- proiect fundatii

7/27/2019 - proiect fundatii

1/42

Calculul indicilor geotehnici derivati:

Forajul 1: Stratul 1 cu urmatorii date geotehnice:

ARGILA

(40

10

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30

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50

60

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80

90

90

80

70

60

50

40

30

20

10

908070605040302010

-se extinde pe o grosime de:

h1 2m 0.1 j m+ 4.3m=:=

-compozitia granulometrica:A 45 % 0.25 j % 39.25 %=:=

P 40 % 0.5 j %+ 51.5 %=:=

N 15 % 0.25 j % 9.25 %=:=

ARGILAARGILAARGILAARGILAPRAFOASAPRAFOASAPRAFOASAPRAFOASA

-limitele de plasticitate:

Wp 19% 0.15 j % 15.55 %=:=

Wl 25% 0.4 j %+ 34.2 %=:=

W 20% 0.15 j % 16.55 %=:=

Ip Wl Wp 18.65 %=:=

Ic

Wl W

Ip

0.946=:=

-Porozitatae pamantului

20.5kN

m3

0.1 jkN

m3

18.2kN

m3

=:= s 26.7kN

m3

:= -greutatea specifica a scheletuluimineral

n 1:= s 1 n( ) 1 W+( )= 18.2

kN

m3

26.7kN

m3

1 n( ) 1 W+( )= Given s 1 n( ) 1 W+( )=

n 0.415:= n 41.5 %=s Find n( ) 0.415=:=

en

1 n0.709=:= d s 1 n( ) 15.619

kN

m3

=:= w 10kN

m3

:=

sat s 1 n( ) 1 Wsat+( )= Wsatw

se 26.569 %=:= Wsat W< Wsat W=

eW

w

s

0.442=:=n

e

1 e+0.306=:=

s 1 n( ) 1 W+( ) 21.6kN

m3

=:= d s 1 n( ) 18.517kN

m3

=:=

sat s 1 n( ) 1 W+( ) 21.6

kN

m3=:= 1 s w( ) 1 n( ) 11.582

kN

m3=:=


2/42

-gradul de umiditate

SrW

W1=:= Pamant saturat

1 2.3% 0.02 j % 1.84 %=:= 2 3.0% 0.02 j % 2.54 %=:= 3 4.6% 0.02 j % 4.14 %=:=

-parametri de rezistenta la forfecare

25 0.2 j + 29.6 =:= c 25kPa 0.25 j kPa+ 30.75 kPa=:=

-moduli de deformatie edometrica

P1 1daN

cm2

:= P2 2daN

cm2

:= P3 3daN

cm2

:=

M13

P3 P1

3 186.957

daN

cm2

=:= M23

P3 P2

3 262.5

daN

cm2

=:=

Forajul 1: Stratul 2 cu urmatorele dategeotehnice:

ARGILA

(40

10

20

30

40

50

60

70

80

90

90

80

70

60

50

40

30

20

10

908070605040302010

-se extinde pe o grosimede:h2 3m 0.1 j m+ 5.3 m=:=

-compozitiagranulometrica:A 50 % 0.1 j %+ 52.3 %=:=

P 15 % 0.2 j % 10.4 %=:=

N 35 % 0.1 j %+ 37.3 %=:=

ARGILAARGILAARGILAARGILANISIPOASANISIPOASANISIPOASANISIPOASA


Wp 22% 0.5 j % 10.5 %=:=

Wl 35% 0.5 j %+ 46.5 %=:=

W 25% 0.2 j % 20.4 %=:=

Ip Wl Wp 36 %=:= Plasticitatemare

Stare plasticaconsistenta

Ic

Wl W

Ip

0.725=:=


20kN

m3

0.04 jkN

m3

19.08kN

m3

=:= s 26.7kN

m3


s 1 n( ) 1 W+( )= 19.08kN

m326.7

kN

m31 n( ) 1 W+( )=

n 0.406:=


3/42

en

1 n0.684=:= d s 1 n( ) 15.86

kN

m3

=:= w 10kN

m3

:=


se 25.599 %=:=

eWsat

w

s

0.684=:=n

e

1 e+

0.406=:=

s 1 n( ) 1 W+( ) 19.1kN

m3

=:= d s 1 n( ) 15.86kN

m3

=:=

sat s 1 n( ) 1 Wsat+( ) 19.9kN

m3

=:= 1 s w( ) 1 n( ) 9.92kN

m3

=:=


Sr

W

Wsat0.797=:= Pamant practicsaturat

1 3.8% 0.02 j % 3.34 %=:= 2 6.0% 0.02 j % 5.54 %=:= 3 7.5% 0.02 j % 7.04 %=:=


30 0.1 j 27.7 =:= c 25kPa 0.5 j kPa+ 36.5 kPa=:=


P1 1daN

cm2

:= P2 2daN

cm2

:= P3 3daN

cm2

:=

M13

P3 P1

3 154.054

daN

cm2

=:= M23

P3 P2

3 266.667

daN

cm2

=:=


ARGILA

(40

10

20

30

40

50

60

70

80

90

90

80

70

60

50

40

30

20

10

908070605040302010

-se extinde pe o grosimede:h2 2.0m:=

-compozitia granulometrica:

A 50 % 0.25 j %+ 55.75 %=:=

P 30 % 0.5 j % 18.5 %=:=

N 20 % 0.25 j %+ 25.75 %=:=

ARGILARGILARGILARGILAAAA


Wp 22%:=

Wl 45% 0.5 j %+ 56.5 %=:=

Ic 0.98:=


4/42

Ip Wl Wp 34.5 %=:=Plasticitatemare

Ic

Wl W

Ip

= W Wl Ic Ip 0.227=:= Stare plasticavartoasa


22.8

kN

m3 0.1 j

kN

m3 20.5

kN

m3=:= s 27

kN

m3:= -greutatea specifica a scheletuluimineral

s 1 n( ) 1 W+( )= 20.5kN

m3

27kN

m3

1 n( ) 1 W+( )=

n 0.372:=

en

1 n0.592=:= d s 1 n( ) 16.956

kN

m3

=:= w 10kN

m3

:=

sat s 1 n( ) 1 Wsat+( )=

Wsat

w

se 21.939 %=:=

eW

w

s

0.613=:=n

e

1 e+0.38=:=

s 1 n( ) 1 W+( ) 20.5kN

m3

=:= d s 1 n( ) 16.743kN

m3

=:=

sat s 1 n( ) 1 Wsat+( ) 20.4kN

m3

=:= 1 s w( ) 1 n( ) 10.542kN

m3

=:=


SrW

Wsat

1.034=:= Pamantsaturat

1 0.5% 0.02 j %+ 0.96 %=:= 2 0.7% 0.02 j %+ 1.16 %=:= 3 1.2% 0.02 j %+ 1.66 %=:=


10 0.25 j + 15.75 =:= c 80kPa j kPa+ 103 kPa=:=


P1 1daN

cm2

:= P2 2daN

cm2

:= P3 3daN

cm2

:=

M13

P3 P1

3 1285.714

daN

cm2

=:= M23

P3 P2

3 2200

daN

cm2

=:=


5/42

Forajul 2: Stratul 1 cu urmatoarele date geotehnice:

ARGILA

(40

10

20

30

40

50

60

70

80

90

90

80

70

60

50

40

30

20

10

908070605040302010

-se extinde pe o grosime de:

h1 2.2m 0.1 j m+ 4.5 m=:=

-compozitia granulometrica:

A 43 % 0.25 j % 37.25 %=:=

P 40 % 0.5 j %+ 51.5 %=:=

N 17 % 0.25 j % 11.25 %=:=

ARGILAARGILAARGILAARGILAPRAFOASAPRAFOASAPRAFOASAPRAFOASA


Wp 15% 0.35 j %+ 23.05 %=:=

Wl 46% 0.4 j %+ 55.2 %=:=

W 15% 0.1 j %+ 17.3 %=:=

Ip Wl Wp 32.15 %=:= Plasticitatemica

Starevartoasa

Ic

Wl W

Ip

1.179=:=


21kN

m

30.15 j

kN

m

3 17.55

kN

m

3=:= s 26.7

kN

m

3:= -greutatea specifica a scheletului

mineral s 1 n( ) 1 W+( )= 17.55

kN

m3

26.7kN

m3

1 n( ) 1 W+( )=

n 0.44:= n 44 %=

en

1 n0.786=:= d s 1 n( ) 14.952

kN

m3

=:= w 10kN

m3

:=


s

e 29.428 %=:= Wsat W< Wsat W=

eW

w

s

0.462=:=n

e

1 e+0.316=:=

s 1 n( ) 1 W+( ) 21.4kN

m3

=:= d s 1 n( ) 18.264kN

m3

=:=

sat s 1 n( ) 1 W+( ) 21.4kN

m3

=:= 1 s w( ) 1 n( ) 11.423kN

m3

=:=


6/42

-gradul deumiditate

SrW

W1=:= Pamant

saturat

1 2.4% 0.02 j % 1.94 %=:= 2 3.2% 0.02 j % 2.74 %=:= 3 4.8% 0.02 j % 4.34 %=:=


20 0.2 j + 24.6 =:= c 35kPa 0.5 j kPa 23.5 kPa=:=


P1 1daN

cm2

:= P2 2daN

cm2

:= P3 3daN

cm2

:=

M13

P3 P1

3 183.333

daN

cm2

=:= M23

P3 P2

3 262.5

daN

cm2

=:=


ARGILA

(40

10

20

30

40

50

60

70

80

90

90

80

70

60

50

40

30

20

10

908070605040302010

-se extinde pe o grosimede:h2 2.8m 0.1 j m+ 5.1 m=:=

-compozitiagranulometrica:A 10%:=

P 10%:=

N 0.005mm 0.25.mm 5%=

0.25mm 0.5.mm 20%=

0.5mm 2mm 50%=

2mm> 5%=

N 80%:=

NISIPNISIPNISIPNISIPPRAFOSPRAFOSPRAFOSPRAFOS

-umiditatea pamantului instare

naturala:W 25% 0.15 j % 21.55 %=:=


19kN

m3

0.02 jkN

m3

18.54kN

m3

=:= s 26.5kN

m3


s 1 n( ) 1 W+( )= 18.54kN

m3

26.7kN

m3

1 n( ) 1 w+( )=

n 0.424:=

e n

1 n0.736=:= d s 1 n( ) 15.264

kN

m3

=:= w 10kN

m3

:=


7/42


8/42


22.5kN

m3

0.1 jkN

m3

20.2kN

m3

=:= s 27kN

m3


s 1 n( ) 1 W+( )= 20.5kN

m3

27kN

m3

1 n( ) 1 W+( )=

n 0.378:=

en

1 n0.608=:= d s 1 n( ) 16.794

kN

m3

=:= w 10kN

m3

:=


se 22.508 %=:=

eW

w

s

0.597=:=n

e

1 e+0.374=:=

s 1 n( ) 1 W+( ) 20.6kN

m3

=:= d s 1 n( ) 16.911kN

m3

=:=

sat s 1 n( ) 1 Wsat+( ) 20.7kN

m3

=:= 1 s w( ) 1 n( ) 10.648kN

m3

=:=

-gradul deumiditate

SrW

Wsat

0.982=:= Pamant practic

saturat1 0.6% 0.02 j %+ 1.06 %=:= 2 0.8% 0.02 j %+ 1.26 %=:= 3 1.4% 0.02 j %+ 1.86 %=:=


