CALCUL GRINZI 2006

-63.851 -63.851

1.564 18.485 22.659 24.098 18.575 24.098 22.659 18.485 1.564

-97.394 -97.394

23.26 22.173 49.312 49.194 22.158 49.194 49.312 22.173 23.26

-131.04 -131.04

59.635 22.327 81.896 81.525 22.272 81.525 81.896 22.327 59.635

-162.69 -162.69

92.792 22.283 112.727 112.008 22.201 112.008 112.727 22.283 92.792

-158.378

E7-127.81 -127.81

E8

MOMENTE ETABS

CADRU A (2006)

1 2 3

E6

-158.378

4

-63.14 -63.14

-95.606 -95.606

92.792 22.283 112.727 112.008 22.201 112.008 112.727 22.283 92.792

-189.385 -189.385

122.145 22.296 138.699 137.707 22.15 137.707 138.699 22.296 122.145

-210.352 -210.352

146.303 22.287 159.109 157.766 22.078 157.766 159.109 22.287 146.303

-223.795 -223.795

163.76 22.304 172.168 170.284 21.986 170.284 172.168 22.304 163.76

-223.594 -223.594

167.942 22.24 171.963 169.543 21.896 169.543 171.963 22.24 167.942

-186.362 -186.362

137.175 22.462 135.232 132.195 21.74 132.195 135.232 22.462 137.175

-179.139 -179.139

E3-216.922 -216.922

P

E2-216.292 -216.292

E1

E4-204.289 -204.289

E5-184.141 -184.141

Momentele incovoietoare de pe grinzi sunt determinate printr-un calcul static

cu forte statice echivalente

-80.62 -80.62

35.99 36.65 35.99

-80.62 -80.62

35.99 36.65 35.99

-161.04 -161.04

111.11 110.41 111.11

-161.04 -161.04

111.11 110.41 111.11

1 2 3

E7-156.78 -156.78

MOMENTE MEDIATE

CADRU A (2006)

-79.37 -79.37

E8-79.37 -79.37

4

E6

-156.78 -156.78

111.11 110.41 111.11

-161.04 -161.04

111.11 110.41 111.11

-211.03 -211.03

160.10 157.45 160.10

-211.03 -211.03

160.10 157.45 160.10

-211.03 -211.03

160.10 157.45 160.10

-211.03 -211.03

160.10 157.45 160.10

E5-156.78 -156.78

E4-204.16 -204.16

E3-204.16 -204.16

E1-204.16 -204.16

E2-204.16 -204.16

P

Medierea momentelor se face cu scopul de a avea acelasi tip de grinzi pe mai multe etaje. Diferenta

dintre momentele efective de pe diagrama de moment din cadrul aceluiasi tip de grinda sa nu

depaseasca 30%.

431.02 431.02

192.38 195.92 192.38

431.02 431.02

192.38 195.92 192.38

860.94 860.94

594.00 590.29 594.00

860.94 860.94

594.00 590.29 594.00

424.34

4

424.34 424.34

E8424.34

E7838.15 838.15

ARMATURA LONGITUDINALA NECESARA

CADRU A (2006)

1 2 3

E6

838.15 838.15

594.00 590.29 594.00

860.94 860.94

594.00 590.29 594.00

1128.18 1128.18

855.94 841.74 855.94

1128.18 1128.18

855.94 841.74 855.94

1128.18 1128.18

855.94 841.74 855.94

1128.18 1128.18

855.94 841.74 855.94

Hgr= 500 as= 35 fyd= 435

Bgr= 250 Z= 430 fcd= 20

E5838.15 838.15

E41091.48

E21091.48 1091.48

E31091.48

E11091.48 1091.48

1091.48

1091.48

P

4Φ14 4Φ14 4Φ14

4Φ14 4Φ14 4Φ14

3Φ14 3Φ14

3Φ14

2Φ18+2Φ16

3Φ14 3Φ14

3Φ14 3Φ14

3Φ14 3Φ14 3Φ14

2Φ18+2Φ16 2Φ18+2Φ16

3Φ14

E72Φ18+2Φ16 2Φ18+2Φ162Φ18+2Φ16

E6

2Φ18+2Φ16 2Φ18+2Φ16

ARMARE LONGITUDINALA

CADRU A (2006)

