Download - Str Cu Pereti Str
Calculul comparativ al unei structuri cu
pereti din beton armat conform
EN1998-1-1 si P100-1/2006, CR2-1-1.1
Conf. Dr. Ing. Dan Zamfirescu
Ing. Bogdan Buzaianu
Regularitate atat in plan cat si in elevatie
Date de proiectare:
Regim de inaltime: P+14E Functiuni: birouri Conformare: Suprastructura: pereti din beton armat Infrastructura: subsol cu pereti din beton armat si fundatie de tip radier general Amplasament: Bucuresti Clasa de importanta si expunere III, γ1=1,00
Acceleratia terenului: ag=0.24g Spectrul de proiectare: TB=0,16 s; TC=1,6 s Materiale folosite: Beton C25/30 fcd=16.67 N/mm2
Otel: BST 500 fyd=435N/mm2
Reglementari tehnice:
• Cod de proiectare seismica P100-1/2006
•CR 2-1-1.1 Cod de proiectare a constructiilor cu pereti structurali de beton armat
•EN 1992-1-1 Calculul structurilor din beton. Reguli generale si reguli pentru cladiri
•EN 1998-1 Proiectarea structurilor pentru rezistenta la cutremur.Reguli generale, actiuni seismice si reguli pentru cladiri
Evaluarea incarcarilor seismice
P100-1/2006 Pe directia X: Fb = γ1∙Sd(T1) ∙ m∙λ = 0.122G q= 4au /a1= 4,60 Pe directia Y: Fb = γ1∙Sd(T1) ∙ m∙λ=0.0897G q= 5au /a1=6.25
EN1998-1 DCH Pe directia X:
Fb = γ1∙Sd(T1) ∙ m∙λ = 0.128G q= 4 au /a1= 4,40 Pe directia Y: Fb = γ1∙Sd(T1) ∙ m∙λ= 0.104G q= 4,5 au /a1= 5,40
EN1998-1 DCM Pe directia X:
Fb = γ1∙Sd(T1) ∙ m∙λ= 0.187G q= 3,0 Pe directia Y: Fb = γ1∙Sd(T1) ∙ m∙λ= 0.155G q= 3 au /a1= 3,60
4.6 4.4
3
6.25
5.4
3.6
P100 EC8-DCH EC8-DCM
qx
qy
0.122 0.128
0.187
0.0897
0.104
0.155
P100 EC8-DCH EC8-DCM
cx
cy
P100-1/2006 • Verificarea la starea limita de
serviciu (SLS)
▫ Evitarea degradarilor elementelor nestructurale
▫ Cutremur asociat moderat (IMR=30 de ani)
dr
SLS = ν∙q ∙ dre <draSLS
ν =0.5 dra
SLS - valoarea admisibila a deplasarii relative de nivel
▫ 0.005Hs – compartimentari sensibile la deformatii
▫ 0.008Hs – compartimentari ce nu se deformeaza solidar cu structura
• Verificarea la starea limita ultima(SLU) dr
SLU = c ∙ q ∙ dre < draSLU
c = 3 - 2.5 ∙ T/Tc < 2 dra
SLU - valoarea admisibila a deplasarii relative de nivel
draSLU =0.025Hs
Verificarea deplasarilor:
EN 1998-1 • Verificarea la starea limita de serviciu
(SLS)
▫ Evitarea degradarilor elementelor nestructurale
▫ Cutremur asociat moderat (IMR=30 de ani)
dr
SLS = ν∙q ∙ dre <draSLS
ν =0.5 dra
SLS - valoarea admisibila a deplasarii relative de nivel
▫ 0.005Hs – cladiri cu elemente non-structurale casante
▫ 0.0075Hs –cladiri cu elemente non-structurale ductile
▫ 0.010 Hs – cladiri cu elemente non-structurale ce nu interactioneaza cu structura
Calculul riglelor de cuplare
CR2-1-1.1 EN1998-1
Grinzi armate cu bare ortogonale •Calculul armaturilor longitudinale se face conform EN1992-1-1
MEd=Mseism
•Armaturile transversale se determina conform relatiei:
Q≤0.8 AavRa
unde: Q= 1,25 (MRb
st+MRbdr)/l;
Grinzi armate cu carcase diagonale •Armare cu bare ortogonale se accepta doar daca:
VEd≤fctdbwd •Barele inclinate preiau atat momentul incovoietor cat si forta taietoare • Dimensionarea barelor inclinate:
VEd≤2∙Asi ∙fyd ∙ sinα unde:
VEd=2 ∙MEd/l •Forta taietoare maxima admisa se limiteaza la:
Q≤2 bh0Rt
Armarea riglelor de cuplare CR2-1-1.1 EN1998-1
Calculul peretilor izolati -armatura longitudinala-
CR2-1-1.1 EN1998-1
•Zona A: MEd=Mso
• Zona B: MEd=kM∙ω ∙ Ms
unde ω=Mcap,0/ Mso
•Diagrama momentelor efective este liniarizata si apoi dilatata pe verticala cu valoarea:
a1=z∙cot θ/2 •Pentru θ=45°, a1=z/2 •Diagrama MEd nu este asociata mecanismului de plastificare la baza.
