Calcul Siloz - Copie

1. Calculul masei m1

A planseu = 622.2 incarcare valoare caracteristica GS valoare GS GF valoare GFkN kN kN

a) incarcarea din zapada

q zapada = 2 zapada 1244.40 0.4 497.76 1.5 1866.60izolatii 311.10 1 311.10 1.35 419.99

b) incarcarea din izolatii gp planseu 3017.67 1 3017.67 1.35 4073.85

q izolatii = 0.5 st+gr+inchid 1134.38 1 1134.38 1.35 1531.41

c) greutatea proprie a planseului m1 4960.91 7891.85

= 20

= 0.08 m

q spbet = 1.6

q fasii = 3.25

= 25

d) greutatea stalpilor, grinzilor si inchiderilorh st = 2.03 mb st 50 = 0.5 mb st 30 = 0.3 mS 50x50 = 12.69 kN nr. stalpi 8S 50x30 = 7.61 kN nr. stalpi 4S 30x30 = 4.57 kN nr. stalpi 16G stalpi = 205.03 kN

L gr = 28.86 m

A gr = 0.22G gr = 158.73 kN nr. grinzi 4G total gr = 634.92 kN

h inchid = 2.68 ml inchid = 0.25 mL inchid = 94.04 m

V inchid = 63.01V goluri = 30 %

= 18G inchid = 793.89 kN



a) incarcarea utila

utila = 3 utila 1866.60 0.4 746.64 1.5 2799.90gp planseu 3888.75 1 3888.75 1.35 5249.81

b) greutatea proprie a planseului st+gr+inc 1134.38 1 1134.38 1.35 1531.41

= 25δ planseu = 0.25 m m2 5769.77 9581.12

c) greutatea stalpilor, grinzilor si inchiderilor

3. Calculul maselor m3-m7 (masa celulelor)

raza int = 3.15 m incarcare valoare caracteristica GS valoare GS GF valoare GFraza ext = 3.33 m kN kN kN

A cel = 3.66H = 36 m celule 9039.04 1 9039.04 1.35 12202.71H cel = 35.75 m

V cel = 131.00 m3=m4=m5=m6=m7 9039.04 12202.71

= 25G cel = 3275.02 kN nr. celule 12G total cel = 39300.19 kNProcent pereti = 15 %G total = 45195.22 kN



a) greutatea proprie a planseului= 25 gp planseu 6222.00 1 6222.00 1.35 8399.70

δ planseu = 0.4 m stalpi 2778.24 1 2778.24 1.35 3750.63

b) greutatea stalpilor m8 9000.24 12150.33h st = 3.6 mb st = 1 mS 100x100 = 90 kN nr. stalpi 48G stalpi = 4320 kN

h capit = 0.45 m

V cub capit = 0.45

A b capit marg = 1l capit marg = 1.75 mL capit marg = 1.9 m

A B capit marg = 3.325

V capit marg = 0.47G capit marg = 11.81 kN nr. capit marg 20G total capit marg = 236.13 kN

A b capit centr = 1l capit marg = 1.9 mL capit marg = 1.9 m

A B capit centr = 3.61

V capit centr = 0.53G capit centr = 13.16 kN nr. capit centr 76G total capit centr = 1000.35 kN

G total stalpi = 5556.48 kN


a) greutatea stalpilor incarcare valoare caracteristica GS valoare GS GF valoare GFkN kN kN

G total stalpi = 5556.48 kNstalpi 2778.24 1 2778.24 1.35 3750.63

b) greutatea radierului radier 18849.19 1 18849.19 1.35 25446.40

L rad = 31.35 m m9 21627.43 29197.03l rad = 24.05 m

A rad = 753.97h rad = 1 m

= 25G radier = 18849.188 kN

m2

kN/m2

kN/m2

ϒbs kN/m3

δspbet

kN/m2

kN/m2

ϒba kN/m3

m2

m3

ϒc kN/m3

m2

kN/m2

ϒba kN/m3

m2

m3

ϒba kN/m3

m2

ϒba kN/m3

m3

m2

m2

m3

m2

m2

m3

m2

ϒba kN/m3

Calculul greutatii din cereale

= 8H cel = 35.75 mRaza int = 3.15 m

A cc = 31.17

A cs = 18.17

A cb = 4.86G cc = 8915.32 kNG cs = 5196.62 kNG cb = 1389.96 kN

1. Ipoteza I (12 CC + 6 CS + 10 CB) incarcare valoare caracteristica GS valoare GS GF valoare GFkN kN kN

G ip.I = 152063.18 kNm I 152063.18 0.8 121650.54 1.35 205285.29

2. Ipoteza II - cazul a (8 CC + 3 CS + 5 CB) m II-a 93862.23 0.8 75089.79 1.35 126714.01m II-b 82618.17 0.8 66094.54 1.35 111534.53

G ip. II-a = 93862.23 kN m II-c 76031.59 0.8 60825.27 1.35 102642.65ey II-a = 5.19 m