1 2 3 4

3Φ14 3Φ14

E83Φ14

4Φ14 4Φ14 4Φ14

4Φ14 4Φ14 4Φ14

4Φ16 4Φ16 4Φ16

4Φ16 4Φ16 4Φ16

4Φ16 4Φ16 4Φ16

4Φ16 4Φ16 4Φ16

2Φ20+2Φ18

2Φ20+2Φ18

2Φ20+2Φ18

2Φ20+2Φ18 2Φ20+2Φ18

2Φ18+2Φ16 2Φ18+2Φ16

P

2Φ20+2Φ182Φ20+2Φ18

2Φ20+2Φ18

2Φ20+2Φ18 2Φ20+2Φ18 2Φ20+2Φ18

E22Φ20+2Φ18 2Φ20+2Φ18

E12Φ20+2Φ18

2Φ18+2Φ16 2Φ18+2Φ16

E42Φ20+2Φ18 2Φ20+2Φ18

E3

E5

465.0 465.0

465.0 465.0 465.0

465.0 465.0

465.0 465.0 465.0

911.1 911.1

615.8 615.8 615.8

911.1 911.1

615.8 615.8 615.8

4

E7911.1 911.1

E6

911.1 911.1

ARMATURA LONGITUDINALA EFECTIVA

CADRU A (2006)

1 2 3

465.0 465.0

E8465.0 465.0

615.8 615.8 615.8

911.1 911.1

615.8 615.8 615.8

1137.3 1137.3

804.5 804.5 804.5

1137.3 1137.3

804.5 804.5 804.5

1137.3 1137.3

804.5 804.5 804.5

1137.3 1137.3

804.5 804.5 804.5

1137.3

P

E11137.3 1137.3

E21137.3

E31137.3 1137.3

911.1

E41137.3 1137.3

E5911.1

-102.8 -102.8

87.0 87.0 87.0

-102.8 -102.8

87.0 87.0 87.0

-186.3 -186.3

115.2 115.2 115.2

-186.3 -186.3

115.2 115.2 115.2

4

MOMENTE CAPABILE

CADRU A (2006)

1 2 3

E8-102.8 -102.8

-102.8

E7-186.3 -186.3

E6

-186.3 -186.3

-102.8

115.2 115.2 115.2

-186.3 -186.3

115.2 115.2 115.2

-228.6 -228.6

150.5 150.5 150.5

-228.6 -228.6

150.5 150.5 150.5

-228.6 -228.6

150.5 150.5 150.5

-228.6 -228.6

150.5 150.5 150.5

fyd;placa= 300

Hgr= 500 as= 35 fyd= 435 As;placa= 151

Bgr= 250 Z= 430 fcd= 20 Zplaca= 350

-186.3 -186.3

E3-228.6 -228.6

E2-228.6 -228.6

E4-228.6 -228.6

E5

E1-228.6 -228.6

P

48.7 48.7 48.7

48.7 48.7 48.7

48.7 48.7 48.7

48.7 48.7 48.7

77.3 77.3 77.3

77.3 77.3 77.3

77.3 77.3 77.3

77.3 77.3 77.3

FORTA TAIETOARE DIN MOMENTE CAPABILE

CADRU A (2006)

2 3 4

E8

E7

1

E6

77.3 77.3 77.3

77.3 77.3 77.3

77.3 77.3 77.3

97.2 97.2 97.2

97.2 97.2 97.2

97.2 97.2 97.2

97.2 97.2 97.2

97.2 97.2 97.2

97.2 97.2 97.2

97.2 97.2 97.2

97.2 97.2 97.2

L1= 3.9 L2= 3.9 L3= 3.9

E1

P

E2

E5

E4

E3

35.2 29.2 23.3

23.3 29.2 35.2

41.2 34.1 27.0

27.0 34.1 41.2

40.6 34.1 27.6

27.6 34.1 40.6

40.2 34.1 28.0

28.0 34.1 40.2

4

E8

E7

FORTA TAIETOARE DIN GRUPAREA SPECIALA

CADRU A (2006)