12 0.25 j + 17.75 =:= c 85kPa 0.08 j kPa+ 86.84 kPa=:=


P1 1daN

cm2

:= P2 2daN

cm2

:= P3 3daN

cm2

:=

M13

P3 P1

3 1250

daN

cm2

=:= M23

P3 P2

3 2166.667

daN

cm2

=:=


9/42

Proiectarea zidului de sprijin :Proiectarea zidului de sprijin :Proiectarea zidului de sprijin :Proiectarea zidului de sprijin :

Zid de sprijin de rezistenta. Elemente de predimensionare :

Caracteristica geometrica Notatie Valoare [m]

Inaltimea totala H 6.1

Adancimea de fundare Df1

Latimea de fundare B 4.3

Latimea in sectiunea de

incastrare a pereteluib

0.61

Latimea talpii aval b1 0.61

Latimea la coronament c 0.3

Inaltimea talpii h 0.61

Inaltimea talpii in sectiunea

de incastrare a pereteluih1

0.915

Inclinarea terenului bbbb 13

Inclinarea paramentului

amonteaaaa

5

H 6.1m:= Df 1.0m:= B 4.3m:= b 0.61m:= b1 0.61m:= c 0.3m:= h 0.61m:=

h10.92

m:=

13

:=

5

:=

0.006109

20

4300

6109

20

610 610

300

6100


10/42

Calculul coeficientilor de impingere activa in ipoteza Coulomb si deCalculul coeficientilor de impingere activa in ipoteza Coulomb si deCalculul coeficientilor de impingere activa in ipoteza Coulomb si deCalculul coeficientilor de impingere activa in ipoteza Coulomb si deimpingere pasiva in ipoteza Rankine:impingere pasiva in ipoteza Rankine:impingere pasiva in ipoteza Rankine:impingere pasiva in ipoteza Rankine:

Aleg ca umplutura din stratulSI

ZonaZonaZonaZona1:1:1:1:

90 := 24.6 := 1 24.6 := 13 = H1 6.1m:= 1. 17.55kN

m3

:=

paA 0kN

m2

=

PaB 1 H1 Ka1sin

cos1=

Kasin

2 +( )

sin ( )2

sin 1( ) 1sin 1+( ) sin ( )sin 1( ) sin +( )

+

2

= Ka 0.454:=

paB 1 H1 Kasin ( )cos 1( ) 32.432 kN

m2

=:=

Pa1

21. H1

2 Ka 148.239

kN

m=:=

Verificarea cerintelor de stabilitate la alunecare , rasturnare si a presiunilor peVerificarea cerintelor de stabilitate la alunecare , rasturnare si a presiunilor peVerificarea cerintelor de stabilitate la alunecare , rasturnare si a presiunilor peVerificarea cerintelor de stabilitate la alunecare , rasturnare si a presiunilor petalpa fundatieitalpa fundatieitalpa fundatieitalpa fundatiei

0.006109

20

4300

6109

20

610 610

300

6100

Gp2

Gp1

G.2

G1

b 24.5kN

m3

:= 1. 24.6 :=

s1 1. 17.55kN

m3

=:=

s2 1. 17.55kN

m3

=:=

G v = A 1 m =

A1 2356900.0000mm2

2.357 m2

=:=

A2 3384050.0000mm

2

3.384 m

2

=:=

Ap1 1208043.7827mm2

1.208m2

=:=

Ap2 16833250.00mm2

16.833 m2

=:=

G1 A1 1 m b 57.744 kN=:=

G2 A2 1 m b 82.909 kN=:=

Gp1 Ap1 1 m s1 21.201 kN=:=

Gp2 Ap2 1 m s2 295.424 kN=:=


11/42

Verificarea laVerificarea laVerificarea laVerificarea lalunecarelunecarelunecarelunecare

Aceasta se face printr-un raport al sumelor pe verticala F.v si al fortelor pe orizontala F.hinmultite cu coeficient (STAS 3300/2-85) cu conditia:

0.006109

20

4300

610920

610 610

300

6100

Gp2

Gp1

G.2

G1Pa.V

Pa.H

P.a

FSL

Ff

PaH

1.3= Ff N=

N Gi Gpi+ PaV+= 0.4:=

PaH Pa cos 24.6 ( ) 1 m 134.784 kN=:=

PaV Pa sin 24.6 ( ) 1 m 61.709 kN=:=

N G1 G2+ Gp1+ Gp2+ PaV+ 518.987 kN=:=

Ff N 207.595 kN=:= FSL

Ff

PaH

1.54=:= FSL 1.54 1.3=

Verificarea laVerificarea laVerificarea laVerificarea la

rasturnarerasturnarerasturnarerasturnare

Gp2

Gp1

G.2

G1 Pa.V

Pa.H

P.a

2046.3

915.0

2736.6

3221.3

M.rast

M.stab

FSR

Mstab

Mrast

1.5=

Mstab Gi xi Gpi xi+ PaV xi+=

Mrast PaH yi=

x1 0.915m:=

x2

2.0463m:=

x3 3.2213m:=

x4 2.7366m:=

x5 6.1m:=

y1 2.0333m:=

Mrast PaH y1 274.057 kN m=:=

Mstab G1 x1 G2 x2+ Gp1 x3+ Gp2 x4+ PaV x5+ 1475.67 kN m=:=


12/42

FSR

Mstab

Mrast

5.385=:= FSR 5.385 1.5=Severifica

Verificarea presiunilor pe talpaVerificarea presiunilor pe talpaVerificarea presiunilor pe talpaVerificarea presiunilor pe talpafundatieifundatieifundatieifundatiei

N G

i

G

pi

+ P

aV

+=

Pmax Pmin

N

Atalpa

M

W+=

,M G1 x1 Gp1 x3 Gp2 x4 PaV x5 PaH y1+=

Atalpa B 1 m 4.3m2

=:= WB

21 m

63.082 m

3=:=

M G1 x1 Gp1 x3 Gp2 x4 PaV x5 PaH y1+ 926.284 kN m=:=M. 926.284kN m:=

Pmax

N

Atalpa

M.

W+ 421.274

kN

m2

=:= Pmin

N

Atalpa

M.

W 179.884

kN

m2

=:=

G.2

G1Pa.V

Pa.H

P.a

P.min

4300.00

Pmax Ppl 1.2:=

Ppl ml B N1 q N2+ c N3+( )=

ml 1.4:=(coef. cond. delucru)

q Df 1. 17.55kN

m2

=:=

N.1,N.2,N.3-coef. adimisionali (f( ))

STAS 3300/2-85 tab.4

Pmin 0>

N1 0.72:= N2 3.87:= N3 6.45:=

c 23.5kPa:=

Ppl ml 1 B N1 q N2+ c N3+( ) 353.443kN

m2

=:= Ppl 424.132

kN

m2

=

Pmax 421.274kN

m2

=


13/42


14/42

Armarea talpiiArmarea talpiiArmarea talpiiArmarea talpiifundatieifundatieifundatieifundatiei

M2M1

610.00 3080.00

378.0

3kN*m

421.2

74kN*m

352.7

9kN*m

M1.3 378.03 kN m 2 421.274 kN m+

60.61

2:=

M1. 122.584 kN m=

M2.

3 179.884 kN m 2 352.79 kN m+

6 3.082

:=

M2. 1968.795 kN m=

Clasa de beton esteC25/30:

cc. 1:= c. 1.5:= fck. 25N

mm2

:=

fcd cc.

fck

c

16.667N

mm

2=:=

Am ales otelul beton marca PC-52, avand urmatoarele caracteristici:

fyk. 335N

mm2

:=

d1 h1 3.5cm10mm

2 88 cm=:= d1 h1 3.5cm

10mm

2 88 cm=:=

122.584

1 0.882

16.667 103

0.009=:= 1968.795

1 0.882

16.667 103

0.153=:=

0.009 lim< 0.403= 0.153 lim< 0.403=

1 1 2 0.009 0.009=:= 1 1 2 0.153 0.167=:=

As 0.009 1 m d1fcd

fyk

3.9 cm2

=:= As 0.167 1 m 0.88 mfcd

fyk

73.1 cm2

=:=

Aleg 4 12 la distanta 250 mm A.s=4.52cm2 Aleg 8 32 cu A.s=80.4 cm2

Armatura aleasa este : 8 32 cu A.s=80.4

cm2

Verificare stabilitatii unui taluzVerificare stabilitatii unui taluzVerificare stabilitatii unui taluzVerificare stabilitatii unui taluz

C o t a d e f u n d a r e

C o t a t e r e n u l u i n a t u r a l

1:m

S 1

S 2

5.7

0m

1.4

0m


15/42

Predimensionarea taluziuluiPredimensionarea taluziuluiPredimensionarea taluziuluiPredimensionarea taluziului

Fs A tg ( ) BC

H+ 2>= He 4.300m 1.4m+ 5.7m=:=

A,B=coeficienti care se iau in functie de pantataluzuluiAvem urmatoareledate:

1 18.2kN

m3:= 2 19.08

kN

m3:= 1 29.6 := 2 27.7 := c1 30.75kPa:= c2 36.5kPa:=

h2 1.4m:= h1 4.30m:=

tgtan 1( ) h1 tan 2( ) h2+

h1 h2+0.558=:= C

c1 h1 c2 h2+

h1 h2+32.162

kN

m2

=:=

1 h1 2 h2+

h1 h2+18.416

kN

m3

=:=

A 2.34:=

Impun panta 1:1cu: B 5.79:=

Fs A tg BC

H+ 2.962=:= 2.962 2>

Sectiune transversala prin taluz

Cota de fundare

Cota terenului natural

1:1

S1

S2

5.7

0

1.4

045.00

Calculul stabilitatii aCalculul stabilitatii aCalculul stabilitatii aCalculul stabilitatii ataluzuluitaluzuluitaluzuluitaluzului

Cota de fundare


S1

S2

5.7

0

1.4

0

11 10 9 87

65

4

3

2

1

O1

O2

1213

19.77 67.72


16/42

A1 0.3644m2

:= A2 1.8315m2

:= A3 2.903m2

:= A4 3.929m2

:= A51 4.3m2

:= A52 4.9175m2

:=

A61 4.30m2

:= A62 1.363m2

:= A71 4.3m2

:= A72 1.553m2

:= A81 3.941m2

:= A82 1.824m2

:=

A91 2.981m2

:= A92 1.922m2

:= A101 1.881m2

:= A102 1.998m2

:= A111 0.981m2

:=

A

112

1.284m2

:= A

12

1.5052m2

:= A

13

0.3057m2

:=

l1 0.97m:= l2 1.92m:= l3 1.66m:= l4 1.38m:= l5 1.17m:= l6 1.1m:= l7 1.05m:= l8 1.02m:=

l9 1.01m:= l10 1m:= l11 1.01m:= l12 1.02m:= l13 0.71m:=

1 67.72:= 2 19.77 :=

G1 A1 1 m 1 6.632 kN=:= G2 A2 1 m 1 33.333 kN=:= G3 A3 1 m 1 52.835 kN=:=

N1 G1 cos 1( ) 2.514 kN=:= N2 G2 cos 1( ) 12.638 kN=:= N3 G3 cos 1( ) 20.031 kN=:=

T1 G1 sin 1( ) 6.137 kN=:= T2 G2 sin 1( ) 30.845 kN=:= T3 G3 sin 1( ) 48.89 kN=:=

Ff1 N1 tan 1( ) 1.428 kN=:= Ff2 N2 tan 1( ) 7.179 kN=:= Ff3 N3 tan 1( ) 11.379 kN=:=

C1 c1 l1 29.828kN

m=:= C2 c1 l2 59.04

kN

m=:= C3 c1 l3 51.045

kN

m=:=

G4 A4 1 m 1 71.508 kN=:= G5 A51 1 m 1 A52 1 m 2+ 172.086 kN=:=

N4 G4 cos 1( ) 27.111 kN=:= N5 G5 cos 1( ) 65.243 kN=:=

T4

G4

sin 1( )

66.169 kN=:= T5

G5

sin 1( )

159.238 kN=:=

Ff4 N4 tan 1( ) 15.401 kN=:= Ff5 N5 tan 1( ) 37.063 kN=:=

C4 c2 l4 50.37kN

m=:= C5 c2 l5 42.705

kN

m=:=

G6 A61 1 m 1 A62 1 m 2+ 104.266 kN=:= G7 A71 1 m 1 A72 1 m 2+ 107.891 kN=:=

N6 G6 cos 1( ) 39.531 kN=:= N7 G7 cos 1( ) 40.905 kN=:=

T6 G6 sin 1( ) 96.482 kN=:= T7 G7 sin 1( ) 99.836 kN=:=


C6 c2 l6 40.15kN

m=:= C7 c2 l7 38.325

kN

m=:=

G8 A81 1 m 1 A82 1 m 2+ 106.528 kN=:= G9 A91 1 m 1 A92 1 m 2+ 90.926 kN=:=

N8 G8 cos 1( ) 40.388 kN=:= N9 G9 cos 1( ) 34.473 kN=:=

T8 G8 sin 1( ) 98.575 kN=:= T9 G9 sin 1( ) 84.138 kN=:=


C8 c2 l9 36.865kN

m=:= C9 c2 l9 36.865

kN

m=:=


17/42

G10 A101 1 m 1 A102 1 m 2+ 72.356 kN=:= G11 A111 1 m 1 A112 1 m 2+ 42.353 kN=:=

N10 G10 cos 2( ) 68.091 kN=:= N11 G11 cos 2( ) 39.857 kN=:=

T10 G10 sin 2( ) 24.474 kN=:= T11 G11 sin 2( ) 14.326 kN=:=


C10 c2 l10 36.5kN

m=:= C11 c2 l11 36.865

kN

m=:=

G12 A12 1 m 2 28.719 kN=:= G13 A13 1 m 2 5.833 kN=:=

N12 G12 cos 2( ) 27.026 kN=:= N13 G13 cos 2( ) 5.489 kN=:=

T12 G12 sin 2( ) 9.714 kN=:= T13 G13 sin 2( ) 1.973 kN=:=


C12 c2 l12 37.23kN

m=:= C13 c2 l13 25.915kN

m=:=

F Ff1 Ff2+ Ff3+ Ff4+ Ff5+ Ff6+ Ff7+ Ff8+ Ff9+ Ff10+ Ff11+ Ff12+ Ff13+ 240.467 kN=:=

C C1 C2+ C3+ C4+ C5+ C6+ C7+ C8+ C9+ C10+ C11+ C12+ C13+ 521.702kN

m=:=

Tp T1 T2+ T3+ T4+ T5+ T6+ T7+ T8+:=

Tm T9 T10+ T11+ T12+ T13+:=

Fs

F C 1 m+ Tm

+

Tp

1.313=:= 1.313 1.3

Calculul stabilitatii pentru a douaCalculul stabilitatii pentru a douaCalculul stabilitatii pentru a douaCalculul stabilitatii pentru a douarupere a taluzuluirupere a taluzuluirupere a taluzuluirupere a taluzului

Cota de fundare


S1

S2

5.7

0

1.4

0

1110 9 8

76

54

3

2

1

O 1

O2

17.0073.4

2

A1 0.1644m

2

:= A2 1.6315m

2

:= A3 2.903m

2

:= A4 3.829m

2

:= A51 4m

2

:= A52 4.9175m

2

:=

A61 4.0m2

:= A62 1.063m2

:= A71 4m2

:= A72 1.453m2

:= A81 3.741m2

:= A82 1.724m2

:=


18/42

A91 1.781m2

:= A92 1.938m2

:= A10 1.884m2

:= A11 0.781m2

:=

l1 0.91m:= l2 1.82m:= l3 1.46m:= l4 1.28m:= l5 1.17m:= l6 1.1m:= l7 1.05m:= l8 1.02m:=

l9 1m:= l10 1.01m:= l11 0.71m:= 1 73.42:= 2 17 :=

G1 A1 1 m 1 2.992 kN=:= G2 A2 1 m 1 29.693 kN=:= G3 A3 1 m 1 52.835 kN=:=

N1 G1 cos 1( ) 0.854 kN=:= N2 G2 cos 1( ) 8.473 kN=:= N3 G3 cos 1( ) 15.077 kN=:=

T1 G1 sin 1( ) 2.868 kN=:= T2 G2 sin 1( ) 28.459 kN=:= T3 G3 sin 1( ) 50.638 kN=:=

Ff1 N1 tan 1( ) 0.485 kN=:= Ff2 N2 tan 1( ) 4.813 kN=:= Ff3 N3 tan 1( ) 8.565 kN=:=

C1 c1 l1 27.983kN

m=:= C2 c1 l2 55.965

kN

m=:= C3 c1 l3 44.895

kN

m=:=

G4 A4 1 m 1 69.688 kN=:= G5 A51 1 m 1 A52 1 m 2+ 166.626 kN=:=

N4 G4 cos 1( ) 19.886 kN=:= N5 G5 cos 1( ) 47.547 kN=:=T4 G4 sin 1( ) 66.79 kN=:= T5 G5 sin 1( ) 159.698 kN=:=


C4 c1 l4 39.36kN

m=:= C5 c2 l5 42.705

kN

m=:=

G6 A61 1 m 1 A62 1 m 2+ 93.082 kN=:= G7 A71 1 m 1 A72 1 m 2+ 100.523 kN=:=

N6 G6 cos 1( ) 26.561 kN=:= N7 G7 cos 1( ) 28.685 kN=:=

T6 G6 sin 1( ) 89.212 kN=:= T7 G7 sin 1( ) 96.344 kN=:=


C6 c2 l6 40.15kN

m=:= C7 c2 l7 38.325

kN

m=:=

G8 A81 1 m 1 A82 1 m 2+ 100.98 kN=:= G9 A91 1 m 1 A92 1 m 2+ 69.391 kN=:=

N8 G8 cos 1( ) 28.815 kN=:= N9 G9 cos 2( ) 66.359 kN=:=

T

8

G

8

sin 1( )

96.782 kN=:= T

9

G

9

sin 2( )

20.288 kN=:=


C8 c2 l9 36.5kN

m=:= C9 c2 l9 36.5

kN

m=:=

G10 A10 1 m 2 35.947 kN=:= G11 A11 1 m 2 14.901 kN=:=

N10 G10 cos 2( ) 34.376 kN=:= N11 G11 cos 2( ) 14.25 kN=:=

T10 G10 sin 2( ) 10.51 kN=:= T11 G11 sin 2( ) 4.357 kN=:=


C10 c2 l10 36.865kN

m=:= C11 c2 l11 25.915

kN

m=:=


19/42

F Ff1 Ff2+ Ff3+ Ff4+ Ff5+ Ff6+ Ff7+ Ff8+ Ff9+ Ff10+ Ff11+ 165.245 kN=:=

C C1 C2+ C3+ C4+ C5+ C6+ C7+ C8+ C9+ C10+ C11+ 425.163kN

m=:=

Tp. T1 T2+ T3+ T4+ T5+ T6+ T7+:=

Tm. T8 T9+ T10+ T11+:=

Fs.

