FLEXURAL ANALYSIS CONCRETE UNCRACKED Problem: Determine the cracking moment for the section shown below if = 4000 psi and the modulus of rupture f, = 7.5/f'. 22" 30" 3 #9• 4" te 12–
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A: Solution- Given,Concrete strength (fc') = 27.5 MpaDL =25.14 KN/mLL=11.4 KN/m
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Q: 30mm fo= 27,5MPQ OL= 25.14 Km LL 11,4 Km 3-25 mm 6Oomm 4-25mmp Son 400 mm 180KN A Im r om
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A: Concrete strength(fc)=2.75 Mpa Dead load(DL)=25.14 kN/m Live load(LL)=11.4 kN/m
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- Assuming concrete is un-cracked. Determine the cracking moment of the section. E = 2*10°MPa E = 2*10*MPa f' = 20MPA 300 mm 500 mm 3#20 60 mm1PROBLEMS Cracking Moments For Problems 2.1 to 2.5, determine the cracking moments for the Problem 2.4 sections shown if f = 4000 psi and f, 7.5√ Problem 2.1 (Ans. 34.8 ft-k) Problem 2.2 -12 in. 2 #9 ||——–14 in Problem 2.3 (Ans. 31.6 ft-k) 30 in. 1411 6 in. 18 in. 3 in. 18 in. 3 in. 21 in. 21 in. 17 in. 24 in. 3 in. 6 in. 3 in. 4 #8 -18 in. Problem 2.5 (Ans. 85.3 ft-k) 3 #10 20 in 6 in 6 in. 16 in. -18 in. 26 in 3 in. |+++ 9 in. 9 in. 9 in. 27 in.中国移动 VPN 1:00 PM © 40% A simply supported rectangular beam with dimension of h = 550 mm and b = 250 mm is subjected to bending moment. The bending moment under the quasi-permanent combination of load effect, M, = 72 kNm. Concrete strength grade is C30, and the beam is reinforced with 3 18 bars. The environment classification is I. Requirement: determine the maximum crack width.
- Identify the type of fracture for the given Concrete Cylinder A Cone B) Shear Columnar D Cone and Split E None of the above (F) Cone and Shear1) For the beams in HW #1 shown below, assume 1.5 inch clear cover to a #3 stirrup: a. Determine if the bar spacing meets crack width control requirements if it is assumed that f: = 2/3f, = 40000 psi. b. Using the information given, find that actual stress in the steel and recalculate the bar spacing: i. Beam a: c = 4.29 in, n = 7.2, ler = 1522 in* and M = 40 k-ft ii. Beam b: c = 4.17 in, n = 8.0, l, = 877 in“ and M = 40 k-ft iii. Beam c: c =6.10 in, n = 6.6, Igr = 16152 in and M = 450 k-ft %3D %3D 10 in 8 in 40 in 5 in 18 in 20 in 14 in 24 in 16 in 23 in 3 #5 2 #6 4 #11 fe' = 5000 psi f = 4000 psi 16 in (a) (b) fe = 6000 psi (c)Determine the cracking moment if f = 4000 psi and f, = 7.51 F. Assume normal- Question 2) weight concrete. %3D 6 in. 20 in. 26 in. 4 #8 3 in. 3 in. -18 in.
- Calculate the top and bottom stress at transfer stage and service stage. Consider three 0.6" Grade 270 seven wire strands. 500 mm 200 mm 500 mm 400 mm 300 mm Details: f'c (at release) = 27.5 Mpa f'c = 41.4 Mpa 0.6" Grade 270 seven wire-strand fpi = 1364.5 MPa (initial) fpf = 1294 MPa (final) Maw = 76.15 kN-m MSDL = 25 kN-m ML = 83.04 kN-m %3D %3DFor each of the problems, draw: section + strain profile + stress profile + resultants. Follow sample below. N CONCRETE f 4aoopet GENE Go STEEL Ig. b. 12,423i From ELNTIC BENDING STeEss FORNULA S. - Mce : fI,• 44.6 t-wip G CRACKING MOMENT 0,4 0,000s 3605 K 12,423 in VOLUME OF 30 COMPRESSE TRESSES C- (c) h. 2 T.c (CRACKINA) STRAINS STRESSES RESULTANTS sertion G CRACKING o. MeFor the cross-section shown below, use fe' = 4500 psi and fy = 70 ksi, and compute the following: %3D a) The moment of inertia of the gross section, I b) The moment of inertia of the cracked cross-section, Ier c) The cracking moment, Mer 3" 6" 3" 6" 3" 6" 24" 4 #10 O o o o 3" t 16"
- Use fr ( Modulus of Rupture) = 0·7√ f'c a = 500mm b = 200 mm f'c = 21 mpa C = 150mm d = 500mm e = 150mm Concrete density (normal) = 24 kn/m² a) Determine the gross moment of Inertia, in x10 mm" b.) Determine the cracking moment, in kN.m c.) betermine the live load that the beaum can carry if it has a simple span of 10 meters in KN.m. b —a—A 3/8" fillet weld was deposited on a lap joint on 1/2" steel plate. The width of the face of the fillet weld measures 9/16". The maximum convexiy permitted on this deposited fillet weld is:Determine the capacity of the details shown below.A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksi e) what is the shear rupture capacity of the shear plate of the shear connection in kips? (2 decimal places)