1 2 3

E6

28.0 34.1 40.2

39.5 34.1 28.7

28.7 34.1 39.5

38.7 34.1 29.5

29.5 34.1 38.7

37.6 34.1 30.5

30.5 34.1 37.6

36.5 34.1 31.7

31.7 34.1 36.5

34.9 34.1 33.3

33.3 34.1 34.9

E1

P

E2

E4

E3

E5

96.1 37.6 90.1 31.6 84.1 25.6

25.6 84.1 31.6 90.1 37.6 96.1

102.0 33.9 94.9 26.7 87.8 19.6

19.6 87.8 26.7 94.9 33.9 102.0

137.2 69.0 130.7 62.5 124.2 56.1

56.1 124.2 62.5 130.7 69.0 137.2

136.8 68.6 130.7 62.5 124.6 56.5

56.5 124.6 62.5 130.7 68.6 136.8

FORTA TAIETOARE DE CALCUL PENTRU ZONA CRITICA

CADRU A (2006)

3

E6

4

E8

E7

1 2

56.5 124.6 62.5 130.7 68.6 136.8

136.1 67.9 130.7 62.5 125.3 57.1

57.1 125.3 62.5 130.7 67.9 136.1

160.2 92.0 155.6 87.4 151.0 82.8

82.8 151.0 87.4 155.6 92.0 160.2

159.1 91.0 155.6 87.4 152.0 83.9

83.9 152.0 87.4 155.6 91.0 159.1

158.0 89.8 155.6 87.4 153.2 85.0

85.0 153.2 87.4 155.6 89.8 158.0

156.4 88.2 155.6 87.4 154.8 86.6

86.6 154.8 87.4 155.6 88.2 156.4

γ= 1.25

E5

E4

E1

P

E3

E2

31 2

-0.2667 -0.4470 -0.3508

-0.1924 -0.3855 -0.2818

E8

E7

E6

-0.3508

-0.2818

-0.4087 -0.5554 -0.4784

-0.4128 -0.5504 -0.4784 -0.4784 -0.5504

4

-0.4470 -0.2667

-0.3855 -0.1924

-0.4128

-0.4087-0.4784 -0.5554

VERIFICAREA NECESITATII DISPUNERII ARMATURII INCLINATE; CALCULUI LUI "ƺ"

CADRU A (2006)

-0.5536

E3

-0.5618 -0.5701-0.5701 -0.5618

P

-0.5172 -0.6090 -0.5618

E2

E1

-0.4198 -0.5420

E5

E4

-0.4128 -0.5504 -0.4784 -0.4784 -0.5504

-0.5269 -0.5983 -0.5618

-0.4784 -0.4784 -0.5420

-0.5618 -0.6090

-0.5381 -0.5863 -0.5618 -0.5618 -0.5863 -0.5381

-0.5172

-0.4128

-0.4198

-0.5618 -0.5983 -0.5269

-0.5536

300.5

E7

264.6 240.2 253.0

E8

288.2 258.2 274.2 274.2 258.2

CALCULUL LUI Vmax PENTRU CAZUL IN CARE ƺ<-0.5

CADRU A (2006)

1 2 3

300.5 268.4 285.7 285.7

253.0 240.2

4

263.9

288.2

268.4

264.6

E6

263.9 241.0 253.0 253.0 241.0

Bgr= 250 Hgr= 500 fctd= 1.33

E4

246.5 231.2 239.1 239.1 231.2

242.4 253.0

E5

262.7 262.7

240.5

233.0

263.9

246.5

P

E2

263.9 241.0 253.0 253.0 241.0

E1

240.5 237.7 239.1 239.1 237.7

243.0 235.0 239.1 239.1 235.0

244.9

243.0

E3

244.9 233.0 239.1 239.1

253.0 242.4

0.200 0.172 0.172 0.200

E7

0.243 0.2690.269 0.243

E6

0.244 0.2680.268 0.244 0.256 0.256

0.256 0.256

0.186 0.186

2 3 4

0.1650.188 0.165 0.176 0.176 0.188

VERIFICARE BIELA COMPRIMATA ZONA CRITICA

CADRU A (2006)

1

E8

Bgr= 250 fcd= 20 α= 1

Z= 430 fcd2= 10.56 θ= 45 ̊

E5

0.266

0.314 0.296 0.305 0.305 0.296 0.314

P

0.244 0.268

0.266 0.245

E4

E3

E2

E1

0.256 0.256

0.268 0.244 0.256 0.256

0.245

Vrd;max= 510.84

0.309 0.300 0.305 0.305

0.303 0.305 0.305

0.312 0.298 0.305 0.305 0.298

0.306 0.303 0.306

0.312

0.300 0.309

etΦ8/100 etΦ8/100 etΦ8/100 etΦ8/100 etΦ8/100 etΦ8/100




ARMARE LA FORTA TAIETOARE PENTRU ZONA CRITICA

CADRU A (2006)