CR2-1-1.1 EN1998-1,DCM EN1998-1, DCH
-50000 50000 150000 250000
P
E1
E2
E3
E4
E5
E6
E7
E8
E9
E10
E11
E12
E13
E14
MRd(kN)
MEd(kNm)
Mseism(kNm)
-50000 50000 150000 250000
P
E1
E2
E3
E4
E5
E6
E7
E8
E9
E10
E11
E12
E13
E14
-50000 50000 150000
P
E1
E2
E3
E4
E5
E6
E7
E8
E9
E10
E11
E12
E13
E14
Armare perete longitudinal central -perete izolat-
19φ25 36φ32 9φ28+ 21φ25
EN1998-1 CR2-1-1.1
Calculul peretilor cuplati -armatura longitudinala-
•Zona A: Mras,ef = Ms1 +Ms2+Nindl Mras,cap= M1,cap +M2,cap+Nind,capl;
Nind,cap=ΣQas,RC
•Zona B: MEd=kM∙ω ∙ Mso
ω=Mras,cap/ Mras,ef
In calculul momentului de rasturnare capabil nu se tine cont de mecanismul de plastificare al riglelor de cuplare.
•Limitare eforturilor in diagonala comprimata:
a) in afara zonei critice: VRd,max =αcw bw z ν1 fcd/(ctgθ + tgθ )
b) in zona critica: 40% VRd,max
• Forta taietoare de proiectare: VEd=εV’Ed,
unde: ε ≥ 1,50
Calculul peretilor -armatura transversala-
CR2-1-1.1 EN1998-1,DCH EN1998-1, DCM
•Limitare eforturilor in diagonala comprimata:
Q≤2,5 bhRt
• Forta taietoare de
proiectare:
1.5Qs<Q=KQωQs<5Qs
•Limitare eforturilor in diagonala comprimata:
VRd,max =αcw bw z ν1 fcd/(ctgθ + tgθ )
• Forta taietoare de proiectare:
VEd=εV’Ed,
unde: ε=1,50
Limitarea fortei taietoare maxime
Q≤2,5 bhRt
CR2-1-1.1 EN1998-1, DCM
VRd,max =αcw bw z ν1 fcd/(ctgθ + tgθ )
EN1998-1,DCH
40% VRd,max
VEd≤9652.5 kN VEd= 8080 kN
VEd≤14339.9 kN VEd= 12490 kN
VEd≤5735.96 kN
VEd= 10504kN
Calculul peretilor cuplati la forta taietoare, EN1998-1 DCH
Varianta b
(cm) Mred%
FTb (kN)
ε VEd'red
(kN) Ved
(kN) 0.4*VRd,max
(kN)
1 60 17 32169 2.3198 6239.1 14473.6 9216
2 60 25 32169 2.2211 6951.7 15440.3 9216
3 80 17 32897 2.2534 7289.2 16425.5 12288
4 80 25 32897 2.1901 7841.8 17174.5 12288
5 100 7 33856 2.3125 7302.4 16886.5 15360
6 100 22 33856 2.1866 7541.4 16490.0 15360
7 120 17 35023 2.3083 9016.7 20813.6 18892.8
8 120 22 35023 2.3004 9338.0 21481.1 18892.8
VRd,max =αcw bw z ν1 fcd/(ctgθ + tgθ )
Pereti cuplati – montantul comprimat
“It is hard to verify in shear the critical region of DC H walls.”- M.N. Fardis
0.0
5000.0
10000.0
15000.0
20000.0
25000.0
60
60
80
80
100
100
120
120
Grosimea peretelui (cm)
VEd
0.4*VRd,max(kN)
Grosime perete
0.4*VRd,max (kN)
MRd,o (kNm)
MEd,o (kNm)
ε VEd'
(kN) VEd
(kN)
40 cm 5665 122400 121750.6 1.841576 5692.24 10482.69
50 cm 7201 126800 124387.6 1.852673 5880 10893.72
60 cm 8642 135200 134886 1.839215 6102.5 11223.81
70 cm 10082 149700 146683.9 1.853598 6487.61 12025.42
80 cm 11522 154566 153284.8 1.91891 6501.56 12475.91
90 cm 12963 161800 161572 1.882 6688 12584.56 0
2000
4000
6000
8000
10000
12000
14000
40cm
50cm
60cm
70cm
80cm
90cm
0,4*VRd,max