3. Ipoteza II - cazul b (6 CC + 4 CS + 6 CB)

G ip.II-b = 82618.17 kNex II-b = 7 m

4. Ipoteza II - cazul c (6 CC + 3 CS + 5 CB)

G ip.II-c = 76031.59 kNex II-c = 4.59 mey II-c = 3.54 m

ϒcer kN/m3

m2

m2

m2

1. Calculul fortei seismice de baza a structurii

= 1

= 0.28 gβ(T) = 2.75q = 4λ = 0.85G (GF) = 119833.88 kNG (GS) = 86553.57 kNFb = 14162.33 kN

2. Calculul fortelor seismice de nivel ale structurii

nivel m h radier h forta valoare fortakN kN m kN

1 4960.91 44 40.2 F1 2185.012 5769.77 41 37.2 F2 2351.623 9039.04 37.4 33.6 F3 3327.584 9039.04 30.2 26.4 F4 2614.525 9039.04 23 19.2 F5 1901.476 9039.04 15.8 12 F6 1188.427 9039.04 8.6 4.8 F7 475.378 9000.24 5 1.2 F8 118.33

h teren = 3.8 m

3. Calculul fortei seismice de baza din cereale

ipoteza FbkN

I 19905.07II-1 12286.57II-2 10814.72II-3 9952.54

4. Calculul fortelor seismice de nivel din cereale

nivel m I m II-a m II-b m II-b h radier h forta F I F II-a F II-b F II-ckN kN kN kN kN m kN kN kN kN

3 121650.54 75089.79 66094.54 60825.27 37.4 33.6 F3 6966.77 4300.30 3785.15 3483.394 121650.54 75089.79 66094.54 60825.27 30.2 26.4 F4 5473.89 3378.81 2974.05 2736.955 121650.54 75089.79 66094.54 60825.27 23 19.2 F5 3981.01 2457.31 2162.94 1990.516 121650.54 75089.79 66094.54 60825.27 15.8 12 F6 2488.13 1535.82 1351.84 1244.077 121650.54 75089.79 66094.54 60825.27 8.6 4.8 F7 995.25 614.33 540.74 497.63

5. Calculul fortei seismice de baza totale

ipoteza FbkN

I 34067.40II-1 26448.89II-2 24977.05II-3 24114.86

6. Calculul fortelor seismice de nivel totale

nivel h radier h forta ipoteza I ipoteza II-a ipoteza II-b ipoteza II-ckN m kN kN kN kN

1 44 40.2 F1 2185.01 2185.01 2185.01 2185.012 41 37.2 F2 2351.62 2351.62 2351.62 2351.623 37.4 33.6 F3 10294.35 7627.88 7112.73 6810.964 30.2 26.4 F4 8088.42 5993.33 5588.57 5351.475 23 19.2 F5 5882.49 4358.79 4064.42 3891.986 15.8 12 F6 3676.55 2724.24 2540.26 2432.497 8.6 4.8 F7 1470.62 1089.70 1016.10 972.998 5 1.2 F8 118.33 118.33 118.33 118.33

Suma Fb 34067.40 26448.89 24977.05 24114.86

nivel h radier h forta ipoteza I ipoteza II-a ipoteza II-b ipoteza II-ckN m kNm kNm kNm kNm

1 44 40.2 F1 x h1 87837.42 87837.42 87837.42 87837.422 41 37.2 F2 x h2 87480.36 87480.36 87480.36 87480.363 37.4 33.6 F3 x h3 345890.21 256296.61 238987.68 228848.404 30.2 26.4 F4 x h4 213534.26 158223.93 147538.31 141278.865 23 19.2 F5 x h5 112943.74 83688.69 78036.79 74726.016 15.8 12 F6 x h6 44118.65 32690.89 30483.12 29189.857 8.6 4.8 F7 x h7 7058.98 5230.54 4877.30 4670.388 5 1.2 F8 x h8 142.00 142.00 142.00 142.00

Suma Fi x hi 899005.63 711590.44 675382.98 654173.27

ϒI

ag

I. Gruparea fundamentala (GF)

L rad = 31.35 ml rad = 24.05 m

A rad = 753.97

Wz = 3022.15

Wy = 3939.48

ipoteza N str N cer p max

kN kN m m

I 119833.879 205285.29 431.21II-1 119833.879 126714.01 5.19 376.55II-2 119833.879 111534.53 7.00 357.12II-3 119833.879 102642.65 4.59 3.54 398.76

= 435.00

II. Gruparea speciala (GS)

A rad = 753.97

Wz = 3022.15

Wy = 3939.48

p pl = 870.00

= 5.19 m

= 7.00 m

= 3.54 m

= 4.59 m

ipoteza N str N cer p N M r p M p st p dr e ZA L1 x ZA L2 p max ZAp Mz p My p st z p st y p dr z p dr y e ZA x e ZA y L1 x L1 y x ZA x x ZA y L2 x L2 y p max ZA x p max ZA y

kN kN kNm m m m m

I 86553.57 121650.54 276.14 899005.63 297.47 -21.33 573.62 4.32 24.05 23.12 31.35 574.47 < p plII-1 86553.57 75089.79 214.39 711590.44 364.41 -150.02 578.80 6.81 24.05 15.64 31.35 659.54 < p plII-2 86553.57 66094.54 202.46 675382.98 288.88 -86.42 491.34 7.46 31.35 24.66 24.05 514.79 < p plII-3 86553.57 60825.27 195.47 654173.27 222.77 187.11 222.77 8.36 222.77 382.58 6.33 5.90 31.35 24.05 28.03 18.38 24.05 31.35 437.31 511.66 < p pl