F C 1 m+ Tm.+

Tp.

1.32=:= 1.32 1.3

Proiectarea fundatiilor izolateProiectarea fundatiilor izolateProiectarea fundatiilor izolateProiectarea fundatiilor izolate

A. Proiectarea fundatiilor rigide, alcatuite din bloc de beton simplu si cuzinetA. Proiectarea fundatiilor rigide, alcatuite din bloc de beton simplu si cuzinetA. Proiectarea fundatiilor rigide, alcatuite din bloc de beton simplu si cuzinetA. Proiectarea fundatiilor rigide, alcatuite din bloc de beton simplu si cuzinetdin beton armat pentru un stalp central si un stalp marginaldin beton armat pentru un stalp central si un stalp marginaldin beton armat pentru un stalp central si un stalp marginaldin beton armat pentru un stalp central si un stalp marginal

Stalp central B4:Stalp central B4:Stalp central B4:Stalp central B4:

-adancimea de fundare:

Df. 1.0m:=

Fortele axiale si momentele incovoietoare, evaluate prin analiza structurala:

Nasb4 677kN:= Masb4 65kN m:=

Nfb4. 1.05 Nasb4 710.85 kN=:= Mfb4. 1.05 Masb4 68.25 kN m=:=

Nfb4 15kN Nfb4.+ 725.85 kN=:= Mfb4 15kN m Mfb4.+ 83.25 kN m=:=

Determinarea presiunii Ppl

Pefmax Ppl 1.2:= Ppl ml B N1 q N2+ c N3+( )= ml 1.4:= 18.2kN

m3

:=

qb4 1m 18.2kN

m2

=:= N1 0.98:= N2 4.93:= N3 7.4:= c 30.75kPa:= 1.2:=

Stabilirea dimensiunilor fundatiei:

nL

B=

ls

b

s

= n 1.1 1.3..( )= L 1.2 B= eb483.25 kN m

725.85 kN11.469 cm=:=

Pefmax

Nfb4

Bb4 Lb41

6 eb4

Lb4

+

=

Nfb4

Bb4 1.2 Bb41

6 eb4

1.2 Bb4+

ml Bb4 N1 qb4 N2+ c N3+( )=

Nfb4

Bb4 1.2 Bb41

6 eb4

1.2 Bb4+

ml Bb4 N1 qb4 N2+ c N3+( )=

Bc1 1.334m=

Pentr

u

n 1.2:= L. 1.2 1.335 m 1.6 m=:=

Adopt cavalori:

Bb4 1.4m:= Lb4 1.6m:=


20/42

Verificare

Pplb4 1.4 Bb4 0.98 qb4 4.93+ c 7.4+( ) 479.145kN

m2

=:= Pplb4 574.974kN

m2

=

Pefmax PplPefmaxb4

Nfb4

Bb4Lb4

1

6 eb4

Lb4

+

463.41

kN

m2

=:=

Pefmin Ppl 0Pefminb4

Nfb4

Bb4 Lb41

6 eb4

Lb4

184.671

kN

m2

=:=

Pe verticala avem urmatoarele dimensiuni:

hc 30cm lcb4 0.5 Lb4 80 cm=:=lcb4

bcb4

Lb4

Bb4

= bcb4

lcb4 Bb4

Lb4

70 cm=:=lcb4

Lb4

0.5=

l0b4 30cm:=tan ( ) 1

tan ( ) f Pefmax C8.10,( )= Pefmaxb4 463.41 kNm

2= C8/10 tan ( ) 1.5=

tan ( )Hc1

Lb4 lcb4

2

= Hb4 1.5Lb4 lcb4

2 60 cm=:= Hb4 0.6 m= H 70cm

1treapta

tan ( )hcb4

l0b4

= 1= hcb4 l0b4 30 cm=:= l2b4

Lb4 lcb4

240 cm=:=

l1b4

lcb4 l2b4

220 cm=:=

Adopt ca valori pentru fundatie:

Bb4 1.4 m= Lb4 1.6m= Hb4 0.6 m= hcb4 0.3 m= l1b4 0.2 m= l2b4 0.4 m= l0b4 0.3 m=

lcb4 80 cm= bcb4 0.7 m=

0.00

0.60+

600

300

8

00

1

400

Y

X

800 400

1600

300

200 400

800

1600

I.Verificarea terenului de fundare laI.Verificarea terenului de fundare laI.Verificarea terenului de fundare laI.Verificarea terenului de fundare laSLDSLDSLDSLDef adm adm 8cm:=

-Metoda insumarii pe strat elementare(L.Hooke)

E= ef= ef

z

E= Ei M2_3 M0= M0 f Ic e,( )= M0 1.1:=


21/42


22/42

zmed1

z1med hi z2med hi+ z3med hi+ z4med hi+ z5med hi+ z6med hi+

EI

:=

zmed1 7.38 cm=

zmed2

z7med hi z8med hi+

EII

0.564 cm=:=

ef

0

zmed1

zmed2

+

( ) 6.752 cm=:=

ef6.752

max= 8cm=

II.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateportantaportantaportantaportanta

Nsb4 0.75 Nfb4 544.388 kN=:= Msb4 1.5 Mfb4 124.875 kN m=:=

ec12

Msb4

Nsb4

22.939 cm=:= L11b4 Lb4 2.ec12 1.141m=:= B11b4 Bb4 1.4m=:= mc 0.9:=

Pefmed. mc Pcr Pcr mc B1 N q Nq q+ c Nc c+( )=

N 6.3:= Nq 13.9:= Nc 24.8:= 1 0.4B11b4

L11b4

0.509=:= q 1 0.3B11b4

L11b4

+ 1.368=:=

c 1 0.3B11b4

L11b4

+ 1.368=:=

Pcr mc B11b4 N q Nq q+ c Nc c+( ) 1312.86kN

m2

=:=

P

efmed.

Nsb4

L11b4 B11b4

340.728kN

m2=:=

Pefmed 340.728kN

m2

mc Pcr= 1312.86kN

m2

=

III.ArmareaIII.ArmareaIII.ArmareaIII.Armareacuzinetuluicuzinetuluicuzinetuluicuzinetului

h.c

l.1

l.c

l.x

l.y

P.c1

P.c2

P.med

l.s

b.s

b.c

l.c

max = 10 mm distanta dintre bare

100...250mm

Pc1 Pc2N

bc1 lc1

6M

bc1 lc1+=, Pc1b4

Nfb4

bcb4 lcb4

6Mfb4

bcb4 lcb42

+ 2411.116kN

m2

=:=


23/42

Pc2b4

Nfb4

bcb4 lcb4

6Mfb4

bcb4 lcb42

181.205kN

m2

=:=

Pcmedb4

Pc1b4 Pc2b4+

21296.161

kN

m2

=:=

Pcob4 Pc2b4

Pc1b4 Pc2b4( ) lcb4 l1b4( )lcb4

+ 1853.638kN

m2

=:=

Calculul momentelorincovoietoare :

Mxb4 bcb4 Pcob4

l1b42

2 Pc1b4 Pcob4( )

l1b42

3+

31.154 kN m=:=

Myb4 lcb4

Pcmedb4 bcb42

2

254.047 kN m=:=

Armarea cuzinetuluiArmarea cuzinetuluiArmarea cuzinetuluiArmarea cuzinetului

Dupa directia x:

Clasa de beton este C20/25:

cc.. 1:= c.. 1.5:= fc.k. 20N

mm2

:=f

cd..

cc.

fc.k.

c 13.333

N

mm2=:=

Am ales otelul beton marca PC-52, avand urmatoarele caracteristici:

fyk.. 335N

mm2

:=

31.154

1 0.262

13.33333 103

0.035=:=d0x1 hcb4 2.5cm

10mm

2 10mm 26 cm=:= 0.035 lim< 0.403=

x1 1 1 2 0.035=:= Asx1 0.035 1 m d0x1fcd..

f

yk..

3.6 cm2

=:=

Aleg 4 12 la distanta 200 mm A.s=4.520cm2 pentru:lcb4 0.8 m=

Dupa directia y:

d0y1 hcb4 2.5cm10mm

2 27 cm=:=

254.047

1 0.272

13.33333 103

0.261=:= 0.261 lim< 0.403=

y1 1 1 2 0.309=:= Asy1 0.309 1 m d0y1fcd..

fyk..

:= Asy1 33.206 cm2

=

Aleg 7 25 la distanta 100 mm A.s=34.37cm2pentru:

bcb4 0.7 m=


24/42

Stalp marginal E2:Stalp marginal E2:Stalp marginal E2:Stalp marginal E2:


Df. 1 m=


Nase2 448kN:= Mase2 189kN m:=

Nfe2. 1.05 Nase2 470.4 kN=:= Mfe2. 1.05 Mase2 198.45 kN m=:=

Nfe2 15kN Nfe2.+ 485.4 kN=:= Mfe2 15kN m Mfe2.+ 213.45 kN m=:=


Pefmax Ppl 1.2:= Ppl ml B N1 q N2+ c N3+( )= ml. 1.4:= 18.2kN

m3

:=

qe2 Df. 18.2kN

m2

=:= N1. 0.98:= N2. 4.93:= N3. 7.4:= c 30.75 kPa=


nL

B=

ls

bs

= n 1.1 1.3..( )= L 1.2 B= ee2

Mfe2

Nfe2

43.974 cm=:=

Pefmax

Ne2

Be2 Le21

6 ee2

Le2

+

=

Nfe2

Be2 1.2 Be21

6 ee2

1.2 Be2+

ml. Be2 N1. qe2 N2.+ c N3.+( )=

Nfe2

B

e2

1.2 B

e2

1

6 ee2

1.2 B

e2

+

ml. Be2 N1. qe2 N2.+ c N3.+( )=

B 1m=

Pentru n 1.2:= L... 1.2 1 m 1.2m=:=

Adopt cavalori:

Be2 1m:= Le2 1.2m:=

I.Verificare SLDI.Verificare SLDI.Verificare SLDI.Verificare SLD

Pple2 ml Be2 N1 qe2 N2+ c N3+( ) 469.157kN

m2

=:= Pple2 562.988kN

m2

=

Pefmax

Ppl

Pefmaxe2

Nfe2

Be2 Le21

6 ee2

Le2+

1293.875

kN

m2=:=

Pefmin Ppl 0Pefmine2

Nfe2

Be2 Le21

6 ee2

Le2

484.875

kN

m2

=:=

Pe verticala avem urmatoarele dimensiuni:

hc 30cm lce2 0.5 Le2 60 cm=:=lce2

bce2

Le2

Be2

= bce2

lce2 Be2

Le2

50 cm=:=lcb1

Lb1

0.5=

l0e2 30cm:=tan ( ) 1

tan ( ) f Pefmax C8.10,( )= Pefmaxe2 1.294 103 kN

m2

= C8/10 tan ( ) 1.5=


25/42

tan ( )H

L lc

2

= He2 1.5Le2 lce2

2 45 cm=:= H 70cm 1

treapta

tan ( )hc

l0

= 1= hce2 l0e2 30 cm=:= l2e2

Le2 lce2

230 cm=:= l1e2

lce2 l2e2

215 cm=:=

Adopt ca valori pentrufundatie:Be2 1 m= Le2 1.2 m= He2 0.45 m= hce2 0.3m= l1e2 0.15 m= l2e2 0.3 m= l0e2 0.3 m=

lce2 60 cm= bce2 0.5m=

II.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateportantaportantaportantaportantaNse2 0.75 Nfe2 364.05 kN=:= Mse2 1.5 Mfe2 320.175 kN m=:=

e2e2

Mse2

Nse2

87.948 cm=:= L11e2 Le2 1.2 m=:= B11e2 Be2 1 m=:= mc 0.9:=

Pefmed. mc Pcr Pcr mc B11e2 N q Nq q+ c Nc c+( )=

N 6.3= Nq 13.9= Nc 24.8= e2 1 0.4B11e2

L11e2

0.667=:= qe2 1 0.3B11e2

L11e2

+ 1.25=:=

ce2 1 0.3B11e2

L11e2

+ 1.25=:=

Pcre2 mc B11e2

N

e2

qe2 Nq

qe2+

c Nc

ce2+

( ) 1211.323

kN

m2

=:=

Pefmed2 303.375kN

m2

mc Pcr2= 1211.323kN

m2

= Pefmedb1

Nse2

L11e2 B11e2303.375

kN

m2

=:=

III.Armarea cuzinetuluiaIII.Armarea cuzinetuluiaIII.Armarea cuzinetuluiaIII.Armarea cuzinetuluia


100...250mm

h.c

l.1

l.c

l.x

l.y

P.c1

P.c2

P.med

l.s

b.s

b.c

l.c

Pc1 Pc2N

bc lc

6M

bc lc2

+=,Pc1e2

Nfe2

bce2 lce2

6Mfe2

bce2 lce22

+ 8733kN

m2

=:=


26/42

Pc2e2

Nfe2

bce2 lce2

6Mfe2

bce2 lce22

5497kN

m2

=:=Pcmede2

Pc1e2 Pc2e2+

21618

kN

m2

=:=

Pcoe2 Pc2e2

Pc1e2 Pc2e2( ) lce2 l1e2( )

lce2

+ 5175.5kN

m2

=:=

Calculul momentelor

incovoietoare :

Mxe2 bce2 Pcoe2

l1e22

2 Pc1e2 Pcoe2( )

l1e22

3+

42.453 kN m=:=

Mye2 lce2

Pcmede2 bce22

2

121.35 kN m=:=


Dupa directia x:


cc... 1:= c... 1.5:= fck.. 20N

mm2

:= fcd... cc.

fck..

c 13.333

N

mm2

=:=

Am ales otelul beton marca PC-52, avand urmatoarele caracteristici: fyk... 335N

mm2

:=

.42.453

1 0.262 13.33333 103

0.047=:=d0x2 hce2 2.5cm

10mm

2 10mm 26 cm=:= 0.047 lim< 0.403=

x2 1 1 2 . 0.048=:= Asxb1 0.047 1 m d0x2fcd..fyk..

4.9 cm2=:=

Aleg 3 16 la distanta 200 mm A.s=6.03cm2 pentru lungimeapentru:

lce2 0.6m=

Dupa directia y:

d0y2 hce2 2.5cm10mm

2 27 cm=:= ..

121.35

1 0.272

13.33333 103

0.125=:= 0.125 lim< 0.403=

y2 1 1 2 .. 0.134=:= Asy2 0.134 1 m d0y2fcd..

fyk..

:= Asy2 14.4 cm2

=

Aleg 5 20 la distanta 100 mm A.s=15.70 cm2

pentru:bce2 0.5m=

Calculul lungimii deancoraj:ea 6cm:= lce2 0.6m=

Ta1

2Pc1e2 ea lce2 15719.4 daN=:= Aa

15719.4daN

3350daN

cm2

4.692 cm2

=:= Rezulta armatura 1 10cu

A.sef=0.785cm2Ta Aa fyk=


27/42

B. Proiectarea fundatiilor rigide, alcatuite din beton armat monolit sub formaB. Proiectarea fundatiilor rigide, alcatuite din beton armat monolit sub formaB. Proiectarea fundatiilor rigide, alcatuite din beton armat monolit sub formaB. Proiectarea fundatiilor rigide, alcatuite din beton armat monolit sub formade obelisc, pentru un stalp de rost si un stalp de colt.de obelisc, pentru un stalp de rost si un stalp de colt.de obelisc, pentru un stalp de rost si un stalp de colt.de obelisc, pentru un stalp de rost si un stalp de colt.

Stalp de colt A9:Stalp de colt A9:Stalp de colt A9:Stalp de colt A9:


Df. 1 m=

Fortele axiale si momentele incovoietoare, evaluate prin analiza structurala:Nasa9 170kN:= Masa9 78kN m:=

Nfa9. 1.05 Nasa9 178.5 kN=:= Mfa9. 1.05 Masa9 81.9 kN m=:=

Nfa9 Nfa9. 1 0.007 23+( ) 207.238 kN=:= Mfa9 Mfa9. 1 0.007 23+( ) 95.086 kN m=:=


Pefmax Ppl 1.2:= Ppl ml B N1 q N2+ c N3+( )= ml 1.4= 18.2kN

m3

=

q

a9

D

f.

18.2kN

m2=:= N

1

0.98= N

2

4.93= N

3

7.4= c 30.75 kPa=


nL

B=

ls

bs

= n 1.1 1.3..( )= L 1.2 B= ea9

Mfa9

Nfa9

45.882 cm=:=

Pefmax

Nb1

Bb1 Lb11

6 eb1

Lb1

+

=

Nfb1

Bb1 1.2 Bb11

6 eb1

1.2 Bb1+

ml. Bb1 N1. qb1 N2.+ c N3.+( )=

Ba9 1.196m=

Pentru

n 1.2= L.. 1.2 1.2 m 1.4m=:=

Adopt cavalori:

Ba9 1.2m:= La9 1.4m:=


Ppla9 ml Ba9 N1 qa9 N2+ c N3+( ) 474.151kN

m2

=:= Ppla9 568.981kN

m2

=

Pefmax PplPefmaxa9

Nfa9

Ba9 La91

6 ea9

La9

+

365.922

kN

m2

=:=

Pefmin Ppl 0Pefmina9

Nfa9

Ba9 La91

6 ea9

La9

119.21kN

m2

=:=

Ha9

La9

f Pfmax verificare,( )= Ha9 0.3 La9 0.42 m=:= H1a91

2Ha9 0.21 m=:= l1a9 40cm:=

II.Verificarea terenului de fundare la starea limita de capacitate portantaII.Verificarea terenului de fundare la starea limita de capacitate portantaII.Verificarea terenului de fundare la starea limita de capacitate portantaII.Verificarea terenului de fundare la starea limita de capacitate portanta

Nsa9 0.75 Nfa9 155.429 kN=:= Msa9 1.5 Mfa9 142.629 kN m=:=

Pefmed. mc Pcr Pcr mc B11g9 N q Nq q+ c Nc c+( )=

N 6.3= Nq 13.9= Nc 24.8= a9 1 0.4Ba9

La9

0.657=:= qa9 1 0.3Ba9

La9

+ 1.257=:=


28/42

ca9 1 0.3Ba9

La9

+ 1.257=:=

Pcra9 mc Ba9 N a9 qa9 Nq qa9+ c Nc ca9+( ) 1230.432kN

m2

=:=

Pefmeda9

Nsa9

La9 Ba992.517

kN

m2

=:= Pefmeda9 92.517kN

m2

mc Pcra9= 1230.432kN

m2

=

III.Armarea cuzinetuluiIII.Armarea cuzinetuluiIII.Armarea cuzinetuluiIII.Armarea cuzinetului


100...250mm

Pcmeda9

Pefmaxa9 Pefmina9+

2123.356

kN

m2

=:=

Pcoa9 Pefmina9

Pefmaxa9 Pefmina9( ) La9 l1a9( )

La9

+ 227.313kN

m2

=:=

Calculul momentelor incovoietoare :

Mxa9 Ba9 Pcoa9

l1a92

2 Pefmaxa9 Pcoa9( )

l1a92

3+

30.693 kN m=:=

Mya9 La9

Pcmeda9 Ba92

2

124.343 kN m=:=


Dupa directiax:


cc 1= c 1.5= fck. 25N

mm2

= fcd.. 13.333N

mm2

=

Am ales otelul beton marca PC-52, avand urmatoarele caracteristici: fyk 335N

mm

2=

...30.693

1 0.382

13.33333 103

0.016=:=d0x3 Ha9 2.5cm

10mm

2 10mm 38 cm=:= 0.016 lim< 0.403=

x3 1 1 2 ... 0.016=:= Asxa9 0.016 1 m d0x3fcd..

fyk..

2.4 cm2

=:=

Aleg 7 10 la distanta 200 mm A.s=5.495cm2 pentru lungimea de: La9 1.4 m=

Dupa directia

y:d0y3 Ha9 2.5cm10mm

2 39 cm=:= ....

124.343

1 0.392 13.33333 103

0.061=:= 0.061 lim< 0.403=


29/42

y3 1 1 2 .... 0.063=:= Asya9 0.063 1 m d0y2fcd..

fyk..