VEd
Perete longitudinal central izolat -verificare forta taietoare la baza-
Calculul peretilor la forta taietoare, EN1998-1 DCH
•Forta taietore capabila:
Q=Qa+Qb
Qa=0,8 AaoRa
Zona A:
Qb=0,3bh0σ0≤0,6bh0Rt
Zona B:
Qb=bh(0,7Rt+0,2σ0)>0
CR2-1-1.1 EN1998-1,DCH EN1998-1, DCM
•Forta taietore capabila s = MEd/(VEd lw)
-daca s > 2,0:
-daca s ≤ 2,0:
VRd,c se calculeaza :
•Forta taietore capabila se calculeaza cf. EN1992-1-1:
Forta taietoare e preluata de beton si de barele de
armatura orizontale.
Forta taietoare e preluata doar de barele orizontale.
PLC PLM PTI PTC
Variatia cantitatii de armatura transversala
ro
dch
dcm+54%
+113%
+67%
+146%
+2%
+55%
+193%
Story Loc MEd
(kNm) NEd (kN)
VEd (kN)
αs VRd,c (kN)
ρl VRd,c
min (kN)
ρh Ash
(mm2) φnec
(mm)
STORY15 Bottom 23457 1815 6553 0.3977 2462 0.0030 2028 0.0042 702.56 15.0
STORY14 Bottom 33369 3464 6947 0.5337 2710 0.0030 2276 0.0033 542.28 13.1
STORY13 Bottom 43282 5112 7340 0.6551 2957 0.0030 2523 0.0028 457.08 12.1
STORY12 Bottom 53194 6756 7734 0.7642 3157 0.0028 2769 0.0025 409.21 11.4
STORY11 Bottom 63107 8398 8128 0.8627 3403 0.0028 3016 0.0023 374.18 10.9
STORY10 Bottom 73020 10036 8522 0.9521 3607 0.0026 3261 0.0021 352.62 10.6
STORY9 Bottom 82932 11670 8916 1.0335 3853 0.0026 3506 0.0020 334.65 10.3
STORY8 Bottom 92845 13299 9309 1.1081 4121 0.0027 3751 0.0019 319.86 10.1
STORY7 Bottom 102757 14924 9703 1.1767 4365 0.0027 3995 0.0019 309.94 9.9
STORY6 Bottom 112670 16545 10097 1.2398 4676 0.0030 4238 0.0018 298.68 9.8
STORY5 Bottom 122582 18162 10360 1.3147 4919 0.0030 4480 0.0017 282.70 9.5
STORY4 Bottom 132495 19774 10945 1.3450 5247 0.0034 4722 0.0017 289.40 9.6
STORY3 Bottom 142408 21382 11404 1.3874 5489 0.0034 4963 0.0018 291.28 9.6
STORY2 Bottom 152320 22986 11951 1.4162 5789 0.0036 5204 0.0018 297.26 9.7
STORY1 Bottom 161572 25297 12318 1.4574 6135 0.0036 5550 0.0017 289.81 9.6
Coeficientul αs- shear ratio
Verificarea la lunecare in rosturi
CR2-1-1.1 EN1998-1,DCH In zona critica
EN1998-1, DCM
LRd ≥VEd
LRd=μ(0,8Asvfyd+0,6NEd) μ=coeficient de frecare
VRd,s ≥VEd
CR2-1-1.1 cf. EN1992 EN1998-1,DCH
In zona critica
EN1998-1, DCM
-2 0 2 4 6
P
E2
E4
E6
E8
E10
E12
E14
νRdi (N/mm2)
νEdi (N/mm2)
-5000 5000 15000 25000
PE1E2E3E4E5E6E7E8E9
E10E11E12E13E14
VEd
LRd
0 1 2 3
E3
E4
E5
E6
E7
E8
E9
E10
E11
E12
E13
E14
νRdi (N/mm2)
νEdi (N/mm2)
10000 11000 12000 13000
P
E1
E2
VRd,s(kN)
VEd(kN)
cf. STAS 10107
-5 0 5 10
P
E1
E2
E3
E4
E5
E6
E7
E8
E9
E10
E11
E12
E13
E14
νRdi (N/mm2)
νEdi (N/mm2)
Concluzii
