Intrebari Licenta CBA - En (2)

7/29/2019 Intrebari Licenta CBA - En (2)

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REINFORCED CONCRETE STRUCTURES

1. Determine the loading factor of the beam shown in the figure below using the kinematic method.

The characteristic yielding strength of steel is fyk=350 MPa. - 4 points

A.) min=2,1962 for x=3,3m B.) min=2,1962 for x=3,5m

C.) min=2,1962 for x=3,8m D.) min=2,1820 for x=3,3m

E.) min=2,1820 for x=3,8m

2. Determine the fundamental period of vibration for the reinforced concrete column given in the

figure below. The unit mass of the reinforced concrete is 2500 kg/m3 and the Young modulus is Es=200

000 MPa for steel and Ec=20 000 MPa for concrete.- 4 points

A.) T=0,451s B.) T= 0,475s C.) T=0,489s

1. T=0,511s E.) T=0,521s

2.


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3. Determine the bending moments of the unidirectional reinforced concrete slab in the drawing below

using the Simplified Plastic Domain Design. - 2 points

A.)g+p=15 kN/m

M

[kNm]

+39.764 +25.350 +38.305

+ + +

B.)g+p=15 kN/m

M

[kNm]

+39.764

-31.243 -30.096

+25.350 +38.305

--

++

+

C.)g+p=15 kN/m

M

[kNm]

+41.523

-30.114 -29.113

+27.442 +40.150

--

+ + +

D).


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g+p=15 kN/m

M

[kNm]

+41.523

-30.114 -29.113

+27.442 +40.150

--

+ + +

-10.380 -10.038

E.)g+p=15 kN/m

M[kNm]

+39.764

-31.243 -30.096

+25.350 +38.305

--

+ + +

-9.941 -9.576

4. Determine the necessary reinforcement (fyd=300 MPa, fcd=12 MPa) in the slab panel shown below,

using the limit equilibrium method in the plastic domain. - 3 points

A.) As191 mm2 , As1

'=As1182 mm2, As291 mm

2, As2'=As2

170 mm2

B.) As191 mm2 , As1

'=As1170 mm2, As291 mm

2, As2'=As2

182 mm2

C.) As198 mm2 , As1

'=As1182 mm2, As291 mm

2, As2'=As2

182 mm2

D.) As191 mm2 , As1

'=As1182 mm2, As298 mm

2, As2'=As2

182 mm2

E.) As191 mm2 , As1

'=As1170 mm2, As298 mm

2, As2'=As2

182 mm2


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5. Determine the efforts (M, V, N) in the emphasized elements of the frame (Vierendeel) beam shown

below: - 2 puncte

A.)

6.25

6.25

-3.75

-3.75 10.0

-10.0

M[kNm]

B.)

3.75

3.75

-6.25

-6.25 10.0

-10.0

M[kNm]

C.)

-6.25

6.25

-3.75

3.75

-10.0

10.0

M

[kNm]

D.)

-3.75

3.75

-6.25

6.25

-10.0

10.0

M

[kNm]

E.)

6.25

6.25

-4.75

-4.75 11.0

-11.0

M

[kNm]


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6. Draw the bending moment diagram (with values) of the prestressing force for the PC beam given

below: - 4 points

A.)

P=500 kN

P=500 kN

-112.5 -112.5

+56.25

- -

+

M

[kNm]

B.)

P=500 kN

P=500 kN

-212.5 -212.5

+106.25

- -

+

M

[kNm]

C.)

P=500 kN

P=500 kN

+112.5+112.5

-56.25

-+

M

[kNm] +

D.)

P=500 kN

P=500 kN

+212.5+212.5

-106.25

-+

M

[kNm] +


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E.)

P=500 kN

P=500 kN

+150 +150

-150

-+

M

[kNm] +

7. Define the tendons layout limits zone for a Prestressed Concrete simply suppported beam. - 3 points

A.) The tendons layout limits zone is the area of the statically determined beam in which the active

reinforcements can be placed so that the beam has, along all its length, total (or possibly limited)

prestressing.

B.) The tendons layout limits zone is the area of the statically non-determined beam in which theactive reinforcements can be placed so that the beam has, along all its length, total (or possibly limited)

prestressing.

C.) The tendons layout limits zone is the domain of the statically non-determined beam in which the

active reinforcements can be placed so that the beam has, along all its length, total or limited

prestressing.

D.) The tendons layout limits zone is the area of the statically determined beam in which the active

reinforcements can be placed so that the beam has, along all its length, total (or possibly limited)

prestressing.

8. Which of the following structural solutions are unstable? - 3 points

B.)A.)

C.) D.)


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9. Provide reinforcing solutions for the angled frame nodes of Reinforced Concrete Structures.

10. Explain the simplified structural analysis of multistorey frame structures against lateral loads.

Intrebari Licenta CBA - En (2)

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