Post on 14-Apr-2018
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7/27/2019 - proiect fundatii
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Calculul indicilor geotehnici derivati:
Forajul 1: Stratul 1 cu urmatorii date geotehnice:
ARGILA
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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=:=
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-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
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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
-limitele de plasticitate:
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=:=
-Porozitatae pamantului
20kN
m3
0.04 jkN
m3
19.08kN
m3
=:= s 26.7kN
m3
:= -greutatea specifica a scheletuluimineral
s 1 n( ) 1 W+( )= 19.08kN
m326.7
kN
m31 n( ) 1 W+( )=
n 0.406:=
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en
1 n0.684=:= d s 1 n( ) 15.86
kN
m3
=:= w 10kN
m3
:=
sat s 1 n( ) 1 Wsat+( )= Wsatw
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
=:=
-gradul de umiditate
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 %=:=
-parametri de rezistenta la forfecare
30 0.1 j 27.7 =:= c 25kPa 0.5 j kPa+ 36.5 kPa=:=
-moduli de deformatie edometrica
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
=:=
Forajul 1: Stratul 3 cu urmatorele dategeotehnice:
ARGILA
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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
-limitele de plasticitate:
Wp 22%:=
Wl 45% 0.5 j %+ 56.5 %=:=
Ic 0.98:=
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Ip Wl Wp 34.5 %=:=Plasticitatemare
Ic
Wl W
Ip
= W Wl Ic Ip 0.227=:= Stare plasticavartoasa
-Porozitatae pamantului
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
=:=
-gradul de umiditate
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 %=:=
-parametri de rezistenta la forfecare
10 0.25 j + 15.75 =:= c 80kPa j kPa+ 103 kPa=:=
-moduli de deformatie edometrica
P1 1daN
cm2
:= P2 2daN
cm2
:= P3 3daN
cm2
:=
M13
P3 P1
3 1285.714
daN
cm2
=:= M23
P3 P2
3 2200
daN
cm2
=:=
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Forajul 2: Stratul 1 cu urmatoarele date geotehnice:
ARGILA
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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
-limitele de plasticitate:
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=:=
-Porozitatae pamantului
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
:=
sat s 1 n( ) 1 Wsat+( )= Wsatw
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
=:=
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-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 %=:=
-parametri de rezistenta la forfecare
20 0.2 j + 24.6 =:= c 35kPa 0.5 j kPa 23.5 kPa=:=
-moduli de deformatie edometrica
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
=:=
Forajul 2: Stratul 2 cu urmatorele dategeotehnice:
ARGILA
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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 %=:=
-Porozitatae pamantului
19kN
m3
0.02 jkN
m3
18.54kN
m3
=:= s 26.5kN
m3
:= -greutatea specifica a scheletuluimineral
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
:=
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-Porozitatae pamantului
22.5kN
m3
0.1 jkN
m3
20.2kN
m3
=:= s 27kN
m3
:= -greutatea specifica a scheletuluimineral
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
:=
sat s 1 n( ) 1 Wsat+( )= Wsatw
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 %=:=
-parametri de rezistenta la forfecare
12 0.25 j + 17.75 =:= c 85kPa 0.08 j kPa+ 86.84 kPa=:=
-moduli de deformatie edometrica
P1 1daN
cm2
:= P2 2daN
cm2
:= P3 3daN
cm2
:=
M13
P3 P1
3 1250
daN
cm2
=:= M23
P3 P2
3 2166.667
daN
cm2
=:=
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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
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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=:=
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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=:=
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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
=
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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
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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
Cota terenului natural
S1
S2
5.7
0
1.4
0
11 10 9 87
65
4
3
2
1
O1
O2
1213
19.77 67.72
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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=:=
Ff6 N6 tan 1( ) 22.457 kN=:= Ff7 N7 tan 1( ) 23.237 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=:=
Ff8 N8 tan 1( ) 22.944 kN=:= Ff9 N9 tan 1( ) 19.583 kN=:=
C8 c2 l9 36.865kN
m=:= C9 c2 l9 36.865
kN
m=:=
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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=:=
Ff10 N10 tan 1( ) 38.681 kN=:= Ff11 N11 tan 1( ) 22.642 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=:=
Ff12 N12 tan 1( ) 15.353 kN=:= Ff13 N13 tan 1( ) 3.118 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
Cota terenului natural
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
:=
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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=:=
Ff4 N4 tan 1( ) 11.297 kN=:= Ff5 N5 tan 1( ) 27.011 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=:=
Ff6 N6 tan 1( ) 15.089 kN=:= Ff7 N7 tan 1( ) 16.295 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=:=
Ff8 N8 tan 1( ) 16.369 kN=:= Ff9 N9 tan 1( ) 37.697 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=:=
Ff10 N10 tan 1( ) 19.528 kN=:= Ff11 N11 tan 1( ) 8.095 kN=:=
C10 c2 l10 36.865kN
m=:= C11 c2 l11 25.915
kN
m=:=
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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:=
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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:=
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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
=:=
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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=
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Stalp marginal E2:Stalp marginal E2:Stalp marginal E2:Stalp marginal E2:
-adancimea de fundare:
Df. 1 m=
Fortele axiale si momentele incovoietoare, evaluate prin analiza structurala:
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=:=
Determinarea presiunii Ppl
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=
Stabilirea dimensiunilor fundatiei:
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=
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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
max = 10 mm distanta dintre bare
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
=:=
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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=:=
Armarea cuzinetuluiArmarea cuzinetuluiArmarea cuzinetuluiArmarea cuzinetului
Dupa directia x:
Clasa de beton esteC20/25:
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=
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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:
-adancimea de fundare:
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=:=
Determinarea presiunii Ppl
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=
Stabilirea dimensiunilor fundatiei:
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:=
I.Verificare SLDI.Verificare SLDI.Verificare SLDI.Verificare SLD
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=:=
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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
max = 10 mm distanta dintre bare
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=:=
Armarea cuzinetuluiArmarea cuzinetuluiArmarea cuzinetuluiArmarea cuzinetului
Dupa directiax:
Clasa de beton esteC20/25:
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=
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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':
-adancimea de fundare:
Df. 1 m=
Fortele axiale si momentele incovoietoare, evaluate prin analiza structurala:
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=:=
Determinarea presiunii Ppl
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=
Stabilirea dimensiunilor fundatiei:
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:=
I.Verificare SLDI.Verificare SLDI.Verificare SLDI.Verificare SLD
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:=
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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=:=
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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=:=
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Armarea cuzinetuluiArmarea cuzinetuluiArmarea cuzinetuluiArmarea cuzinetului
Dupa directiax:
Clasa de beton esteC20/25:
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=
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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
:=
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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
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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
Forta x x f1 p f3 M f4 T
kN m 1/m - - kPa - kNm - kN
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
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Sectiunea E
Forta x x f1 p f3 M f4 T
kN m 1/m - - kPa - kNm - kN
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
kN m 1/m - - kPa - kNm - kN
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
Forta x x f1 p f3 M f4 T
kN m 1/m - - kPa - kNm - kN
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
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Sectiunea H
Forta x x f1 p f3 M f4 T
kN m 1/m - - kPa - kNm - kN
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
Forta x x f1 p f3 M f4 T
kN m 1/m - - kPa - kNm - kN
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
Forta x x f1 p f3 M f4 T
kN m 1/m - - kPa - kNm - kN
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
Forta x x f1 p f3 M f4 T
kN m 1/m - - kPa - kNm - kN
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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