p max = 660.00

m2

m3

m3

ex ey

kN/m2

pconv kN/m2

m2

m3

m3

kN/m2

ey II-1

ex II-2

ey II-3

ex II-3

kN/m2 kN/m2 kN/m2 kN/m2 kN/m2

kN/m2

I. Verificarea la strapungere

h rad = 1.00 ma = 50.00 mmd = 0.95 mh0 = 0.95 mc = 1.90 mU cr = 11.40 m

fctm = 1.50N cap = 12183.75 kN

y = 3.90 my* = 2.90 m

A = 15.21

A* = 8.41L = 31.35 ml = 2.44 m

p max = 660.00

p med = 608.63N strap = 4138.69 kN

N strap < N cap

II. Armarea radierului

fyd = 300

p max = 660.00h rad = 1.00 ma = 50.00 mmhs = 0.90 m

1. Zone tip consola

Zona l p p med M A nec A min Aleg nr.bare/m A ef

m kNm nr.bare φ

1 2.1 628.72 644.36 994.57 3683.59 1350 5 32 4021.242 1.1 636.85 648.43 392.30 1452.95 1350 5 20 1570.803 1.1 636.85 648.43 392.30 1452.95 1350 5 20 1570.80

2. Zone tip panou

Zona l p med M max M + A nec + A min Aleg nr.bare/m A ef M - A nec + A min Aleg nr.bare/m A ef

m kNm kNm nr.bare φ kNm nr.bare φ

4 (1) 3.07 560.5 660.33 264.13 978.27 1350 5 20 1570.80 396.20 1467.40 1350 5 20 1570.804 (2) 2.68 560.5 503.22 201.29 745.51 1350 5 20 1570.80 301.93 1118.26 1350 5 20 1570.80

5 (1) si (2) 2.68 431.21 387.14 154.86 573.54 1350 5 20 1570.80 232.28 860.31 1350 5 20 1570.80

N/mm2

m2

m2

kN/m2

kN/m2

N/mm2

kN/m2

kN/m2 kN/m2 mm2 mm2 mm2

kN/m2 mm2 mm2 mm2 mm2 mm2 mm2

I. Calcul moment la capatul stalpilor

= 34067.40 kNn = 48 stalpi N MV = 780.71 kN kN kNm

= 1171.07 kN

= 3.6 m 1 -11684 0

= 2107.92 kNm 2 -11684 863.573 -11296 1326.88

II. Stalp de colt 4 -9946 1715.955 -8489 2048.18

= 20.2 6 -6899 2334.84

= 608.72 7 -5033 2468.61

= 12296.14 kN 8 -3272 2324.879 -1515 1976.38

III. Stalp marginal 10 137.27 1450.1611 3385.32 0

= 17.4

= 616.85

= 10733.19 kN

IV. Stalp central N MkN kNm

= 13.3

= 512.27 1 -16429 0

= 6813.19 kN 2 -16429 1144.983 -16038 1833.46

Solicitari efective 4 -14089 2404.865 -11960 2880.68

Stalp N M 6 -9644 3276.97kN kNm 7 -7298 3318.69

8 -4956 3085.39colt -12296.14 2107.92025 9 -2592 2579.47

marginal -10733.19 2107.92 10 -282.2287 1828.65central -6813.191 2107.92 11 3745.28 0

V. Armare longitudinala stalpi

= 1 %

= 1 ma = 5 cmd = 0.95 m

= 9500nr. bare = 20 bareφ = 25 mm

= 9817.48

= 490.87

= 2945.24

Aleg armare cu 20φ28nr. bare = 20 bareφ = 28 mm

= 12315.04

= 615.75

= 3694.51

VI. Armare transversala stalpi

= 1171.07 kN

= 20ϒ = 1.5

fcd = 13.33b = 1000 mmd = 950 mmz = 855 mmsinϴ*cosϴ = 0.5

= 3146.40 kN ( nu este necesara marirea sectiunii de beton )

= 0.12k = 1.46

= 0.00k1 = 0.15

= 12.30

= 2081.71 kN ( beton preia singur forta taietoare )

Se armeaza constructiv

= 3.6 m

= 1 mRaport = 3.6 > 3 ( se armeaza tot stalpul ca zona critica )

