breviar de calcul fundatie-panou
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Breviar de calcul fundatie-panou publicitarTRANSCRIPT
1Fundaie izolat: Fundaie11...12Numr: 1
1.1Date de baz
1.1.1Presupuneri
Calcule geotehnice n conformitate cu: EN 1997-1:2008
Calculul betonului n conformitate cu: STAS 10107/0-90
Selecie form: nelimitat
1.1.2Geometrie:
A = 1,60 (m)a = 0,50 (m)
B = 2,10 (m)b = 0,50 (m)
h1 = 0,50 (m)ex = 0,00 (m)
h2 = 0,50 (m)ey = 0,00 (m)
h4 = 0,10 (m)
a' = 25,0 (cm)
b' = 25,0 (cm)
c1= 5,0 (cm)
c2= 5,0 (cm)
1.1.3Materiale
Beton: Rezisten caracteristic = 166,000 daN/cm2
Greutate unitar = 2501,360 (kG/m3)
Armare longitudinal: Tip
Armare transversal: Tip
Armare suplimentar:: Tip
1.1.4ncrcri:
ncrcri fundaie:
CazNaturGrupNFxFyMxMy
(T)(T)(T)(T*m)(T*m)
COMB1dimensionare(Structural)----0,284-0,046-0,5192,005-0,082
COMB2dimensionare(Structural)----0,3140,013-0,5682,2130,010
COMB1dimensionare(Structural)----0,344-0,055-0,4681,834-0,090
COMB2dimensionare(Structural)----0,312-0,010-0,5692,215-0,006
Suprasarcini:
CazNaturQ1
(T/m2)
1.1.5List combinaii
1/SLU : COMB1 N=0,284 Mx=2,005 My=-0,082 Fx=-0,046 Fy=-0,519
2/SLU : COMB2 N=0,314 Mx=2,213 My=0,010 Fx=0,013 Fy=-0,568
3/SLU : COMB1 N=0,344 Mx=1,834 My=-0,090 Fx=-0,055 Fy=-0,468
4/SLU : COMB2 N=0,312 Mx=2,215 My=-0,006 Fx=-0,010 Fy=-0,569
5/*SLU : COMB1 N=0,284 Mx=2,005 My=-0,082 Fx=-0,046 Fy=-0,519
6/*SLU : COMB2 N=0,314 Mx=2,213 My=0,010 Fx=0,013 Fy=-0,568
7/*SLU : COMB1 N=0,344 Mx=1,834 My=-0,090 Fx=-0,055 Fy=-0,468
8/*SLU : COMB2 N=0,312 Mx=2,215 My=-0,006 Fx=-0,010 Fy=-0,569
1.2Proiect geotehnic
1.2.1Presupuneri
Coeficient de reducere a coeziunii:0,00000
Se ia n considerare redistribuia plastic a tensiunilor admise
Se iau n considerare alunecarea cu presiunea solului:pentru direciile X i Y
Abordare dimensionare:1A1 + M1 + R1gf'= 1,00000gc'= 1,00000gcu= 1,00000gqu= 1,00000gg= 1,00000gR,v= 1,00000gR,h= 1,00000A2 + M2 + R1gf'= 1,25000gc'= 1,25000gcu= 1,40000gqu= 1,40000gg= 1,00000gR,v= 1,00000gR,h= 1,00000
1.2.2Sol:
Nivel sol:N1 = 0,00 (m)
Nivel talp stlp:Na = 0,00 (m)
Nivel minim de referin:Nf = 1,00 (m)
Clay
Nivel sol:0.00 (m)
Greutate unitar:2243.376 (kG/m3)
Greutate unitar pentru solide:2753.234 (kG/m3)
Unghi de friciune intern:25.00000 (Deg)
Coeziune:0.600 (daN/cm2)
1.2.3Stri limit
Calcule tensiuni
Tip sol sub fundaie: fr straturi
Combinaie de calculSLU : COMB2 N=0,314 Mx=2,213 My=0,010 Fx=0,013 Fy=-0,568
Factori ncrcare:1.35 * Greutate fundaie
1.35 * Greutate sol
Rezultate calcul: La nivelul fundaiei
Greutate a fundaiei i a solului de deasupra ei:Gr = 10,805 (T)
ncrcare de calcul:
Nr = 11,119 (T)Mx = 2,780 (T*m)My = 0,022 (T*m)
Excentricitate ncrcare:
eB = 0,00 (m)eL = -0,25 (m)
Dimensiuni fundaie echivalent:
B' = B - 2|eB| = 1,60 (m)
L' = L - 2|eL| = 2,10 (m)
Adncime fundaie:Dmin = 1,00 (m)
Metoda de calcul a tensiunii admise: Semi-empiric - tensiune limit
qu = 1.200 (daN/cm2)
ple* = 0,980 (daN/cm2)
De = Dmin - d = 1,00 (m)
kp = 0,91329
q'0 = 0,220 (daN/cm2)
qu = kp * (ple*) + q'0 = 1,115 (daN/cm2)
Tensiuni n sol:qref = 0.427 (daN/cm2)
Factor siguran: qlim / qref = 2.611 > 1
Ridicare
Ridicare n SLU
