=3. A rectangular beam having b = 10 in. and d= 17.5 in. spans 15 ft face to face of simple supports.It is reinforced for flexure with three No. 9 bars that continue uninterrupted to the ends of the span.It is to carry service dead load D = 1.27 kips/ft (including self-weight) and service live load L3.70 kips/ft, both uniformly distributed along the span. Design the shear reinforcement, using No.3 vertical U stirrups. The more approximate Eq. (5.12d) for Vê may be used. Material strengths aref = 4000 psi and f₁ = 60,000 psi. Sketch your web reinforcement design for the half length ofbeam. (10pt)Wul2(Hint: Wu = 1.2wd +1.6w₁ = 7.44 klf. Consequently, Vu at the end of beam shall be where lis the length of beam)

Calculate the Factored Shear Force Vu As you have already noted, the factored load per unit length…

Answered: = 3. A rectangular beam having b = 10…

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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4.2. A rectangular beam having b = 10 in. and d = 17.5 in. spans 15 ft face to face of simple supports. It is reinforced for flexure with three No. 9 (No. 29) bars that continue uninterrupted to the ends of the span. It is to carry service dead load D = 1.27 kips/ft (including self-weight) and service live load L 3.70 kips/ft, both uniformly distributed along the span. Design the shear rein- forcement, using No. 3 (No. 10) vertical U stirrups. The more approximate Eq. (4.12b) for V, may be used. Material strengths are f 4000 psi and f, = 60,000 psi. 4.3. Redesign the shear reinforcement for the beam of Problem 4.2, basing V, on the more accurate Eq. (4.12a). Comment on your results, with respect to design time and probable construction cost difference.
Solve this plz X1=4
1. Determine the ultimate moment capacity of the T-beam shown below. The beam is reinforced with 6-032mm placed in two rows. Use fc=25MPA, fy=414MP.. 820 mm Il- 100 mm d= 610 mm 8 - 32 mn 250 mm 2. Determinethe safe concentrated live load at midspan that the doubly-reinforced beam section shown can carry if it has a simple span of 5m. Use f'c=21MPA, fy=276MPA, unit wt of concrete = 23.54KN/m³. 360 mm 2-0 25 mm Fď = 80 d= 680 mm 780 mm 8-0 36 mm 100 3. If in Prob. 2 the bottom bars are reduced to 6-032mm (3 in each row). Compute the safe concentrated live load at 1/3 span and 2/3 span the beam can carry.
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.
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 load is applied at section B whereas 10 kN loads are applied at sections D and F as shown in the 20 kN 10 kN 10 kN 5 kN/m C H B A D FAG 4 m 4 m 4 m In the figure, CD = DE = EF= FG=1m 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. The magnitude of the shear force left and immediate to immediate to the right of section B are
J 3 A simple T-beam with bf=600mm, h=500mm, hf=10mm, bw=300mm with a span of 3m, reinforced by 5-20mm diameter rebar for tension, 2-20mm diameter rebar for compression is to carry a uniform dead load of 20kN/m and uniform live load of 10kN/m. Assuming fc'=21Mpa, fy= 415Mpa, d'=60mm, cc=40m and stirrups= 10mm (Calculate the cracking moment)
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.
Considering the frame, the height of each storey is 5 m (DA) and 4m (DG) , the length of each span is 6 m (GH) and 7 m (HI), assuming columns and beams have the same cross sectional areas. *Using the cantilever method, what is the axial force at column FC?
H.W1 : An 2.44 m span cantilever beam has a rectangular section and reinforcement as shown in Figure. The beam carries a dead load , including its own weight of 2 kN.m and a live load of 1.22 kN.m. Using fy = 414 MPa and f. = 27.58 MPa , check if the beam is safe to carry the above loads. 3 # 7 2.44 m- 200 mm 460 mm 396 mm
A W310×97 steel wide-flange section supports a uniformly distributed line load on a simple span of 4 m. Assume A501 steel. Calculate the allowable load (kN/m). Neglect the weight of thebeam. use Fv=0.4Fy
Use LRFD and determine the flange and web dimensions for a plate girder of the type shown in Figure for the following conditions: ●● Span length =50 ft. ●● Girder is simply supported with lateral bracing at 12 ft-6 in. intervals. ●● Superimposed service dead load = 0.5 kips/ft (does not include the girder weight). ●● Concentrated service live load =130 kips applied at midspan. ●● Steel is A572 Grade 50. Select the flange and web dimensions so that intermediate stiffeners are not required. Assume that a bearing stiffener will be used at the concentrated load.
SITUATION 2: Refer to Figure S1 G H Given: S1 = S2 = S3 = 2.8 m L1 = L2 = L3 = 6.0 m b = 300 mm h = 400 mm Sz K P L1 L2 L3 t = 100 mm Column = 0.3 m x 0.3 m Total Ultimate load = 12 kN/m PLAN 2. What is the moment for the interior span bounded by F-G-K-J? h TYP. SECTION

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