= 0.0035s = 150 mm

= 525 mm2

= 105 mm2φ = 12 mm

= 113.10

= 565.49 mm2Aleg armare cu 5 etr φ12/150

Eforturi 20φ25 Sap2000

Fb

VEd

lcl

MEd

Aaf m2

pmed kN/m2

NEd

Aaf m2

pmed kN/m2

NEd Eforturi 20φ28 Sap2000

Aaf m2

pmed kN/m2

NEd

ρmin

hc=bc

Anec mm2

Aef mm2

Aef,1φ mm2

Alat,ef mm2

Aef mm2

Aef,1φ mm2

Alat,ef mm2

VEd

fck N/mm2

N/mm2

VRd,max > VEd

CRd,c

ρl

σcp N/mm2

VRd,c > VEd

lcl

hc=bc

ρmin

Asw,nec

Asw,nec 1φ

Asw,ef 1φ mm2

Asw,nec

0 500 1000 1500 2000 2500 3000

-14000-12000-10000

-8000-6000-4000-2000

0200040006000

Curba de interactiune M-N 20φ25

M-N 20fi25 Eforturi efective

M

N

0 500 1000 1500 2000 2500 3000 3500 4000

-20000

-15000

-10000

-5000

0

5000

Curba de interactiune M-N 20φ28

M-N 20fi28 Eforturi efective

M

N

I. Armarea orizontala a celulelor silozului

= 36 mφ = 26 °

= 8μ = 0.5K = 0.39a1 = 1.5a2 = 1a3 = 0.2α1 = 0.4α2 = 0.02

= 300b = 180 mma = 25 mmds = 130 mm

1. Celule circulare centrale

D = 6.3 m

S = 31.17U = 19.79 mρ = 1.58 m

Zona z N M

m kN kNm φ [ mm ]

0 0 0.00 0.00 0.00 0.00 0.00 10 785.40

H1

1 7.52 2.94 1.47 30.08 100.25 10 785.402 14.17 5.53 2.77 56.65 188.82 10 785.403 20.04 7.83 3.91 80.12 267.06 10 785.404 25.23 9.85 4.93 100.85 336.18 10 785.405 29.81 11.64 5.82 119.17 397.24 10 785.40

H2

6 33.86 13.22 6.61 135.36 451.19 10 785.407 37.44 14.62 7.31 149.65 498.84 10 785.408 40.60 15.85 7.93 162.28 540.94 10 785.409 43.39 16.94 8.47 173.44 578.13 10 785.40

10 45.85 17.90 8.95 183.30 610.98 10 785.40

Hm

11 48.03 18.75 9.38 107.52 4.84 -55.14 10 785.4012 49.96 19.51 9.75 111.83 5.03 -57.35 10 785.4013 51.66 20.17 10.09 115.63 5.20 -59.30 10 785.4014 53.16 20.76 10.38 119.00 5.35 -61.02 10 785.4015 54.49 21.27 10.64 121.97 5.49 -62.55 10 785.4016 55.66 21.73 10.87 124.59 5.61 -63.89 10 785.4017 56.69 22.14 11.07 126.91 5.71 -65.08 10 785.4018 57.61 22.49 11.25 128.96 5.80 -66.13 10 785.4019 58.42 22.81 11.40 130.76 5.88 -67.06 10 785.4020 59.13 23.09 11.54 132.36 5.96 -67.88 10 785.4021 59.76 23.33 11.67 133.77 6.02 -68.60 10 785.4022 60.32 23.55 11.78 135.02 6.08 -69.24 10 785.4023 60.81 23.74 11.87 136.12 6.13 -69.81 10 785.4024 61.24 23.91 11.96 137.10 6.17 -70.31 10 785.4025 61.63 24.06 12.03 137.96 6.21 -70.75 10 785.4026 61.97 24.20 12.10 138.72 6.24 -71.14 10 785.4027 62.27 24.31 12.16 139.39 6.27 -71.48 10 785.4028 62.53 24.42 12.21 139.98 6.30 -71.78 10 785.4029 62.77 24.51 12.25 140.50 6.32 -72.05 10 785.4030 62.97 24.59 12.29 140.97 6.34 -72.29 10 785.4031 63.16 24.66 12.33 141.37 6.36 -72.50 10 785.40

H3

32 63.32 24.72 12.36 253.10 843.66 12 1130.9733 63.46 24.78 12.39 253.67 845.56 12 1130.9734 63.59 24.83 12.41 254.17 847.24 12 1130.9735 63.70 24.87 12.44 254.62 848.72 12 1130.9736 63.79 24.91 12.45 255.01 850.03 12 1130.97

2. Celule circulare marginale

Zona z N Nt N total M Mt M total

m kN kN kN kNm kNm kNm φ [ mm ]

0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 785.40

H1

1 7.52 2.94 1.47 0.59 30.08 2.04 32.11 107.04 10 785.402 14.17 5.53 2.77 1.11 56.65 3.83 60.48 201.60 10 785.403 20.04 7.83 3.91 1.57 80.12 5.42 85.54 285.14 10 785.404 25.23 9.85 4.93 1.97 100.85 6.83 107.68 358.94 10 785.405 29.81 11.64 5.82 2.33 119.17 8.07 127.24 424.13 10 785.40

H2

6 33.86 13.22 6.61 2.64 135.36 9.16 144.52 481.73 10 785.407 37.44 14.62 7.31 2.92 149.65 10.13 159.78 532.61 10 785.408 40.60 15.85 7.93 3.17 162.28 10.99 173.27 577.56 10 785.409 43.39 16.94 8.47 3.39 173.44 11.74 185.18 617.26 10 785.40