:= Asya9 6.77 cm2

=

Aleg 6 14 la distanta 200 mm A.s=9.24 cm2 pentru lungimea de:Ba9 1.2m=

Stalp de rost B6':Stalp de rost B6':Stalp de rost B6':Stalp de rost B6':


Df. 1 m=


Nasb6 196kN:= Masb6 35kN m:=

Nfb6. 1.05 Nasb6 205.8 kN=:= Mfb6. 1.05 Masb6 36.75 kN m=:=

Nfb6 Nfb6. 0.95 0.008 23+( ) 233.377 kN=:= Mfb6 Mfb6. 0.95 0.008 23+( ) 41.674 kN m=:=


Pefmax Ppl 1.2= Ppl ml B N1 q N2+ c N3+( )= ml 1.4= 18.2kN

m3

=

qb6 Df. 18.2kN

m2

=:= N1 0.98= N2 4.93= N3 7.4= c 30.75 kPa=


eM

N=

2

3bs= B= 2 bs= e

M

N=

3

4bs= B 2.25 bs= bs 40cm:= eb6

Mfb6

Nfb6

17.857 cm=:=

Pefmax

Nb6

Bb6 Lb61

6 eb6

Lb6

+

=

Nfb6

Bb6 1.2 Bb61

6 eb6

1.2 Bb6+

ml. Bb6 N1. qb6 N2.+ c N3.+( )=

Bd6 0.898m=

Pentru

n 1.2= L.... 1.2 0.9 m 1.1m=:=

Adopt cavalori:

Bb6 0.9m:= Lb6 1.1m:=


Pplb6 ml Bb6 N1 18.2kN

m2 N2+ c N3+

466.66kN

m2

=:= Pplb6 559.992kN

m2

=

Pefmax PplPefmaxb6

Nfb6

Bb6 Lb61

6 eb6

Lb6

+

465.346kN

m2

=:=

Pefmin Ppl 0Pefminb6

Nfb6

Bb6 Lb61

6 eb6

Lb6

6.123kN

m2

=:=

H

b6Lb6

f Pfmax verificare,( )= Hb6 0.3 Lb6 0.33 m=:= H1b6 12 Hb6 0.165 m=:= l1b6 30cm:=


30/42

II.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateII.Verificarea terenului de fundare la starea limita de capacitateportantaportantaportantaportanta

Nsb6 0.75 Nfb6 175.033 kN=:= Msb6 1.5 Mfb6 62.512 kN m=:=

Pefmed. mc Pcr Pcr mc B11 N q Nq q+ c Nc c+( )=

N 6.3= Nq 13.9= Nc 24.8= b6 1 0.4

Bb6

Lb6 0.673=:= qb6 1 0.3

Bb6

Lb6+ 1.245=:=

cb6 1 0.3Bb6

Lb6

+ 1.245=:=

Pcrb6 mc Bb6 N b6 qb6 Nq qb6+ c Nc cb6+( ) 1200.852kN

m2

=:=

Pefmedb6

Nsb6

Lb6 Bb6176.801

kN

m2

=:=

Pefmedb6 176.801kN

m2

mc Pcrb6= 1200.852kN

m2

=

Repartizarea momentului dat dinRepartizarea momentului dat dinRepartizarea momentului dat dinRepartizarea momentului dat dinexcentricitate:excentricitate:excentricitate:excentricitate:

Mb Mfb Mbst+= Mfb Mb Mbst=Mb Nfb6 e1= e1

Bb6

2

bs

2 0.25 m=:=

Mbst Mb

Ks

Ks

Kf

+= K.s - rigiditatea la rotire a stalpului

f(reazem)

K

s

0.4kN

cm3400000

kN

m3=:=

Ks

4 Kb

hst

= Kb 0.6 Eb Ib= Eb 240000daN

cm2

:= Ib40cm 40cm( )

3

12213333.333 cm

4=:=

Kb 0.6 Eb Ib 30720 kN m2

=:=

If

Lb6 Bb63

120.067 m

4=:=

Kf Kp If=

Kp Ks1=bs

Bs6

Ks1=

1 0.75 100000 63000..Ks1 = 100000kN

m3

Ks1

1kN

m3

0.825kN

m3

100000kN

m3

63000kN

m3

1kN

m3

0.75kN

m3

=

1 0.825 100000 Ks1..

1kN

m3

0.825kN

m3

100000

kN

m3

63000kN

m3

1kN

m3

0.75kN

m3

25900kN

m3

= Ks1 100000kN

m3

25900kN

m3

74100kN

m3

=:=

Kp

bs

Bb6

Ks1

32933.333kN

m3=:= K

fK

pIf

2200.77 kN m=:= Mb

Nfb6

e1

58.344 kN m=:=

Ks.

4 Kb

3.0m:= Mbst Mb

Ks.

Ks. Kf+ 55.369 kN m=:= MBf Mb

Kf

Kf Ks.+ 2.975 kN m=:=


31/42

III.Armarea cuzinetuluiIII.Armarea cuzinetuluiIII.Armarea cuzinetuluiIII.Armarea cuzinetului

Calculul momentelor incovoitoare pe cele 2Calculul momentelor incovoitoare pe cele 2Calculul momentelor incovoitoare pe cele 2Calculul momentelor incovoitoare pe cele 2directii:directii:directii:directii:

P1.2.3.4

Nfb6 Gfb6+

Lb6 Bb6

6 Mfb6

Bb6 Lb62

+

6 MBf

Bb62

Lb6

+=

Gfb6 0.85 24.50kN

m3

Df. Lb6 Bb6 20.617 kN=:=

P1b6

Nfb6 Gfb6+

Lb6 Bb6

6 Mfb6

Bb6 Lb62

6 MBf

Bb62

Lb6

6.914kN

m2

=:=

P2b6

Nfb6 Gfb6+

Lb6 Bb6

6 Mfb6

Bb6

Lb6

2

6 MBf

Bb6

2L

b6

+ 46.982kN

m2

=:=

P3b6

Nfb6 Gfb6+

Lb6 Bb6

6 Mfb6

Bb6 Lb62

+

6 MBf

Bb62

Lb6

+ 506.205kN

m2

=:=

P4b6

Nfb6 Gfb6+

Lb6 Bb6

6 Mfb6

Bb6 Lb62

+

6 MBf

Bb62

Lb6

466.138kN

m2

=:=

Pmed1.2

P

1b6

P

2b6

+

226.948 kN

m2

=:= Pmed3.4

P

3b6

P

4b6

+

2486.171 kN

m2

=:=

P0.1.4 P1b6

P4b6 P1b6( ) Bb6 0.7m( )

Lb6

+ 90.41kN

m2

=:=

P0.2.3 P2b6

P3b6 P2b6( ) Bb6 0.7m( )Lb6

+ 130.477kN

m2

=:=

P0med Pmed1.2

Pmed3.4 Pmed1.2( ) Bb6 0.7m( )

Lb6

+ 110.443kN

m2

=:=

Calculul momentelor incovoietoare : lx Lb6 0.4m 0.7m=:= ly Bb6 0.4m 0.5 m=:=

Mxb6

Lb6 lx2

62 P1b6 P0med+( )

lx3

62 P1b6 P0med+( )+ 18.268 kN m=:=

Myb6

P0med

63 Bb6 ly

2 lx

3( ) 6.111 kN m=:=


32/42


Dupa directiax:


cc 1= c 1.5= fck. 25N

mm2

= fcd.. 13.333N

mm2

=

Am ales otelul beton marca PC-52, avand urmatoarele caracteristici: fyk 335N

mm2

=

418.268

1 0.292 13.33333 103

0.016=:=d0x4 Hb6 2.5cm

10mm

2 10mm 29 cm=:= 0.016 lim< 0.403=

x4 1 1 2 4 0.016=:= Asxd6 0.016 1 m d0x4fcd..

fyk..

1.8 cm2

=:=

Aleg 5 10 la distanta 220 mm A.s=3.925cm2 pentru lungimea de: Lb6 1.1m=

Dupa directiay:

d0y4 Hb6 2.5cm10mm

2 30 cm=:= 4.

6.111

1 0.302

13.33333 103

0.005=:= 0.005 lim< 0.403=

y4 1 1 2 4. 0.005=:= Asyd6 0.005 1 m d0y4fcd..

fyk..

:= Asyd6 0.597 cm2

=

Aleg 5 10 la distanta 180 mm A.s=3.920 cm2 pentru lungimeade:

Bb6 0.9 m=


33/42

Proiectarea fundatiilor sub forma de retele de grinziProiectarea fundatiilor sub forma de retele de grinziProiectarea fundatiilor sub forma de retele de grinziProiectarea fundatiilor sub forma de retele de grinzi

L.c1 l.01 l.02 l.03 l.04 L.c2

L

l.1 l.2 l.3 l.4

B

H.1

H

b.f

l1. 5m:= l2. 3.5m:= l3. 5.5m:= l4. 4.5m:=

Lc1 0.2 0.8..( )l01= Lc2 0.2 0.8..( )l04= L li Lc1+ Lc2+ ls+=

H1 30cm H1

3

1

6..

max l0i= 0.83 1.67..( )= H1. 30cm:=

bf bs 10cm+ 50 cm=:= ls bf 50 cm=:=

l01 l1. bf 4.5 m=:= l02 l2. bf 3 m=:= l03 l3. bf 5 m=:= l04 l4. bf 4 m=:=

Lc1. 0.2 l01 1 m=:= Lc2. 0.2 l04 1 m=:=

1,100,30 0,50 0,30

1,2

00,9

0

0,3

0

Lf l1. l2.+ l3.+ l4.+ Lc1.+ Lc2.+ ls+ 21 m=:=

Hf.1

3max l01 l02, l03, l04,( ) 1.2m=:= Hf 1.2m:=

Af H1. 0.3m=:=

Bf bf 2 Af+ 1.1m=:=

Verificarea la SLD Grinda transversala 2-2:Verificarea la SLD Grinda transversala 2-2:Verificarea la SLD Grinda transversala 2-2:Verificarea la SLD Grinda transversala 2-2:NfA2 1 0.06 23+( ) 396 kN 942.48 kN=:= NfE2 1 0.06 23+( ) 448 kN 1066.24 kN=:=

NfB2 1 0.06 23+( ) 756 kN 1799.28 kN=:=

NfC2 1 0.06 23+( ) 768 kN 1827.84 kN=:=

NfD2 1 0.06 23+( ) 915 kN 2177.7 kN=:=

Pef Ppl 1= Pef Ppl Pt. clasa de betonC12/15:

E 270000daN

cm2

:=

P

ef

N Gf+

L B=

Hf

H1

0.197=

Bf

bf

2.2= 1.422:= If. bf Hf

3

12 0.102 m

4=:= Ks.. 2.4 10

4

kN

m3

:=


34/42

Le

44 E If.

Ks.. Bf4.524 m=:= .