Eforturi de calcul: • diagrama momentelor de calcul nu este asociata plastificarii bazei; • forta taietoare de calcul, la clasa M, nu este asociata plastificarii la baza peretelui. La clasa H, ε>> 1.5 (1.85...2.20). Se tine seama si de aportul fortei taietoare din modurile superioare. Capacitati: • momente incovoietoare asemanatoare; • forta taietoare: - clasa H : pentru evitarea cedarii bielei comprimate se realizeaza limitarea la 40%Vrd,max (valoare stabilita experimental) -Clasa M: conform EC2 (elemente incarcate gravitational). Testele arata limitarea fortei ca si la DCH la 40% VRd,max. Armatura transversala: -clasa M: cantitatea de armatura mai mare (Qb=0) -clasa H: rezultate contradictorii: pentru αs<2 armatura creste pe inaltime. (se tine cont de beton) αs=? Rigle de cuplare: EC8 impune armare cu carcase diagonale.
Concluzii finale:
1. Este imposibila proiectarea structurilor cu pereti cuplati in clasa H, utilizand Eurocode. 2. Proiectarea in clasa M are doua mari dezavantaje: -nu este potrivita caracteristicilor seismice din Romania( cutremure rare si puternice) -creeaza dificultati mari in proiectarea infrastructurii.
Evaluarea incarcarilor seismice
P100-1/2006 clasa H ag=0.24*g β=2.75
Pe directia X: cx=0.122
Pe directia Y:
cy=0.0897
P100-1/2006 clasa M ag=0.24*g β=2.75
Pe directia X: cx=0.187
Pe directia Y:
cy=0.128
P100-1/2011 clasa H ag=0.34*g β=2.5 0
Pe directia X: cx=0.157
Pe directia Y:
cy=0.116
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0.16
0.18
0.2
cx= cy=
Coeficienti seismici
P100 vechi clasa H
P100 nou clasa H
P100 vechi clasa M
+28.6%
+29.3%
+53.3%
+42.9%
Verificarea deplasarilor:
Nivel DISP-X dre dre*ν*q 0,005h DISP-Y dre dre*ν*q 0,005h
STORY15 0.0988 0.0066 0.0151 0.015 0.0581 0.0036 0.0113 0.015
STORY14 0.0923 0.0068 0.0157 0.015 0.0545 0.0037 0.0117 0.015
STORY13 0.0855 0.0070 0.0161 0.015 0.0507 0.0039 0.0121 0.015
STORY12 0.0784 0.0072 0.0166 0.015 0.0469 0.0040 0.0126 0.015
STORY11 0.0712 0.0074 0.0169 0.015 0.0428 0.0042 0.0130 0.015
STORY10 0.0639 0.0075 0.0172 0.015 0.0387 0.0043 0.0133 0.015
STORY9 0.0564 0.0075 0.0173 0.015 0.0344 0.0043 0.0135 0.015
STORY8 0.0489 0.0075 0.0172 0.015 0.0301 0.0043 0.0136 0.015
STORY7 0.0414 0.0073 0.0168 0.015 0.0258 0.0043 0.0135 0.015
STORY6 0.0341 0.0070 0.0162 0.015 0.0215 0.0042 0.0131 0.015
STORY5 0.0270 0.0066 0.0152 0.015 0.0173 0.0040 0.0125 0.015
STORY4 0.0204 0.0060 0.0139 0.015 0.0132 0.0037 0.0116 0.015
STORY3 0.0144 0.0053 0.0121 0.015 0.0095 0.0033 0.0104 0.015
STORY2 0.0091 0.0043 0.0099 0.015 0.0062 0.0028 0.0088 0.015
STORY1 0.0048 0.0048 0.0110 0.03 0.0034 0.0034 0.0106 0.03
Nivel DISP-X dr=c*q*dre 0,025h Nivel DISP-Y dr=c*q*dre 0,025h
STORY15 0.098844 0.0432 0.075 STORY15 0.058107 0.031 0.075
STORY14 0.092267 0.0447 0.075 STORY14 0.054479 0.032 0.075