10 45.85 17.90 8.95 3.58 183.30 12.41 195.70 652.34 10 785.40

Hm

11 48.03 18.75 9.38 3.75 107.52 13.00 120.52 4.84 40.94 45.78 972.97 14 1539.3812 49.96 19.51 9.75 3.90 111.83 13.52 125.35 5.03 42.58 47.61 1011.95 14 1539.3813 51.66 20.17 10.09 4.03 115.63 13.98 129.61 5.20 44.03 49.23 1046.38 14 1539.3814 53.16 20.76 10.38 4.15 119.00 14.38 133.38 5.35 45.31 50.67 1076.80 14 1539.3815 54.49 21.27 10.64 4.25 121.97 14.74 136.71 5.49 46.44 51.93 1103.68 14 1539.3816 55.66 21.73 10.87 4.35 124.59 15.06 139.65 5.61 47.44 53.05 1127.42 14 1539.3817 56.69 22.14 11.07 4.43 126.91 15.34 142.25 5.71 48.32 54.03 1148.39 14 1539.3818 57.61 22.49 11.25 4.50 128.96 15.59 144.54 5.80 49.10 54.91 1166.92 14 1539.3819 58.42 22.81 11.40 4.56 130.76 15.81 146.57 5.88 49.79 55.68 1183.29 14 1539.3820 59.13 23.09 11.54 4.62 132.36 16.00 148.36 5.96 50.40 56.36 1197.75 14 1539.3821 59.76 23.33 11.67 4.67 133.77 16.17 149.94 6.02 50.94 56.96 1210.53 14 1539.3822 60.32 23.55 11.78 4.71 135.02 16.32 151.34 6.08 51.41 57.49 1221.81 14 1539.3823 60.81 23.74 11.87 4.75 136.12 16.45 152.58 6.13 51.83 57.96 1231.78 14 1539.3824 61.24 23.91 11.96 4.78 137.10 16.57 153.67 6.17 52.20 58.37 1240.59 14 1539.3825 61.63 24.06 12.03 4.81 137.96 16.68 154.63 6.21 52.53 58.74 1248.37 14 1539.3826 61.97 24.20 12.10 4.84 138.72 16.77 155.48 6.24 52.82 59.06 1255.24 14 1539.3827 62.27 24.31 12.16 4.86 139.39 16.85 156.24 6.27 53.07 59.35 1261.31 14 1539.3828 62.53 24.42 12.21 4.88 139.98 16.92 156.90 6.30 53.30 59.60 1266.68 14 1539.3829 62.77 24.51 12.25 4.90 140.50 16.98 157.49 6.32 53.50 59.82 1271.42 14 1539.3830 62.97 24.59 12.29 4.92 140.97 17.04 158.01 6.34 53.68 60.02 1275.60 14 1539.3831 63.16 24.66 12.33 4.93 141.37 17.09 158.46 6.36 53.83 60.19 1279.30 14 1539.38

H3

32 63.32 24.72 12.36 4.94 253.10 17.13 270.23 900.77 12 1130.9733 63.46 24.78 12.39 4.96 253.67 17.17 270.84 902.80 12 1130.9734 63.59 24.83 12.41 4.97 254.17 17.21 271.38 904.59 12 1130.9735 63.70 24.87 12.44 4.97 254.62 17.24 271.85 906.17 12 1130.9736 63.79 24.91 12.45 4.98 255.01 17.26 272.27 907.57 12 1130.97

3. Celule buzunar

D ech = 5.58 m

S = 4.86U = 9.84 mρ = 0.49 m

Zona z N Nt N total M Mt M total

m kN kN kN kNm kNm kNm φ [ mm ]

0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 785.40

H1

1 6.61 2.58 1.29 0.52 23.41 1.58 24.99 83.31 10 785.402 11.06 4.32 2.16 0.86 39.18 2.65 41.83 139.43 10 785.403 14.06 5.49 2.74 1.10 49.79 3.37 53.17 177.22 10 785.404 16.07 6.28 3.14 1.26 56.95 3.85 60.80 202.67 10 785.405 17.43 6.81 3.40 1.36 61.76 4.18 65.94 219.81 10 785.40

H2

6 18.35 7.16 3.58 1.43 65.01 4.40 69.41 231.35 10 785.407 18.97 7.41 3.70 1.48 67.19 4.55 71.74 239.13 10 785.408 19.38 7.57 3.78 1.51 68.66 4.65 73.31 244.37 10 785.409 19.66 7.68 3.84 1.54 69.65 4.71 74.37 247.89 10 785.40