1

Le

= wP

2 B k Lef1 x( )= p

P

2 B Lef1 x( )=

P

B k Le2

f2 x( )= MP Le

4f3 x( )= T

P

2f4 x( )=

1,00 0,50 4,50 0,50 3,00 0,50 5,00 0,50 4,00 0,50 1,00

5,00 3,50 5,50 4,50

N1 N2 N3 N4 N5V2V1 V4V3

1,25 2,50 2,50 1,75 1,75 2,75 2,75 2,25 2,25 1,25

A C D E F G H I J K B

Grinda incarcata cu forte , determinarea lui V.1 siV.2:

SectiuneaSectiuneaSectiuneaSectiuneaAAAAForta x x p[kN] f.3(x) f.4(x) L.e M[kNm] T[kN]

V.1 /2 -0.2079 0 0

V.2 /4 0 0.3224 0

N.1 1.25 0.17387 0.21734 942.48 0.61222 0.78573 4.524 652.5926 -370.2668

N.2 6.25 0.17387 1.08669 1799.28 -0.14157 0.15700 4.524 -288.0893 -141.2444

N.3 9.75 0.17387 1.69523 1827.84 -0.20492 -0.02278 4.524 -423.6273 20.82108

N.4 15.25 0.17387 2.65152 2177.7 -0.09545 -0.06224 4.524 -235.08 67.77097

N.5 19.75 0.17387 3.43393 1066.24 -0.02159 -0.03089 4.524 -26.04063 16.46867

-320.2446 -406.4505

MA MAi= 0=

GivenV1.

44.524 0.2079 320.2446 0= V1 1361.961 kN:= xv1

2 0.17387m 9.034m=:=

TA TAi= 0=

V2 2521.405 kN:=GivenV2.

20.3224 406.4505 0= xv2

4 0.17387m 4.517m=:=

SectiuneaSectiuneaSectiuneaSectiuneaBBBBForta x x p[kN] f.3(x) f.4(x) L.e M[kNm] T[kN]

N.1 19.75 0.17387 3.43393 942.48 -0.02159 -0.03089 4.524 -23.01806 14.55713

N.2 15.25 0.17387 2.65152 1799.28 -0.09545 -0.06224 4.524 -194.2301 55.99437

N.3 9.75 0.17387 1.69523 1827.84 -0.20492 -0.02278 4.524 -423.6273 20.82108

N.4 6.25 0.17387 1.08669 2177.7 -0.14157 0.15700 4.524 -348.6796 -170.9506

N.5 1.25 0.17387 0.21734 1066.24 0.61222 0.78573 4.524 738.2866 -418.8877

V.3 /2 0 0.3224 5.874 0

V.4 /4 -0.2079 0 5.874 0

-251.27 -498.47


35/42

TA TAi= 0=

GivenV3.

20.3224 498.47 0= V3 3092.246 kN:= xv3

2 0.17387m 9.034m=:=

MA MAi= 0=

GivenV4.

44.524 0.2079 251.27 0=

V41068.62

kN:=

xv4

4 0.17387 m 4.517m=:=

Calculul eforturilor in sectiuni

Sectiunea C

Forta x x f1 p f3 M f4 T

kN m 1/m - - kPa - kNm - kN

V1 -1361.96 9.03 0.17387 1.57 0.2079 -22.38 -0.2079 407.09 0.0000 0.00

V2 -2521.41 4.52 0.17387 0.79 0.6448 -128.49 0.0000 0.00 0.3224 406.45

N1 942.48 0.00 0.17387 0.00 1.0000 74.49 1.0000 1355.15 1.0000 -471.24

N2 1799.28 5.00 0.17387 0.87 0.5908 84.01 -0.0497 -128.62 0.2705 243.38N3 1827.84 8.50 0.17387 1.48 0.2483 35.87 -0.2060 -541.33 0.0212 19.34

N4 2177.7 14.00 0.17387 2.43 -0.0097 -1.66 -0.1236 -387.04 -0.0666 -72.55

N5 1066.24 18.50 0.17387 3.22 -0.0430 -3.62 -0.0370 -56.69 -0.0400 -21.31

V3 -3092.25 23.02 0.17387 4.00 -0.0258 6.30 0.0019 -8.66 -0.0119 18.41

V4 -1068.62 32.05 0.17387 5.57 0.0004 -0.03 0.0054 -8.24 0.0029 -1.54

44.48 631.67 st -64.79

dr 185.73

Sectiunea D



V1 -1361.96 14.80 0.17387 2.57 -0.0232 2.50 -0.1054 206.31 -0.0643 -43.78

V2 -2521.41 5.77 0.17387 1.00 0.5063 -100.90 -0.1121 406.31 0.1971 248.52

N1 942.48 2.50 0.17387 0.43 0.8599 64.05 0.3146 426.33 0.5873 -276.74

N2 1799.28 2.50 0.17387 0.43 0.8599 122.28 0.3146 813.91 0.5873 528.33

N3 1827.84 6.00 0.17387 1.04 0.4818 69.60 -0.1270 -333.89 0.1774 162.10

N4 2177.7 11.50 0.17387 2.00 0.0669 11.51 -0.1794 -561.85 -0.0563 -61.29

N5 1066.24 16.00 0.17387 2.78 -0.0362 -3.05 -0.0798 -122.27 -0.0580 -30.90

V3 -3092.25 20.52 0.17387 3.57 -0.0374 9.13 -0.0140 62.37 -0.0257 39.72

V4 -1068.62 25.04 0.17387 4.35 -0.0166 1.40 0.0075 -11.56 -0.0045 2.41176.52 885.66 st -72.01

dr 640.38


36/42

Sectiunea E



V1 -1361.96 14.03 0.17387 2.44 -0.0103 1.10 -0.1229 240.70 -0.0666 -45.34

V2 -2521.41 9.52 0.17387 1.66 0.1743 -34.72 -0.2065 748.57 -0.0161 -20.31

N1 942.48 5.00 0.17387 0.87 0.5908 44.01 -0.0497 -67.37 0.2705 -127.49

N2 1799.28 0.00 0.17387 0.00 1.0000 142.20 1.0000 2587.11 1.0000 899.64N3 1827.84 3.50 0.17387 0.61 0.7575 109.43 0.1354 355.82 0.4465 408.03

N4 2177.7 9.00 0.17387 1.56 0.2104 36.21 -0.2079 -650.89 0.0012 1.36

N5 1066.24 13.50 0.17387 2.35 0.0012 0.10 -0.1352 -207.33 -0.0670 -35.73

V3 -3092.25 18.02 0.17387 3.13 -0.0432 10.56 -0.0439 195.40 -0.0436 67.38

V4 -1068.62 22.53 0.17387 3.92 -0.0281 2.38 -0.0003 0.42 -0.0142 7.59

311.26 3202.42 st -193.14

dr 1348.27

Sectiunea FForta x x f1 p f3 M f4 T


V1 -1361.96 15.78 0.17387 2.74 -0.0344 3.70 -0.0842 164.96 -0.0593 -40.39

V2 -2521.41 11.27 0.17387 1.96 0.0770 -15.34 -0.1838 666.44 -0.0534 -67.34

N1 942.48 6.75 0.17387 1.17 0.4048 30.15 -0.1656 -224.35 0.1196 -56.37

N2 1799.28 1.75 0.17387 0.30 0.9248 131.50 0.4828 1248.99 0.7038 -633.14

N3 1827.84 1.75 0.17387 0.30 0.9248 133.59 0.4828 1268.81 0.7038 643.19

N4 2177.70 7.25 0.17387 1.26 0.3565 61.36 -0.1834 -574.31 0.0865 94.24

N5 1066.24 11.75 0.17387 2.04 0.0565 4.76 -0.1744 -267.41 -0.0590 -31.44

V3 -3092.25 16.27 0.17387 2.83 -0.0380 9.30 -0.0744 330.76 -0.0562 86.91V4 -1068.62 20.79 0.17387 3.61 -0.0362 3.06 -0.0117 17.97 -0.0240 12.80

362.08 2631.86 st -797.24

dr 805.72

Sectiunea G



V1 -1361.96 17.54 0.17387 3.05 -0.0428 4.61 -0.0515 100.90 -0.0472 -32.12

V2 -2521.41 13.02 0.17387 2.26 0.0136 -2.70 -0.1464 530.72 -0.0664 -83.72

N1 942.48 8.50 0.17387 1.48 0.2483 18.49 -0.2060 -279.12 0.0212 -9.97

N2 1799.28 3.50 0.17387 0.61 0.7575 107.72 0.1354 350.26 0.4465 -401.65

N3 1827.84 0.00 0.17387 0.00 1.0000 144.46 1.0000 2628.17 1.0000 913.92

N4 2177.70 5.50 0.17387 0.96 0.5356 92.18 -0.0924 -289.41 0.2216 241.27

N5 1066.24 10.00 0.17387 1.74 0.1439 12.13 -0.2026 -310.68 -0.0294 -15.66

V3 -3092.25 14.52 0.17387 2.52 -0.0190 4.64 -0.1117 496.48 -0.0653 101.00

V4 -1068.62 19.04 0.17387 3.31 -0.0421 3.56 -0.0298 45.86 -0.0360 19.22

385.08 3273.17 st 386.45

dr 345.83


37/42

Sectiunea H



V1 -1361.96 20.29 0.17387 3.53 -0.0383 4.12 -0.0161 31.61 -0.0272 -18.53

V2 -2521.41 15.77 0.17387 2.74 -0.0343 6.83 -0.0844 306.14 -0.0594 -74.84

N1 942.48 11.25 0.17387 1.96 0.0779 5.80 -0.1842 -249.61 -0.0531 25.04

N2 1799.28 6.25 0.17387 1.09 0.4556 64.78 -0.1416 -366.25 0.1570 -141.24N3 1827.84 2.75 0.17387 0.48 0.8357 120.72 0.2652 696.88 0.5504 -503.03

