Fundatie radier

Tema IV

NOTE DE CALCUL: n 8 a 0

Sa se proiecteze fundatia radier a unei constructii cu sctructura din diafragme conform schitei:

Incarcarile din diafragme la cota -2.80m sunt :

Axele : A-D PkAD 25kN

m0.1 n

kN

m 25.8

kN

m QkAD 15

kN

m0.1 n

kN

m 15.8

kN

m

1-6 Pk16 30kN

m0.1 n

kN

m 30.8

kN

m Qk16 17

kN

m0.1 n

kN

m 17.8

kN

m

B-C PkBC 45kN

m0.1 n

kN

m 45.8

kN

m QkBC 20

kN

m0.1 n

kN

m 20.8

kN

m

2-3-4-5 Pk2345 25kN

m0.1 n

kN

m 25.8

kN

m Qk2345 15

kN

m0.1 n

kN

m 15.8

kN

m

la nivelul incarcarilor de la subsol incarcarea utila qk 2kN

m2

0.1 nkN

m2

2.8kN

m2

Cota terenului amenajat C.T.A 0.40 m

Stratificatia terenului este :

γk1 18.5kN

m2

0.00....... 0.60 teren vegetal

0.60 m....... 7.00m nisip praofs galben auriu γk2 18.2kN

m2

e 0.85 ϕ'k2 17deg c'k2 5kPa E2 7500

7.00 m......... 12.00m argila prafoasa galbuie verzuie plastic consistenta

γk3 18.7kN

m2

Ic 0.65 ϕ'k3 12deg c'k3 20kPa

E3 12000kPa

Fundatia se va verifica si dimensiona dupa SR EN 1997-1

1.Predimensionarea radierului

Lmax 5.40m Lmin 2.40m

hr max1

8

1

12

Lmax 0.675 m Hr 1.2m l'c 0.2 Lmax 1.08 m Aleg lc 1.35m

Lr 5 4.2 m 2 lc 23.7 m Br Lmin 2Lmax 2 lc 15.9 m

Conditia de rigiditateBeton C30/37

ν 0.2 Es 7500kPa

νs 0.3 E 32GPa 32000000 kPa

KG12 π 1 ν

2

1 νs2

Es

E

Lr

2 Hr

2

Br

2 Hr 6.0218833 KG

8

Lr

Br

18

Lr

Br

6.553

2 Metoda reducerii incarcarilor in centrul de greutate al radierului

γγ 1.3 γc 1.25 γG 1.35 γQ 1.5 γϕ 1.25

PdAD PkAD γG 34.831

mkN QdAD QkAD γQ 23.7

1

mkN

Pd16 Pk16 γG 41.581

mkN Qd16 Qk16 γQ 26.7

1

mkN

PdBC PkBC γG 61.831

mkN QdBC QkBC γQ 31.2

1

mkN

Pd2345 Pk2345 γG 34.831

mkN Qd2345 Qk2345 γQ 23.7

1

mkN

qd qk γQ 4.2kN

m2

Gf γG Br Lr Hr 25kN

m3

15261.615 kN

Qdp γG 277.2 m2

qk 1.048 103

kN

Ptotal PdAD 2 21 m Pd16 2 13.2 m PdBC 2 21 m Pd2345 4 13.2 m 6996.456 kN

Qtotal QdAD 2 21 m Qd16 2 13.2 m QdBC 2 21 m Qd2345 4 13.2 m 4262.04 kN

Vd Ptotal Qtotal Qdp Gf 27567.927 kN

Evaluarea capacitatii portante in conditii drenate

c'd

c'k2

γc4 kPa ϕ'd atan

tan ϕ'k2 γϕ

13.744 deg

α 0deg

Nq eπ tan ϕ'd

tan 45degϕ'd

2

2

1.328

Nc Nq 1 cot ϕ'd 5.431

Nγ 2 Nq 1 tan ϕ'd 0.161

bq 1 α tan ϕ'd 1

bc bq

1 bq Nc tan ϕ'd

1

Sq 1Br

Lr

sin ϕ'd 1.159

sγ 1 0.3Br

Lr

0.799

sc

Sq Nq 1 Nq 1

1.645

m1

2Br

Lr

1Br

Lr

1.598

H1 0

A. Br Lr 376.83 m2

iq 1H1

Vd1

kN A.