10 19.85 7.75 3.88 1.55 70.32 4.76 75.08 250.27 10 785.40

Hm

11 19.98 7.80 3.90 1.56 39.63 4.79 44.42 1.58 13.37 14.95 309.40 10 785.4012 20.06 7.83 3.92 1.57 39.80 4.81 44.61 1.59 13.43 15.02 310.72 10 785.4013 20.12 7.86 3.93 1.57 39.91 4.82 44.74 1.59 13.47 15.06 311.61 10 785.4014 20.16 7.87 3.94 1.57 39.99 4.83 44.83 1.59 13.50 15.09 312.21 10 785.4015 20.18 7.88 3.94 1.58 40.04 4.84 44.88 1.60 13.51 15.11 312.62 10 785.4016 20.20 7.89 3.94 1.58 40.08 4.84 44.92 1.60 13.52 15.12 312.89 10 785.4017 20.21 7.89 3.95 1.58 40.10 4.85 44.95 1.60 13.53 15.13 313.07 10 785.4018 20.22 7.90 3.95 1.58 40.12 4.85 44.97 1.60 13.54 15.14 313.20 10 785.4019 20.23 7.90 3.95 1.58 40.13 4.85 44.98 1.60 13.54 15.14 313.28 10 785.4020 20.23 7.90 3.95 1.58 40.14 4.85 44.99 1.60 13.54 15.14 313.34 10 785.4021 20.23 7.90 3.95 1.58 40.14 4.85 44.99 1.60 13.55 15.15 313.37 10 785.4022 20.24 7.90 3.95 1.58 40.14 4.85 45.00 1.60 13.55 15.15 313.40 10 785.4023 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.42 10 785.4024 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.43 10 785.4025 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.43 10 785.4026 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.44 10 785.4027 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.44 10 785.4028 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.45 10 785.4029 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.45 10 785.4030 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.45 10 785.4031 20.24 7.90 3.95 1.58 40.15 4.85 45.00 1.60 13.55 15.15 313.45 10 785.40

H3

32 20.24 7.90 3.95 1.58 71.70 4.85 76.55 255.17 10 785.4033 20.24 7.90 3.95 1.58 71.70 4.85 76.55 255.17 10 785.4034 20.24 7.90 3.95 1.58 71.70 4.85 76.55 255.17 10 785.4035 20.24 7.90 3.95 1.58 71.70 4.85 76.55 255.17 10 785.4036 20.24 7.90 3.95 1.58 71.70 4.85 76.55 255.17 10 785.40

4. Celule stea

D ech = 5.58 m

S = 18.17U = 22.62 mρ = 0.80 mα3 reazem = 0.136α3 camp = 0.08

Ipoteza 1 Ipoteza 2 Armare reazem Armare camp

Zona z M reazem M camp N M reazem M camp

m kNm kNm kN kNm kNm φ [ mm ] φ [ mm ]

0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 785.40 0.00 0.00 0.00 10 785.40

H1

1 7.10 2.77 1.39 0.55 10.06 3.82 2.25 0.00 81.20 81.20 10 785.40 0.00 40.86 40.86 10 785.402 12.67 4.95 2.47 0.99 17.96 6.82 4.01 0.00 144.87 144.87 10 785.40 0.00 72.90 72.90 10 785.403 17.04 6.65 3.33 1.33 24.15 9.17 5.39 0.00 194.81 194.81 10 785.40 0.00 98.02 98.02 10 785.404 20.47 7.99 4.00 1.60 29.00 11.01 6.48 0.00 233.97 233.97 10 785.40 0.00 117.73 117.73 10 785.405 23.15 9.04 4.52 1.81 32.81 12.46 7.33 0.00 264.69 264.69 10 785.40 0.00 133.18 133.18 10 785.40

H2

6 25.26 9.86 4.93 1.97 35.79 13.59 7.99 0.00 288.77 288.77 10 785.40 0.00 145.30 145.30 10 785.407 26.91 10.51 5.25 2.10 38.13 14.48 8.52 0.00 307.66 307.66 10 785.40 0.00 154.81 154.81 10 785.408 28.21 11.01 5.51 2.20 39.97 15.17 8.93 0.00 322.48 322.48 10 785.40 0.00 162.26 162.26 10 785.409 29.22 11.41 5.71 2.28 41.41 15.72 9.25 0.00 334.09 334.09 10 785.40 0.00 168.11 168.11 10 785.40

10 30.02 11.72 5.86 2.34 42.54 16.15 9.50 0.00 343.20 343.20 10 785.40 0.00 172.69 172.69 10 785.40

