- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 1 (24.26 KiB) Viewed 35 times
- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 2 (25.88 KiB) Viewed 35 times
- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 3 (30.93 KiB) Viewed 35 times
- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 4 (26.96 KiB) Viewed 35 times
- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 5 (33.72 KiB) Viewed 35 times
- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 6 (33.72 KiB) Viewed 35 times
- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 7 (13.1 KiB) Viewed 35 times
- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 8 (32.33 KiB) Viewed 35 times
- C The Point Leads Are Placed At The Feed Positions Shown In The Figure And They Are Leads B D Variables 4 H H A A 25m 3m 9 (25.91 KiB) Viewed 35 times
Variables M 4₁ . b A A 2.5 m 3m 50 m 500 m 450 mm 800 m² 4000 m 01) The beam came an unfactored unchornly distributed dead lead (including self-weight) of G3 kNm and an undactered uno dibuted pestes shown in the figure Note The load factor for 0 is 12, and 15. There is no uniformly distributed live load) 1.1 Find the manament of the bean M AN 13 Find the neutral as distance from the 4. M, 14 Does this section crack mm (1 mark (man) (1 mark) surface. If the action is governed by the linear elastic regime, t transformed are the EA/A of 0-0LNm. Te concentrated unfactor dive AN (1 mark) IN are at the Q2) No increases gradualy and the moment at the critical section just exceeds the cracking moment (Mul, but the compressive section of the concrete is still under the rear lattic region. Fease be reminded us in the the crack of c ante section starts where the tensile stress reaches the tensile strength, it is assumed that the cracks then propagate rapidly up to the entire tension section up to the nela and this cracked core con caut re te should be noted that in reality, concrete sections between the primary cracks can still resist some tonale stresses as shown in the Signs, which should be considered in the displacement des inf crical secton where the largest moment occurs and thus reasonable to have such a primary crack in this critical section the 2.1 Find the new era aria in the cracked section under the elastic region on the compressive section and also find the cracked second moment of areas The transformed area method ,-E4/EA soles The quadratic equation the calculating the neutral axis diatance from the top surfaces.
023 the live sed increases graduaty and the moment at the crtical section just exceeds the cracking moment (M, but the compressive section of the concrete is still under the near staregon Pease be reminded that in the the crack of the concrete section starts where the tensile stress reaches the tensile strength. It is assumed that the cracks then propagate rapidly up to the a up to the neutral ao and the cracked saree section cannot the tension it should be noted that in reality, concrete sections between the primary cracks can stil resist some tensile stresses as shown acement design However, in eure designe figure, which should al section where the largest mement occurs and thus it is reasonable to have such a primary crack in this critical action mettio ,-En4/24 2.1 Find the news in the cracked section under the elastic region on the compressive section and also find the cracked second moment of areas (ed. The transformed wave the quadratic equation for calculating the neutral axis distance from the top surface Z A Stren profie (concrete) M NA... Cross section before cracking secondary crack (2 mark 10²¹12 -primary cracks and the count and a Neutral axis Stress profile (concrete) Cross section just after cracking M cracks concrete in tension may near regime. The neutral axis moves upward and the concrete compressive section has the arene ben at sanerele vestes, which reqs the m atrastais condition of the