1

m2.

c'd1

kPa cot ϕ'd

m1

1

ic iq

1 iq

Vd1

kN tan ϕ'd

1

iγ 1H1

Vd1

kN A.

1

m2

c'd1

kPa cot ϕ'd

m1 1

1

Df 4.1m

γmed 22kN

m3

γd2 18.2kPa

bγ2 1 Lrr 23.7

q2 Df γmed 90.2kN

m2

Rd.A.2 c'd Nc bc sc ic q2 Nq bq Sq iq 0.5 γd2 Lrr Nγ bγ2 sγ iγ 202.323kN

m2

V'd 73.157kN

m2

Vd

A.73.157

kN

m2

Vd

A.Rd.A.2

Armare radier

qk 2.8kN

m2

qd1 qk 1.5 4.2kN

m2

γbet 25kN

m3

gk Hr γbet 30kN

m2

gd qk 1.35 3.78kN

m2

Deschidere A-B

Momente in camp

M1x 24.99kN m

M2x 2.98kN m

M1y 17.44kN m

M2y 9.96kN m

Momente pe reazeme

Placa 1 Placa 2

M1sus 48.05kN m M2sus 11.8kN m

M1jos 48.05kN m M2jos 25.56kN m

M1st 38.89kN m M2st 19.86kN m

M1dr 38.9kN m M2dr 19.94kN m

Procentul minim de armare

Pmin 0.15% Hr 1 m 18 cm2

Stratul de acoperire

Armatura inferioara Armatura superioara

ΔC 10mm

ϕi 20mm ϕs 20mm

Cmin max ϕi 15mm 10mm 20 mm Cmin max ϕs 15mm 10mm 20 mm

Cnom.s Cmin ΔC 30 mmCnom.i Cmin ΔC 30 mm

ds Hr Cnom.s ϕiϕs

2 1.14 m

di Hr Cnom.iϕi

2 1.16 m

Calculul armaturilor

fctm 2.9N

mm2

fck 20

N

mm2

fcd

fck

1.513.333

N

mm2

Clasa de beton C20/25

fy 500N

mm2

fyd

fy

1.15434.783

N

mm2

Otel S500

Armatura in camp

Placa 1

Pe directia X

μM1x

1m di2

fcd0.001393

ω 1 1 2μ 1.394 103

Aslx ω 1 m difcd

fyd 0.496 cm

2

Pe directia Y

μM1y

1m di2

fcd0.000972

ω 1 1 2μ 9.725 104

Asly ω 1 m difcd

fyd 0.346 cm

2

Armatura pe reazeme

μM1sus

1m di2

fcd0.002678

ω 1 1 2μ 2.682 103

Asl ω 1 m difcd

fyd 0.954 cm

2

μM1jos

1m di2

fcd0.002678

ω 1 1 2μ 2.682 103

Asl ω 1 m difcd

fyd 0.954 cm

2

μM1st

1m di2

fcd0.002168

ω 1 1 2μ 2.17 103

Asl ω 1 m difcd

fyd 0.772 cm

2

μM1dr

1m di2

fcd0.002168

ω 1 1 2μ 2.171 103

Asl ω 1 m difcd

fyd 0.772 cm

2

Armatura in camp

Placa 2

l1 2.40m l2 21m

l2

l18.75

l2

l12 armare pe o singura directie

μM1y

1m di2

fcd0.000972

ω 1 1 2μ 9.725 104

Asl ω 1 m difcd

fyd 0.346 cm

2 Se alege

Datorita procentului minim de armare de 0.15% din fiecare fata se alege Pmin 18 cm2

Pentru armarea in camp ϕ 14/16

Pentru armarea pe reazam ϕ14/16

Lungimea de ancorare cnom 3cm

ϕ 14mm

cd min cnom 14cm 30 mm

fbd 2.7N

mm2

lb.rqd 0.25 ϕfyd

fbd 563.607 mm

α1 1

α2 1 0.15cd ϕ

ϕ 0.829

α3 1 0.05 1 0.95

α4 0.7

α5 1

lbd α1 α2 α3 α4 α5 lb.rqd 0.311 m

0kPa