated load of dead load (PDL = 35.62 kN) and live load (PLL = 33.00 kN) at quarter points (see figure below). The beam has a width of 401 mm and a depth of 624 mm. Use unit weight of concrete = 23.6 kN/m³ PDL POL PDL PLL PLL PLL L/4 L/4 L/4/T 777 Calculate for the maximum factored moment of the beam in kN-m. USE 2015 NSCP.

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

Light-grade steel channel was used as a purlin of a truss. The top chord of the truss is inclined I V : 4 H and distance between trusses is equal to 6 m. The purlin has a weight of 79 N/m and spaced at 1.2 m. on centers. The dead load including the roof materials is 720 Pa, live load of 1000 Pa and wind load of 1.2 1.2 1440 Pa. Coefficient of Purlins pressure at leeward and windward are 0.6 and 0.2 respectively. Assume all loads passes through the centroid of the section. Properties of C 200 x 76 mm Sx = 6.19 x 104 mm Sy = 1.38 x 104 mm3 W = 79 N/m 1.2 Truss 1.2 12 12 1.2 Allowable bending stress Fbr = Fby = 207 MPa Truss %3D 6m O Calculate the bending stress, fox, for dead load and live load combination (D + L). Calculate the bending stress, foy, for dead load and live load combination (D + L). O Calculate the maximum ratio of actual to the allowable bending stress for load combination 0.75 (D + L + W) at the windward side. fbx = 151.14 MPa fby = 169.6 MPa Interaction = 1.25
A three-span continuous beam has an internal hinge at B. Section B is at the mid-span of AC. Section E is at the mid-span of CG. The 20 kN 20 kN 10 kN 10 kN 5 kN/m E H B D F AG to 4 m 4 m 4 m load is applied at section B whereas 10 kN loads In the figure, CD = DE = EF = FG=1m are applied at sections D and F as shown in the figure. Span GH is subjected to uniformly distributed load of magnitude 5 kN/m. For the loading shown, shear force immediate to the right of section E is 9.84 kN upwards and the sagging moment at section E is 10.31 kN-m. 1 2 The magnitude of the shear force The vertical reaction at support H is immediate to the left and immediate to the right of section B are.
A T-beam for a floor system has a slab thickness of 100 mm and a total depth of 550 mm. It has a web thickness of 300 mm. The T-beam is cast monolithically with the slab. The beam has a simple span of 6 meter with a spacing of 2.4 m center to center. The beam carries a live load moment of 194 kN-m and a dead load moment of 94 kN-m, fc’=20.7 MPa, fy = 413 MPa. Assume steel covering of 65 mm.a. Determine the effective width of flange.b. Determine depth of compression flange. c. Determine the required steel area.
Q2 A simply supported beam of cross section 280X 560 overall depth. It spans over a length of 8.5 m. The cross section of the beam has tension steel and compression steel 3-32 mm dia and 2-20 mm dia respectively. Assume the effective cover to steel as 50 mm. Dead load on the beam excluding its self-weight is 24.75 kN/m Imposed Load on the beam is 7 kN/m Take fck = 25 N/mm2 and fyk = 500 N/mm2 respectively Check whether the tension and compression steel provided is adequate to carry the given loads
3. Design a welded plate girder for a simply supported bridge deck beam with clear span of 20m, subjected to the following: Dead load including self-weight = 20kN/m Imposed load 12 kN/m Two-point loads = 150kN each spaced 2 m apart.
Properties 1. compute the web shear capacity a. compute the horizontal shear copacity (kN) a the JIS00 mm2 arca depth width oF Flange thickness Df Flange 350 mm Dettral axis 2I0 mm 16 mm 3. 1F the Girder was used as an 8meter long simple span capries equal concentrated dead load,P at evay quarter points and determine the load P based on shear copacity. 10 mm web thickness uniform load of 12. a KN/m, a wwgo1x クりの 45Xr0 mm? Fy 248 M Pa 4. calcubte the maximum shear it used as a 'F Fb 148 MPa 8m beam simply supportcd at the lept end and 2meter prom the right end which carries a total unitorm FV 99 MPa cocad of 45 kN/m.
At-beam has a width of flange equal to 700mm and a thickness of 100mm. It has an effective depth of 450mm and the width of the web section is 350mm. It is reinforced at the bottom with a steel area of 2925 sq.mm. fc'=17.24MPa, fy=413.7MPa. The concentrated live load that it could support at its midspan if it has a dead load including its own weight of 20kN/m with the beam span of 6m is _kN.A. 132kNB. 152KNC. 112kND. 92kN
A triangular wooden beam width 150 mm base and 300 mm height carries two concentrated load of 20 kN at third points. If the simple span of the beam is 6 m. Compute the maximum shearing stress of the beam. a. 0.58 MPa b. 1.33 MPa c. 0.48 MPa d. 0.86 MPa
quarter points. The maximum live load deflection must not exceed L/240. Lateral support is provided 01 The beam shown in Figure 3 must support two concentrated live loads of 90 kN cah at ake he ends of the bam. Use steel with fy 450 MPa and select a W shape that can resist the live Josd 90 kN 90 kN 1.85 m 1.85 m 1.85 m 1.85 m 7.40 m
Design the beam shown below for shear, it is subjected to a service live load of 40 KN/m and a service dead load of 34 KN/m. fy = 300 Mpa and fè = 30 Mpa. WL =40 KN/m WD =34 KN/m 5.5 m 300 mm Activate Wine unu 00s
A rectangular beam having width of b = 300 mm and gross depth of h = 620 mm spans 5.3-m face-to face of simple supports. It is reinforced for flexure with 3-φ25 mm bars that continue uninterrupted to the ends of the span. It is to carry service dead load DL = 20 kN/m (including self weight) and service live load LL = 42 kN/m, both uniformly distributed along the span. Material strengths are f’c = 28 MPa and fy = 415 MPa. Use load factors of 1.2D + 1.6L. Use 70 mm as cover to centroid of reinforcements. Determine the location from the midspan in meters where stirrups are no longer required. Express your answer in 2 decimal places.
A rectangular beam having width of b = 300 mm and gross depth of h = 620 mm spans 5.2-m face-to faceof simple supports. It is reinforced for flexure with 3-φ25 mm bars that continue uninterrupted to the endsof the span. It is to carry service dead load DL = 22 kN/m (including self weight) and service live load LL =43 kN/m, both uniformly distributed along the span. Material strengths are f’c = 28 MPa and fy = 415MPa. Use load factors of 1.2D + 1.6L. Use 70 mm as cover to centroid of reinforcements.Determine the location from the midspan in meters where stirrups are no longer required. Expressyour answer in 2 decimal places.