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


Q≤2,5 bhRt

• Forta taietoare de

proiectare:

1.5Qs<Q=KQωQs<5Qs


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


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


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 Y:

cy=0.128

P100-1/2011 clasa H ag=0.34*g β=2.5 0


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:


•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:


•E2: 2Φ10/150mm BST500

•E3…E14: 2Φ10/200mm BST500

P100 vechi:


•E1...E14: 2Φ12/200mm BST500

P100 nou:


•E2: 2Φ12/100mm BST500

•E3…E14: 2Φ12/200mm BST500

Armare transversala pe inima

P100 vechi:


•E1...E14: 2Φ12/200mm BST500

P100 nou:


•E2: 2Φ12/100mm BST500

•E3: 2Φ12/150mm BST500

•E4…E14: 2Φ12/200mm BST500

Str Cu Pereti Str

Documents

Transcript of Str Cu Pereti Str