+„blackboard.com/ultra/courses/_96287_1/cl/outlineQuestion Completion Status:48910A two span beam subjected to shear and flexure only is reinforced as follows:SECTION@ MIDSPAN@ FACE OFSUPPORTSTOP BARS2-020 mm5-Ø20 mmBOTTOMBARS3-020 mm2-020 mmGiven:Stirrup diameter, ds = 10 mmConcrete fc = 21 MPaSteel rebar= 415 MPaStirrup fy = 275 MPa%3DBeam size b xh = 270 mm x 450 mmAssume all bars laid out in single layer.Calculate the following:Tensile steel ratio in positive bending at midspan =(in 5 decimal places)kN m (nearest wholeDesign Moment strength of section at midspan for positive bending =32°C Light rain ^O O G ) ENG 1:42 pmロ ard.com/ultra/courses/_96287_ 1/cl/outlineQuestion Completion Status:45.7.910Stirrup diameter, ds = 10 mmConcrete fc = 21 MPaSteel rebar fy = 415 MPaStirrup fy = 275 MPa%3DBeam size b xh = 270 mm x 450 mmAssume all bars laid out in single layer.Calculate the following:Tensile steel ratio in positive bending at midspan =(in 5 decimal places)Design Moment strength of section at midspan for pošitive bending =kN m (nearest wholenumber)Nominal Moment strength of section at face of support for negative bending =kN m(nearest whole number)Moving to and

Answered: Image /qna-images/answer/ae3d251b-1119-4e83-884e-bb3eb448e991.jpg

A two span beam subjected to shear and flexure only is reinforced as follows: @ FACE OF SUPPORTS SECTION @ MIDSPAN TOP BARS 2-020 mm 5-020 mm BOTTOM 3-020 mm 2-020 mm BARS Given: Stirrup diameter, ds = 10 mm Concrete fc = 21 MPa Steel rebar fy = 415 MPa Stirrup fy = 275 MPa Beam size b xh 270 mm x 450 mm Assume all bars laid out in single layer. Calculate the following:

A two span beam subjected to shear and flexure only is reinforced as follows: @ FACE OF SUPPORTS SECTION @ MIDSPAN TOP BARS 2-020 mm 5-020 mm BOTTOM 3-020 mm 2-020 mm BARS Given: Stirrup diameter, ds = 10 mm Concrete fc = 21 MPa Steel rebar fy = 415 MPa Stirrup fy = 275 MPa Beam size b xh 270 mm x 450 mm Assume all bars laid out in single layer. Calculate the following:

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter5: Beams

Section: Chapter Questions

Problem 5.6.3P

See similar textbooks

Similar questions

4. The tension member shown below is a C 310 x 30.8 of A572M gr 345 steel materials. Will it safely support a service dead load of 265 kN and a service live load of 555 kN. L 50 102.5 102.5 50 65 65 65 O O 22 veny diameter bolts C310 x 30.8 Iso A36M stool matorial and select a double anglo tonsion member to rosist
Combined Stresses 10" 81k A 6"| B 6" 9" SECTION 14'
TABLE 8.5 Allowable Spans in Feet and inches for Low-Slope Raftern, Slope 3 in 12 or Less (No Celling Siat Spacing IN) Allowable Extreme Fiber Stress in Bending F (pai). 1200 500 600 700 800 900 1000 1100 1300 1400 1500 1600 1700 1800 1900 11-7 13-0 0.94 13-7 109 11-9 0.94 9.7 14-2 124 12-4 14-9 154 15-11 16-5 191 14-2 16-11 17-5 2.28 15-1 9-2 10-0 17-10 10-10 0.55 9-5 12-4 0.67 O80 10-8 1.56 13-3 12.0 2.09 033 7-11 0.29 6-6 0.44 140 12-10 1.73 13-9 247 156 10-0 058 8-2 113 0.82 9-2 8-8 14-8 1.35 10-10 0.70 107 10-0 121 10-5 0.99 19-6 1.50 1.65 11-7 181 11-11 1.97 12-4 214 12-8 2x6 160 0.38 7-1 0,48 7-8 0.39 8-8 11-3 1.22 20-11 L73 18-2 0.24 12-1 0.33 10-6 0.29 8-7 024 15-5 0.33 13-4 0.31 13-3 0.44 11-6 0.48 15-3 0.57 16-3 0.67 17-1 0.77 17-11 0.88 18-9 L10 20-3 1.35 21-7 148 22-3 2.09 1.75 22-11 23-7 2.28 24.0 1.61 144 067 13-3 0.94 14-10 1.09 15-6 124 16-3 140 16-10 121 13-9 0.99 24-10 1.56 17-6 12.0 0.55 12-5 0.48 10-1 0.39 0.80 14-0 191 18-9 2.47 19-10 20-5 19-4 0.70 I1-6 2x8 16.0…
t 4#9 1) fé= 5000 psi r Grade 60 steel; 4 #9 Rebars, 5-9" t 4#9 NWC, 5-9" L = 25 ft & Mn = ? 4#9 14" $ 21" #3" Simple span 39
Q14 What is the available tensile strength of a WT 20x74.5 made of A572 grade 50 steel? Use ASD, assume a shear lag factor (U) of 0.75, the connections are welded, and neglect block shear or other Chapter J requirements. Check both yielding and rupture. a) 800 kips b) 986 kips c) 533kips d) 656 kips
Determine bar force member EF. SHOW COMPLETE FBD
Compression Member Analysis and Design 1
(3) 12" 6 4 #9 14² 21" 3" fé= 4ksi. Nwc Grade 60 steel Mn=? 1 Tied Bars.
The prestressed I beam shown in cross section is pre tensioned using seven ordinary strands grade 250 (fpu = 1728 MPa) carrying an effective prestress fpe 988 MPa. fpy =1480 MPa %3D -300 0.85fc' 150 a 300 440 600 (d-a2) e 300 T=Aps fps Aps =650 mm2 Total depth of beam = 600 mm Distance from center to tendons to the top of the beam = 440 mm Aps = 650 mm2 %3D Average flange thickness = 150 mm Width of flange = 300 mm Thickness of web = 100 mm fc' = 27.6 MPa Determine the ultimate moment capacity of the beam in kN-m.
Problem 2 (Pro 4.4 Textbook modified): Draw FBDS and show load conditions for B-1, G-1, interior column, C1. 72' Loads: B- = 25 psf = 10 psf -2XFRAMING JOISTS 16' d.c. W/PLYWODD SHEATHING SL B- (TYP) Roofing and joists (deck) %3D GLU-LAM iOLUMNS Truss joist 3 psf 5 psf Beams B-1 and B-2 = 15#/ft. Girders G-1 and G-2 = 50 #/ft. C1 %3D Insul., mech., elec. %3D TRYSJOISTS %3D %3D 24' ļ 24' 24' RAOF FRAMING PLAN 40 40
11-1. Determine whether the W14 x 34 beam shown in Figure 11-43 is adequate for flexural rupture and flexural yielding at the cope. The steel is ASTM A992, grade 50. 1/½/2" 4" W14x34 R₁ = 40kips FIGURE 11-43 Detail for Exercise 11-1
(1) 21" 3" 4#9 bood 14" (1) Ec = ? (2) fr=? (3) Mer=? (5) #4 (4) When M = 70 & Mn = ? fé = 5 ksi Grade 60 Steel NWC. ft-k I 1R-2 Dr b=14", h=24" #4 tied stirrups. 4 #9 Rebars. fe=? Please write down units properly in the final answers. fs=?