Combinaie de calcul SLU : COMB2 N=0,314 Mx=2,213 My=0,010 Fx=0,013 Fy=-0,568
Factori ncrcare:1.00 * Greutate fundaie
1.00 * Greutate sol
Arie contact:s= 0,16087
slim= 0,16667
Alunecare
Combinaie de calcul SLU : COMB1 N=0,284 Mx=2,005 My=-0,082 Fx=-0,046 Fy=-0,519
Factori ncrcare:1.00 * Greutate fundaie
1.00 * Greutate sol
Greutate a fundaiei i a solului de deasupra ei:Gr = 8,003 (T)
ncrcare de calcul:
Nr = 8,287 (T)Mx = 2,524 (T*m)My = -0,129 (T*m)
Dimensiuni fundaie echivalent:A_ = 1,60 (m)B_ = 2,10 (m)
Arie alunecare:3,36 (m2)
Coeficient frecare fundaie/sol: tan(dd) = 0,46631
Coeziune:cu = 0.600 (daN/cm2)
Se ia n considerare presiunea solului:
Hx = -0,046 (T)Hy = -0,519 (T)
Ppx = 2,176 (T)Ppy = 1,658 (T)
Pax = -0,359 (T)Pay = -0,273 (T)
Valoare for alunecareHd = 0,000 (T)
Valoare a forei care previne alunecarea fundaiei:
- La nivelul fundaiei:Rd = 3,864 (T)
Stabilitate la alunecare:
Rotaie
Dup axa OX
Combinaie de calcul SLU : COMB2 N=0,312 Mx=2,215 My=-0,006 Fx=-0,010 Fy=-0,569
Factori ncrcare:1.00 * Greutate fundaie
1.00 * Greutate sol
Greutate a fundaiei i a solului de deasupra ei:Gr = 8,003 (T)
ncrcare de calcul:
Nr = 8,316 (T)Mx = 2,784 (T*m)My = -0,016 (T*m)
Moment stabilitate:Mstab= 8,732 (T*m)
Moment rotaie:Mrenv= 2,784 (T*m)
Stabilitate la rotaie: 3.136 > 1
Dup axa OY
Combinaie de calcul: SLU : COMB1 N=0,344 Mx=1,834 My=-0,090 Fx=-0,055 Fy=-0,468
Factori ncrcare:1.00 * Greutate fundaie
1.00 * Greutate sol
Greutate a fundaiei i a solului de deasupra ei:Gr = 8,003 (T)
ncrcare de calcul:
Nr = 8,347 (T)Mx = 2,302 (T*m)My = -0,145 (T*m)
Moment stabilitate:Mstab= 6,678 (T*m)
Moment rotaie:Mrenv= 0,145 (T*m)
Stabilitate la rotaie: 46.13 > 1
1.3 Dimensionare BA
1.3.1Presupuneri
Expunere: Categoria I
1.3.2Analiz la strpungere i forfecare
Fr strpungere
1.3.3Armare teoretic
Fundaie izolat:
inferior:
SLU : COMB1 N=0,344 Mx=1,834 My=-0,090 Fx=-0,055 Fy=-0,468
My = 0,075 (T*m)Asx= 1,12 (cm2/m)
SLU : COMB2 N=0,312 Mx=2,215 My=-0,006 Fx=-0,010 Fy=-0,569
Mx = 0,957 (T*m)Asy= 1,47 (cm2/m)
As min= 1,47 (cm2/m)
superior:
SLU : COMB1 N=0,284 Mx=2,005 My=-0,082 Fx=-0,046 Fy=-0,519
My = -0,005 (T*m)A'sx= 1,12 (cm2/m)
SLU : COMB2 N=0,312 Mx=2,215 My=-0,006 Fx=-0,010 Fy=-0,569
Mx = -0,852 (T*m)A'sy= 1,47 (cm2/m)
As min= 1,47 (cm2/m)
Talp stlp:
Armare longitudinalA = 12,50 (cm2)A min. = 12,50 (cm2)
A = 2 * (Asx + Asy)
Asx = 0,17 (cm2)Asy = 6,08 (cm2)
1.3.4Armtur real
2.3.1Fundaie izolat:
Inferior:
Dup axa X:
10 8l = 1,50 (m)e = 1*-0,90 + 9*0,20
Dup axa Y:
8 8l = 2,00 (m)e = 1*-0,70 + 7*0,20
Superior:
Dup axa X:
10 8l = 1,50 (m)e = 1*-0,90 + 9*0,20
Dup axa Y:
8 8l = 2,00 (m)e = 1*-0,70 + 7*0,20
2.3.2Pilon
Armare longitudinal
Dup axa X:
6 12l = 2,66 (m)e = 1*-0,17 + 5*0,07
Dup axa Y:
2 12l = 2,71 (m)e = 1*-0,17 + 1*0,35
Armare transversal
6 6l = 1,69 (m)e = 1*0,13 + 3*0,20 + 2*0,09
2Cantiti de materiale:
Volum beton= 1,81 (m3)
Cofraj= 4,70 (m2)
Oel
Greutate total= 24,473 (kG)
Densitate= 13,560 (kG/m3)
Diametru mediu= 8,0 (mm)
Cantiti dup diametre:
DiametruLungimeNumr:
(m)
81,5020
82,0016
Oel
Greutate total= 21,252 (kG)
Densitate= 11,770 (kG/m3)
Diametru mediu= 10,1 (mm)
Cantiti dup diametre:
DiametruLungimeNumr:
(m)
61,696
122,666
122,712