STORY13 0.085451 0.0460 0.075 STORY13 0.050735 0.033 0.075
STORY12 0.078447 0.0472 0.075 STORY12 0.046858 0.035 0.075
STORY11 0.071249 0.0483 0.075 STORY11 0.042838 0.036 0.075
STORY10 0.063887 0.0491 0.075 STORY10 0.038687 0.037 0.075
STORY9 0.056409 0.0494 0.075 STORY9 0.03443 0.037 0.075
STORY8 0.048886 0.0491 0.075 STORY8 0.030105 0.037 0.075
STORY7 0.041408 0.0481 0.075 STORY7 0.02576 0.037 0.075
STORY6 0.034082 0.0462 0.075 STORY6 0.021454 0.036 0.075
STORY5 0.027035 0.0435 0.075 STORY5 0.017257 0.034 0.075
STORY4 0.020411 0.0396 0.075 STORY4 0.013248 0.032 0.075
STORY3 0.014371 0.0346 0.075 STORY3 0.009523 0.029 0.075
STORY2 0.009097 0.0282 0.075 STORY2 0.006193 0.024 0.075
STORY1 0.004793 0.0315 0.15 STORY1 0.003384 0.029 0.15
•SLS
•SLU 0
5
10
15
20
25
30
35
40
45
50
0.0000 0.0100 0.0200 0.0300 0.0400
SLS-X
SLS Adm.
SLS-Y
0
5
10
15
20
25
30
35
40
45
50
0.0000 0.1000 0.2000
SLU-X
SLU Adm.
SLU-Y
Montant: perete cuplat Y (50 cm)
ag 0.24g 0.34g
In bulb: 15φ25+10φ20 25φ28
Pe inima: 3φ12/200 3φ14/200
Total parter (mm2) 31178 44623
Procente armare
bulb 1.453% 2.130%
inima 0.339% 0.462%
Ø25 Ø25 Ø25 Ø20 Ø20
3Ø12/20045
85
20
21
18
17
4 45
85
19 19 19 195
45
Parter,E1 (zona A)
Ø28 Ø28 Ø28 Ø28 Ø28
3Ø14/20045
85
20
21
18
17
4 45
85
19 19 19 195
45
Parter,E1 (zona A)
50
P100 vechi P100 nou
Ø25 Ø25 Ø25 Ø20 Ø20
3Ø12/20045
85
20
21
18
17
4 45
85
19 19 19 195
45
Parter,E1 (zona A)
Ø28 Ø28 Ø28 Ø28 Ø28
3Ø14/20045
85
20
21
18
17
4 45
85
19 19 19 195
45
Parter,E1 (zona A)
50
Perete cuplat transversal
Vechi
Nou
+43.1%
Armatura longitudinala parter -perete cuplat transversal-
Montant perete izolat Y (40cm)
ag 0.24g 0.34g
In bulb: 16φ20 22φ22
Pe inima: 2φ14/200 2φ14/200
Total parter (mm2) 19282 25951
Procente armare
bulb 0.695% 1.157%
inima 0.385% 0.385%
420
18
18
20
45
4 45
Ø20 Ø20 Ø20 Ø20 Ø20
2Ø14/200
85
85
19 19 19 195
5
420
18
18
20
45
4 45
Ø22 Ø22 Ø22 Ø22 Ø22
2Ø14/200
85
85
19 19 19 195
5
40
40
420
18
18
20
45
4 45
Ø20 Ø20 Ø20 Ø20 Ø20
2Ø14/200
85
85
19 19 19 195
5
420
18
18
20
45
4 45
Ø22 Ø22 Ø22 Ø22 Ø22
2Ø14/200
85
85
19 19 19 195
5
40
40
Perete izolat transversal
Vechi
Nou
+34.6%
Armatura longitudinala parter -perete izolat transversal-
Montant perete izolat central X (45 cm)
ag 0.24g 0.34g
In bulb: 19φ25 10φ32+15φ28
Pe inima: 2φ14/200 2φ14/200
Total parter (mm2) 29416.75 48617
Procente armare
bulb 1.290% 2.130%
inima 0.342% 0.342%
2Ø14/200
Ø25 Ø25 Ø25 Ø25 Ø25
4 45
85
19 19 19 195
45
85
20
21
17
17
45
2Ø14/200
Ø28
85
45
85
20
21
17
17
45
Ø28Ø28Ø28Ø28Ø28
5 15 15 15 15 15
45
45
2Ø14/200
Ø25 Ø25 Ø25 Ø25 Ø25
4 45
85
19 19 19 195
45
85
20
21
17
17
45
45
2Ø14/20085
45
4 45
19 19 19 195
45
85
20
21
17
17
45
Ø32 Ø32 Ø28 Ø28 Ø28