N4 2177.70 2.75 0.17387 0.48 0.8357 143.82 0.2652 830.27 0.5504 599.31

N5 1066.24 7.25 0.17387 1.26 0.3565 30.04 -0.1834 -281.19 0.0865 46.14

V3 -3092.25 11.77 0.17387 2.05 0.0557 -13.61 -0.1740 773.69 -0.0592 91.47

V4 -1068.62 16.29 0.17387 2.83 -0.0382 3.22 -0.0740 113.70 -0.0561 29.97

365.73 1855.24 st -712.60

dr 766.89

Sectiunea I



V1 -1361.96 23.04 0.17387 4.01 -0.0257 2.76 0.0020 -3.98 -0.0118 -8.05

V2 -2521.41 18.52 0.17387 3.22 -0.0430 8.56 -0.0367 133.04 -0.0398 -50.21

N1 942.48 14.00 0.17387 2.43 -0.0097 -0.72 -0.1236 -167.51 -0.0666 31.40

N2 1799.28 9.00 0.17387 1.56 0.2104 29.91 -0.2079 -537.79 0.0012 -1.12

N3 1827.84 5.50 0.17387 0.96 0.5356 77.37 -0.0924 -242.91 0.2216 -202.51

N4 2177.70 0.00 0.17387 0.00 1.0000 172.11 1.0000 3131.22 1.0000 1088.85

N5 1066.24 4.50 0.17387 0.78 0.6467 54.50 0.0019 2.96 0.3243 172.90

V3 -3092.25 9.02 0.17387 1.57 0.2089 -51.06 -0.2079 924.27 0.0005 -0.80V4 -1068.62 13.54 0.17387 2.35 0.0003 -0.02 -0.1343 206.37 -0.0670 35.81

293.41 3445.67 st 858.36

dr 207.91

Sectiunea J



V1 -1361.96 25.29 0.17387 4.40 -0.0155 1.67 0.0079 -15.45 -0.0038 -2.60

V2 -2521.41 20.77 0.17387 3.61 -0.0363 7.24 -0.0119 43.01 -0.0241 -30.37

N1 942.48 16.25 0.17387 2.83 -0.0379 -2.82 -0.0748 -101.34 -0.0563 26.55

N2 1799.28 11.25 0.17387 1.96 0.0779 11.08 -0.1842 -476.53 -0.0531 47.81

N3 1827.84 7.75 0.17387 1.35 0.3110 44.93 -0.1959 -514.82 0.0576 -52.60

N4 2177.70 2.25 0.17387 0.39 0.8830 151.97 0.3673 1150.08 0.6251 -680.69

N5 1066.24 2.25 0.17387 0.39 0.8830 74.41 0.3673 563.10 0.6251 333.28

V3 -3092.25 6.77 0.17387 1.18 0.4028 -98.44 -0.1664 739.76 0.1182 -182.78

V4 -1068.62 11.29 0.17387 1.96 0.0761 -6.43 -0.1835 281.88 -0.0537 28.68

183.60 1669.69 st -691.90

dr 179.18


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Sectiunea K



V1 -1361.96 27.54 0.17387 4.79 -0.0077 0.83 0.0089 -17.50 0.0006 0.43

V2 -2521.41 23.02 0.17387 4.00 -0.0258 5.13 0.0019 -7.07 -0.0119 -15.01

N1 942.48 18.50 0.17387 3.22 -0.0430 -3.20 -0.0370 -50.11 -0.0400 18.84

N2 1799.28 13.50 0.17387 2.35 0.0012 0.17 -0.1352 -349.88 -0.0670 60.29

N3 1827.84 10.00 0.17387 1.74 0.1439 20.79 -0.2026 -532.59 -0.0294 26.84

N4 2177.70 4.50 0.17387 0.78 0.6467 111.30 0.0019 6.04 0.3243 -353.14

N5 1066.24 0.00 0.17387 0.00 1.0000 84.27 1.0000 1533.10 1.0000 533.12

V3 -3092.25 4.52 0.17387 0.79 0.6445 -157.50 -0.0003 1.42 0.3221 -497.97

V4 -1068.62 9.03 0.17387 1.57 0.2082 -17.58 -0.2079 319.41 0.0002 -0.08

44.21 902.83 st 271.37

dr -495.86

Moment maxim in camp-sectiune F

cu :

Mmaxc 2631.86kN m:=

Moment maxim in reazem-sectiune Icu :

Mmaxr 3445.67kN m:= fcd 16.667N

mm2

=

Presiune maxima- sectiunea Gcu:

pmax 385.08kPa:=

fyd. 300N

mm2

:=Armare :

-longitudinal

-incamp:

Medc Mmaxc 2631.86 kN m=:=

rg

Medc

0.6m Hf( )2

1 16.667 103 kN

m2

0.183=:=

rg 1 1 2 rg 0.203=:=

Asnecrg

rg 0.6 m Hf 1 fcd

fyd.

8138.52 mm2

=:= Rezulta o armare de rezistenta cu 20/140 cu A.ef= 7600

mm2

-in reazem: Medr Mmaxr 3445.67 kN m=:=

rg.

Medr

0.6m H

f( )

2 1 16.667 103

kN

m2

0.239=:=

rg. 1 1 2 rg. 0.278=:=

Asnecrg.

rg. 0.6 m Hf 1 fcd

fyd.

11115.56 mm2

=:=

Rezulta o armare de rezistenta cu 20/100 cu A.ef= 9820 mm2

-transversalaMedp

pmax H1.2

2m 17.329 kN m=:=

rg..

Medp

1m H1.( )2 1 16.667 103 kNm

2

0.012=:=

rg.. 1 1 2 rg.. 0.012=:=

Asnecrg..

rg.. 1 m H1. 1 fcd

fyd.

193.661 mm2

=:=


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Rezulta o armare de rezistenta cu 10/200 cu A.ef= 393

mm2

Proiectarea fundatiilor de adancimeProiectarea fundatiilor de adancimeProiectarea fundatiilor de adancimeProiectarea fundatiilor de adancime

Adncimea defundare:

Dfp 1.2m:=

Diametru exterior stalp deiluminat :

De 2.5 Lb4 4 m=:=

Dimensiuni minimeradier :

De 0.75 2 m+ 5.5m= br De 0.75 2 m+ 5.5 m=:= hr De 0.75 2 m+ 5.5 m=:=

Incarcaristalp:

Nfa 5 Nfb4 3629.25 kN=:=

Mfa 5 Mfb4 416.25 kN m=:=

Lungime

pilot :

h

1.

4.5m:= h

2.

5.1m:=

Lp h1. h2.+ 1m+ Dfp 0.3m+ 9.7m=:=

Sectiunepilot :

bp 30cm:= hp 30cm:=

Calculul capacitatii portante aCalculul capacitatii portante aCalculul capacitatii portante aCalculul capacitatii portante apilotuluipilotuluipilotuluipilotului

a) solicitare de compresiune Rc k m1 A pv m2 U fi li+( )=k 0.7:=

m1 1:= m2 1:= (cf. T.V.1 piloti montatti prin batere)

pv 9700kPa:=( cf. T.V.2 )

Valorile f.isunt:f1 35kPa:= f2 56kPa:= f3 65kPa:= (in functie de adancimea medie a

stratului)Ap bp hp 0.09 m

2=:=

Up

bp

4 1.2m=:=

Valorile l.isunt :

l1p h1. Dfp 3.3m=:= l2p h2. 5.1 m=:= l3p 1m:=

Rc k m1 Ap pv m2 Up l1p f1 l2p f2+ l3p f3+( )+ 1002.624 kN=:=

b) solicitarea lasmulgere

Rsm 0.6 k m2 U li fi=

Rsm 0.6 k m2 Up l1p f1 l2p f2+ l3p f3+( ) 234.914 kN=:=

Eforturi in piloti(S)

x.i - distanta pe axa X de la pilot lacentrul de greutate al ansamblului de piloti

SN Gradier+( )

npiloti

Mxi

xi+=


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0,3

0

0,6

0

4,3

0

0,6

0

5,5

0

0,60 4,30 0,60

5,50

2,1

5

2,1

5

2,1

5

2,1

5

npilotiN 1.2 1.5..( )

Rc

1+= 2 4.. npiloti3629.25 1.5

8656=:=

Ar hr br 30.25 m2

=:=

Gradier Ar 0.30 m b 222.337 kN=:=

x1. 2.15m:=

x2. 2.15m:=x3. 0m:=

x4. 0m:=

x5. 2.15 m:=

x6. 2.15 m:=

Sxi x1. x2.+( )2

18.49m2

=:=

S1

Nfa Gradier+

6

Mfa x1.

Sxi

+ 690.332 kN=:= S4

Nfa Gradier+

6

Mfa x4.

Sxi

+ 641.931 kN=:=

S2

Nfa Gradier+

6

Mfa x2.

Sxi

+ 690.332 kN=:= S5

Nfa Gradier+

6

Mfa x5.

Sxi

+ 593.53 kN=:=

S3

Nfa Gradier+

6

Mfa x3.

Sxi

+ 641.931 kN=:= S6

Nfa Gradier+

6

Mfa x6.

Sxi

+ 593.53 kN=:=

Calculez : Rcgrup mu Rc= m.u - este dat in functie de raportulr/r.o

ro li tan i( )= ii

4= r - distanta intre piloti

ro 3.3m tan24.6

4

5.1m tan42.6

4

+ 1m tan17.75

4

+ 1.392232 m=:=

r 2.15m:= mur

ro

1.544=:= Rcgrup 0.9 865 kN 778.5 kN=:=

Verificare

Smax S1= 690.332 kN Rcgrup= 778.5 kN=

Smin S6= 593.53 kN 0=Severifica


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