1 2 3 4

E8

E7

E6






fyd= 300 fywd= 240

P

E4

E3

E2

E1

E5

Otel-PC52

84.8 48.8 78.8 42.8 72.8 36.9

36.9 72.8 42.8 78.8 48.8 84.8

88.9 47.0 81.8 39.9 74.7 32.7

32.7 74.7 39.9 81.8 47.0 88.9

124.1 82.1 117.6 75.6 111.1 69.2

69.2 111.1 75.6 117.6 82.1 124.1

123.7 81.7 117.6 75.6 111.5 69.6

69.6 111.5 75.6 117.6 81.7 123.7

FORTA TAIETOARE DE CALCUL PENTRU ZONA NECRITICA

CADRU A (2006)

1 2 3 4

E8

E7

E6

69.6 111.5 75.6 117.6 81.7 123.7

123.0 81.0 117.6 75.6 112.2 70.3

70.3 112.2 75.6 117.6 81.0 123.0

147.0 105.1 142.5 100.5 137.9 95.9

95.9 137.9 100.5 142.5 105.1 147.0

146.0 104.1 142.5 100.5 138.9 97.0

97.0 138.9 100.5 142.5 104.1 146.0

144.9 102.9 142.5 100.5 140.1 98.1

98.1 140.1 100.5 142.5 102.9 144.9

143.3 101.3 142.5 100.5 141.7 99.7

99.7 141.7 100.5 142.5 101.3 143.3

L1= 3.9 L2= 3.9 L3= 3.9

Hgr= 0.5

Lcr= 0.75

P

E3

E2

E1

E5

E4

4.608

7.005 6.305

4.205 5.012

E7

7.028 6.282 6.655 6.655 6.282 7.028

E6

4

4.778 4.099 4.439 4.439 4.099 4.778

CALCULUL UNGHIULUI DE INCLINARE A BIELEI COMPRIMATE(θ)

CADRU A (2006)

1 2 3

E8

5.012 4.205 4.608

6.305 7.0056.655 6.655

Bgr= 250 fcd= 20 α= 1

Z= 430 fcd2= 10.56

6.655 6.655

7.005 6.305

8.365

6.305 7.005

6.966

E3

8.365

E5

6.966 6.345

8.097 8.097

8.050

8.238 7.957 8.097 8.097

7.831

8.097

6.655 6.655

7.957

E1

8.145 8.050 8.097

6.345

E4

7.831

8.145

P

E2

8.305 7.890 8.097 8.097 7.890

8.238

21 ̊≤ θ ≤ 45 ̊

8.305

etΦ8/200 etΦ8/200 etΦ8/200

etΦ8/200 etΦ8/200 etΦ8/200

etΦ8/200 etΦ8/200 etΦ8/200

etΦ8/200 etΦ8/200 etΦ8/200

4

E8

E7

E6

ARMARE LA FORTA TAIETOARE PENTRU ZONA NECRITICA

CADRU A (2006)

1 2 3

etΦ8/200 etΦ8/200 etΦ8/200

etΦ10/250 etΦ10/250 etΦ10/250

etΦ10/250 etΦ10/250 etΦ10/250

etΦ10/250 etΦ10/250 etΦ10/250

etΦ10/250 etΦ10/250 etΦ10/250

fyd= 300 fywd= 240

Otel-PC52

E5

E4

E3

E2

P

E1


etΦ8/200 etΦ8/200 etΦ8/200


etΦ8/200 etΦ8/200 etΦ8/200


etΦ8/200 etΦ8/200 etΦ8/200


etΦ8/200 etΦ8/200 etΦ8/200

ARMARE LA FORTA TAIETOARE

CADRU A (2006)

1 2 3 4

E8

E7

E6

etΦ8/200 etΦ8/200 etΦ8/200


etΦ8/200 etΦ8/200 etΦ8/200


etΦ10/250 etΦ10/250 etΦ10/250


etΦ10/250 etΦ10/250 etΦ10/250


etΦ10/250 etΦ10/250 etΦ10/250


etΦ10/250 etΦ10/250 etΦ10/250

fyd= 300

Otel-PC52

E5

E3

E2

E1

P

E4

Documents

CALCUL GRINZI 2006