Hm

11 30.64 11.97 5.98 2.39 19.78 11.64 43.42 16.49 9.70 507.27 350.35 507.27 10 785.40 298.39 176.29 298.39 10 785.4012 31.13 12.16 6.08 2.43 20.10 11.82 44.12 16.75 9.85 515.38 355.95 515.38 10 785.40 303.16 179.11 303.16 10 785.4013 31.52 12.31 6.15 2.46 20.35 11.97 44.66 16.96 9.97 521.74 360.35 521.74 10 785.40 306.91 181.32 306.91 10 785.4014 31.82 12.42 6.21 2.48 20.54 12.08 45.09 17.12 10.07 526.73 363.79 526.73 10 785.40 309.84 183.05 309.84 10 785.4015 32.06 12.52 6.26 2.50 20.70 12.17 45.42 17.25 10.14 530.65 366.50 530.65 10 785.40 312.14 184.41 312.14 10 785.4016 32.24 12.59 6.29 2.52 20.81 12.24 45.69 17.35 10.20 533.71 368.62 533.71 10 785.40 313.95 185.48 313.95 10 785.4017 32.39 12.65 6.32 2.53 20.91 12.30 45.89 17.42 10.25 536.12 370.28 536.12 10 785.40 315.37 186.32 315.37 10 785.4018 32.50 12.69 6.35 2.54 20.98 12.34 46.06 17.49 10.29 538.01 371.58 538.01 10 785.40 316.48 186.97 316.48 10 785.4019 32.59 12.73 6.36 2.55 21.04 12.38 46.18 17.53 10.31 539.49 372.60 539.49 10 785.40 317.35 187.49 317.35 10 785.4020 32.66 12.75 6.38 2.55 21.09 12.40 46.28 17.57 10.34 540.65 373.41 540.65 10 785.40 318.03 187.89 318.03 10 785.4021 32.72 12.77 6.39 2.55 21.12 12.42 46.36 17.60 10.35 541.56 374.03 541.56 10 785.40 318.56 188.21 318.56 10 785.4022 32.76 12.79 6.40 2.56 21.15 12.44 46.42 17.62 10.37 542.27 374.53 542.27 10 785.40 318.98 188.45 318.98 10 785.4023 32.79 12.80 6.40 2.56 21.17 12.45 46.47 17.64 10.38 542.83 374.91 542.83 10 785.40 319.31 188.65 319.31 10 785.4024 32.82 12.81 6.41 2.56 21.19 12.46 46.51 17.66 10.39 543.27 375.22 543.27 10 785.40 319.57 188.80 319.57 10 785.4025 32.84 12.82 6.41 2.56 21.20 12.47 46.54 17.67 10.39 543.62 375.46 543.62 10 785.40 319.78 188.92 319.78 10 785.4026 32.86 12.83 6.41 2.57 21.21 12.48 46.56 17.68 10.40 543.89 375.64 543.89 10 785.40 319.93 189.01 319.93 10 785.4027 32.87 12.83 6.42 2.57 21.22 12.48 46.58 17.68 10.40 544.10 375.79 544.10 10 785.40 320.06 189.09 320.06 10 785.4028 32.88 12.84 6.42 2.57 21.23 12.49 46.59 17.69 10.41 544.27 375.90 544.27 10 785.40 320.16 189.15 320.16 10 785.4029 32.89 12.84 6.42 2.57 21.23 12.49 46.60 17.69 10.41 544.40 375.99 544.40 10 785.40 320.23 189.19 320.23 10 785.4030 32.89 12.84 6.42 2.57 21.24 12.49 46.61 17.70 10.41 544.50 376.06 544.50 10 785.40 320.29 189.23 320.29 10 785.4031 32.90 12.85 6.42 2.57 21.24 12.49 46.62 17.70 10.41 544.58 376.12 544.58 10 785.40 320.34 189.25 320.34 10 785.40

H3

32 32.90 12.85 6.42 2.57 46.62 17.70 10.41 0.00 376.16 376.16 10 785.40 0.00 189.28 189.28 10 785.4033 32.90 12.85 6.42 2.57 46.63 17.70 10.41 0.00 376.20 376.20 10 785.40 0.00 189.29 189.29 10 785.4034 32.91 12.85 6.42 2.57 46.63 17.70 10.41 0.00 376.22 376.22 10 785.40 0.00 189.31 189.31 10 785.4035 32.91 12.85 6.42 2.57 46.63 17.70 10.41 0.00 376.24 376.24 10 785.40 0.00 189.32 189.32 10 785.4036 32.91 12.85 6.43 2.57 46.64 17.71 10.41 0.00 376.26 376.26 10 785.40 0.00 189.33 189.33 10 785.40

II. Armarea verticala a celulelor silozului

a = 15 mm

= 0.0025b = 1000 mmd = 180 mm

= 450nr. randuri = 2

= 900φ = 12 mmnr. bare / m = 5

= 1130.97Aleg armare cu 2 x 5 φ 12 / m

III. Calculul grinzilor perete (celula de colt)

1. Incarcari

a) Greutate perete

H cel = 35.75 mlc = 3.37 mh per = 0.18 m

= 25Gp = 542.15 kNgp = 160.88 kN/m

b) Greutate planseu

A1 = 9.4 m2h pl = 0.4 m

qpl = 10 `gpl = 27.89 kN/m

c) Presiunea verticala

pv = 63.79g pv = 177.94 kN/m

d) Presiunea de frecare

pf = 12.45g pf = 445.25 kN/m

e) Greutatea totala

g gr per = 1096.15 kN/m

2. Determinarea momentului maxim

lc = 3.37 mg gr per = 1096.15 kN/mM max = 1556.11 kNm

3. Armare orizontala ( incovoiere )

M max = 1556.11 kNm

fyd = 300lc = 3.37 mz = 1.69 m

= 3078.37nr. randuri = 2φ = 14 mmnr. bare / m = 10 bare


4. Armare verticala ( suspendare )

N = 1096.15 kN

fyd = 300

= 3653.85nr. randuri = 2φ = 22 mmnr. bare / m = 5 bare


IV. Verificarea la compresiune locala

N = 12296.14 kNl = 3.5 md = 0.18 mAb = 0.63 m

fcd = 13.33Ab*fcd = 8397.9 kN

As = 3801.33

fyd = 300Σ As*fyd = 3991.39 kNmSuma = 12389.29 kN > N

Hc

ϒcer kN/m3

fyd N/mm2

m2

pv po pf As,nec Armare 2 x 5φ / m As,ef

kN/m2 kN/m2 kN/m2 mm2 mm2

pv po pf pt As,nec Armare 2 x 5φ / m As,ef

kN/m2 kN/m2 kN/m2 kN/m2 mm2 mm2

m2

pv po pf pt As,nec Armare 2 x 5φ / m As,ef

kN/m2 kN/m2 kN/m2 kN/m2 mm2 mm2

m2

pv po pf p3 As,nec ip1 As,nec ip2 As,nec max Armare 2 x 5φ / m As,ef As,nec ip1 As,nec ip2 As,nec max Armare 2 x 5φ / m As,ef

