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.

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.

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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1. According to the requirements of the AISC-Specifications for doubly symmetric members and singly symmetric members, the interaction of flexure and compression shall be limited by Equations: a) H1 -1a and H1 -1b. b) El-la and E1 -1b. c) G1 -la and G1 -1b. d) F1-la and F1 -1b. e) C1 -la and C1 -lb. 2. The beams framing into columns are commonly supported with framing angles or brackets on the sides of the columns. These eccentrically applied loads produce: a) Axial Tension. b) Shear forces. /c) Bending moments. d) Axial compression. e) Torques. 3. The required total flexural strength of a beam-column member must at least equal the sum of the: a) first-order moments only. b) Second-order moments only. c) first-order and second-order axial loads. d) first-order and second-order moments. e) Non the above. 4. The first-order moment using LRFD load combinations, due to the lateral translation of the structure only, is referred to as: a) Mnt b) Mit c) Mr d) Pnt e) Pit
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- Moodle English (en) A rectangular beam has a clear span of 18 ft long, is 12 in wide an effective depth of 20 in. Its supported a uniformly distributed dead load of 5.25 kips/ft and a live load of 4.75 kips/ft. Calculate the design shear at the critical section. Assume, f. = 4 ksi and fy = 60 ksi. W 5.25 k/ft W, = 4.75 k/ft 20 in 18 ft 12 in Select one: O a. 71.10 kips Ob. 92.80 kips Oc. 110.66 kips O d. 101.90 kips
Design the 6m-simple beam that supports a uniform live load of 1200N/m and concentrated dead loads of 500 N located at one-third andtwo-third of the span (this excludes the beam weight). Assume arectangular section and the reinforcement will be placed 70mm fromthe concrete face. fc’ = 27 MPa and fy = 350 MPa.
= 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 L 3.70 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 are f = 4000 psi and f₁ = 60,000 psi. Sketch your web reinforcement design for the half length of beam. (10pt) Wul 2 (Hint: Wu = 1.2wd +1.6w₁ = 7.44 klf. Consequently, Vu at the end of beam shall be where l is the length of beam)
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