Perete izolat longitudinal central
Vechi
Nou
+65.3%
Armatura longitudinala parter -perete izolat longitudinal central-
Montant perete izolat marginal X (45 cm)
ag 0.24g 0.34g
In bulb: 15φ28+10φ25 12φ32+18φ28
Pe inima: 2φ14/200 2φ16/200
Total parter (mm2) 39048.7 55525
Procente armare
bulb 1.957% 2.868%
inima 0.342% 0.447%
2Ø14/200
Ø28 Ø28 Ø28 Ø25 Ø25
4 45
85
19 19 19 195
45
85
20
21
17
17
45
2Ø16/20085
45
85
16.5
17
45
13
Ø32 Ø32Ø32Ø32Ø28Ø28
45
45
4 45
19 19 19 195
2Ø16/20085
45
4 45
19 19 19 195
45
85
14
14
17
17
45
Ø32 Ø32 Ø28 Ø28 Ø28
14
Perete izolat longitudinal marginal
Vechi
Nou
+42.2% Armatura longitudinala parter
-perete izolat longitudinal marginal-
Obs. : In noul model, pentru IMR=475 ani s-a folosit un beton de clasa C35/45 fata de modelul cu IMR=100 ani unde betonul a fost de clasa C25/30
Cresterea totala a cantitatii de armatura longitudinala la parter este de 46.9% in
varianta noua.
Nou Vechi Diferenta % Nou Vechi Diferenta % Nou Vechi Diferenta % Nou Vechi Diferenta %
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.236 0.236 0.00% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.339 0.236 44.08% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.339 0.236 44.08% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.251 0.251 0.00%
0.339 0.314 8.06% 0.196 0.196 0.00% 0.251 0.251 0.00% 0.335 0.251 33.33%
0.679 0.314 116.11% 0.262 0.196 33.33% 0.503 0.251 100.00% 0.503 0.251 100.00%
0.923 0.679 36.07% 0.566 0.196 188.15% 0.684 0.251 172.15% 0.684 0.251 172.15%
0.923 0.679 36.07% 0.566 0.377 50.00% 0.684 0.456 50.00% 0.684 0.684 0.00%
Procente de armare transversala pe inima
Pereti transversali cuplati Pereti transversali izolati Pereti longitudinali izolati centrali Pereti longitudinali izolati marginali
Procente de armare transversala pe inima
Forte taietoare capabile si de calcul
Perete transversal cuplat
Armare transversala pe inima
P100 vechi:
•Parter, E1: 3Φ12/100mm BST500
•E2, E3: 3Φ10/150mm BST500
•E4...E14: 3Φ10/100mm BST500
P100 nou:
•Parter, E1: 3Φ14/100mm BST500
•E2: 3Φ12/100mm BST500
•E3,E4,E5: 3Φ12/200mm BST500
•E6…E14: 3Φ10/200mm BST500
P100 vechi:
•Parter: 2Φ12/150mm BST500
•E1...E14: 2Φ10/200mm BST500
P100 nou:
•Parter, E1: 2Φ12/100mm BST500
•E2: 2Φ10/150mm BST500
•E3…E14: 2Φ10/200mm BST500
P100 vechi:
•Parter: 2Φ14/100mm BST500
•E1...E14: 2Φ12/200mm BST500
P100 nou:
•Parter, E1: 2Φ14/100mm BST500
•E2: 2Φ12/100mm BST500
•E3…E14: 2Φ12/200mm BST500
Armare transversala pe inima
P100 vechi:
•Parter: 2Φ14/100mm BST500
•E1...E14: 2Φ12/200mm BST500
P100 nou:
•Parter, E1: 2Φ14/100mm BST500
•E2: 2Φ12/100mm BST500
•E3: 2Φ12/150mm BST500
•E4…E14: 2Φ12/200mm BST500