Ce section before checking M₂. 2.3 The keep increasing and the concrete section is now under the non-near regime. The neutral as moves upward and the concrete compressive section has the survinear distibution of concrete stresses, where the in of the stress to compute the real exis and the ultimate nominal moment. To avoid the complex saculation, the Whitney stress block is introduced during the class. It should be noted that this mate strength stage a This when we design the bean in terms of bending, we can only consider sutimate condition directly without the pres in the distance to the top ridal at the state strength stage and the ultimate nominal moment (M) that this concrete section can carry using the given section dimensions and materia pr SA... (2 mark 10 (2 marks) harge (mk) -concrete in tension (2) Does the eastify the degreemen Cress section just after a kim (12 mark design the imate moment in the section occurs when the compressive fare reached the inate concrete and0031. The nominal umane moment is computed for the property of the connection and h 2.3 The team whes to carry an unfactored dead isad (including set-weight) of G 10 KN and an unfactored live load of Q20 Nm. Two concentrated unfactored vets of P-20N are applied at the the Det the design moment strength (44) exceeds the factored design moment 0.05 M' AN (1 mark) en
Question 1 Not yet answered Marked out of 15.00 T Filag question The point loads are placed at the fixed positions shown in the figure and they are live loads. A 1₁ 1₂ H b O Variables C Au Au b D 1₁ 2.5 m 3 m 50 mm 500 mm 450 mm 800 man 4000 mm B Asc Ast Cross section 1₂ W C (centre) D + f' = 38 Mpa f'al = 3.5 MPa fsy = 500 MPa E, = 200 GPa E = 28600 MPa E N/as. Two.com
Q1) The beam carnes an urfactared uniformly distributed dead load (including self-weight) of G3 KN/m and an unfactored uniformly distributed live load of OOKNim. Two concentrated unfactored five as of P&KN are sted at the positions shown in the figure. Note: The ad factor for G is 12, and for P is 15 There is no uniformly distributed live load) 1.1 Find the maximum moment of the bea M2... 1.2 Find the neutral asis distance from the top surface. If the section is governed by the linear elastic regime, the transformed area method , ΣA/EA is vald 4. mm (1 mark) 1.3 Find the cracking moment M. 1.4 Does this section crack? o answer given (1 mark) AN (2 mark)
023 Now, the live load increases gradually and the moment at the critical section just exceeds the cracking moment (Mal, but the compressive section of the concrete is still under the near elastic region. Please be reminded that in the fal the crack of the concrete section starts where the tensile stress reaches the tensile strength. It is assumed that the cracks then propagate rapidly up to the entire tension section (up to the neutral avity and the cracked concrete section cannot resist the tension. It should be noted that in reality, concrete sections between the primary cracks can still resist some tensile stresses as shown in the figure, which should be considered in the displacement design. However, in flexure design, we design the critical section where the largest moment occurs and thus it is reasonable to have such a primary crack in this critical section 2.1 find the news in the cracked section under the elastic region on the compressive section and also find the cracked second moment of areas ar. The transformed area menthed - E4/EA) is dHovever, we may need to solve the quadratic equation for calculating the retral asis distance from the too surface a 4 b A Cross section before cracking M NA. A₂ Stress profile (concrete) secondary crack min (2 marks) b -primary cracks Neutral axis M N.A -concrete in tension A I Cross section just after cracking cracks Stress profile (concrete) MacBook Prok
4+ F L. 10 (2 2.2 The increasing and the concrete section is now under the non-linear regime. The neutral axis moves upward and the concrete compressive section has the curvilinear distribution of concrete stresses, which require the integration of the sto come the estas and the utmate nominal moment To avoid the complas calculation, the Whitney stress block is introduced during the class. It should be noted that this ultimate strength stage is a condition of the femural design Thus when the bears in terms of bandeg, we can anly consider this ultimate condition directly without the previous stage Find the tradisce frem the top s at the utmate strength stage and the ultimate nominal mement MJ that this concrete section can carry using the given section dimensions and materials properties Dass section befon cong 44 M₂+ DA TITURA COM The giver mm (2 markal CURCUSU NA.. Cress section just after di s Cross section non near AN (2 in the man moment in the section accurs when the compressive are reached the ultimate concrete strain (0.003). The nominal ultimate moment is computed from the property of the concrete section and independent to 2.3 The sacred dancluding weight of G10kNies and an unfactored live load of Q=20 kNm. Two concentrated unfactored live loads of P-20 kN are appiled at the positions shown in the figure Determine the design moment streng (6) esceeds the factored design moment -0.05 ANn (mark