kN/m2 kN/m2 kN/m2 kN/m2 mm2 mm2 mm2 mm2 mm2 mm2 mm2 mm2

ρmin

As,nec 1 rand mm2

As,nec mm2

As,ef mm2

ϒba kN/m3

kN/m2

kN/m2

kN/m2

N/mm2

As,nec mm2

As,ef mm2

N/mm2

As,nec mm2

As,ef mm2

N/mm2

mm2

N/mm2

I. Verificare rezistenta Valori model pentru ag=0.24 g

= 4960.91 kN Story Item Load Point X Y Z DriftX DriftYq = 3.5 STORY1 Max Drift X SXEPP 206 1 0 3 0.002847β(T) = 5.5 STORY1 Max Drift Y SXEPP 190 0 14 3 0

= 1 STORY1 Max Drift X SXEPN 206 1 0 3 0.002847λ = 0.85 STORY1 Max Drift Y SXEPN 190 0 14.01 3 0

= 0.28 g STORY1 Max Drift X SYEPP 206 1 0 3 0.000003c = 0.374 STORY1 Max Drift Y SYEPP 190 0 14.01 3 0.008606

= 1855.3795 kN STORY1 Max Drift X SYEPN 198 28 21 3 0.000003STORY1 Max Drift Y SYEPN 190 0 14.01 3 0.008606

= 0.5 m nr. stalpi 8 STORY1 Max Drift X INFASURATOARE 206 1 0 3 0.002847

= 0.3 m nr. stalpi 4 STORY1 Max Drift Y INFASURATOARE 190 0 14.01 3 0.008606

= 0.3 m nr. stalpi 16

= 0.5 m c = 1.2* c - factor de masluire

= 0.042

= 0.003

= 0.018

= 0.062

= 1301.54 kN

= 84.34 kN

= 562.27 kN

= 3 m

= 3904.63 kNm

= 253.02 kNm

= 1686.80 kNm

II. Verificare deplasari

Story Item Load Point X Y Z DriftX (m) DriftY (m)

Etaj 1 Max Drift X GSSXEPP 206 1 0 3 0.00342Etaj 1 Max Drift Y GSSXEPP 190 0 14 3 0.00000Etaj 1 Max Drift X GSSXEPN 206 1 0 3 0.00342Etaj 1 Max Drift Y GSSXEPN 190 0 14.01 3 0.00000Etaj 1 Max Drift X GSSYEPP 206 1 0 3 0.00000Etaj 1 Max Drift Y GSSYEPP 190 0 14.01 3 0.01033Etaj 1 Max Drift X GSSYEPN 198 28 21 3 0.00000Etaj 1 Max Drift Y GSSYEPN 190 0 14.01 3 0.01033Etaj 1 Max Drift X INF 206 1 0 3 0.00342Etaj 1 Max Drift Y INF 190 0 14.01 3 0.01033

Story Item Load Point X Y Z DriftX (m) DriftY (m)

Etaj 1 Max Drift X GSSXEPP 206 1 0 3 0.00171Etaj 1 Max Drift Y GSSXEPP 190 0 14 3 0.00000Etaj 1 Max Drift X GSSXEPN 206 1 0 3 0.00171Etaj 1 Max Drift Y GSSXEPN 190 0 14.01 3 0.00000Etaj 1 Max Drift X GSSYEPP 206 1 0 3 0.00000Etaj 1 Max Drift Y GSSYEPP 190 0 14.01 3 0.00516Etaj 1 Max Drift X GSSYEPN 198 28 21 3 0.00000Etaj 1 Max Drift Y GSSYEPN 190 0 14.01 3 0.00516Etaj 1 Max Drift X INF 206 1 0 3 0.00171Etaj 1 Max Drift Y INF 190 0 14.01 3 0.00516

3. Verificare SLS

ν = 0.4q = 2d adm = 0.008 m

Story Directia d EDB d ef d adm Verificarem m m

Etaj 1 x 0.00171 0.001367 0.008 daEtaj 1 y 0.00516 0.004131 0.008 da

4. Verificare SLU

c = 2q = 2d adm = 0.025 m

Story Directia d EDB d ef d adm Verificarem m m

Etaj 1 x 0.00171 0.006833 0.025 daEtaj 1 y 0.00516 0.020654 0.025 da

G1

ϒI

ag

Fb

h1=b1

h2=b2

h3

b3

Iy1 m4

Iy2 m4

Iy3 m4

ΣIyi m4

F1

F2

F3

hst

M1

M2

M3

1. Deplasari model 2*β

2. Deplasari model β

SLSd admd ef Yd ef X

0 0.005 0.01 0.015 0.02 0.025 0.03

SLUd admd ef Yd ef X

Documents

Calcul Siloz - Copie