Calcul Halelor Metalice

BREVIAR DE CALCUL CORP III

EVALUAREA INCARCARILOR

Greutatea panouri de acoperis

Pp 13.15 daN/mp

Ppane 19.725 daN/m

Prigle 26.3 daN/m

Incarcarile din zapada

-conform CR 1-1-3/2006

Sn= μi × Ce × Ct × S0,k

unde:

Ce – coeficient de expunere al amplasamentului;

Ct – coeficient termic;

S0,k – valoarea caracteristica a incarcarilor din zapada pe sol [kN/mp], an amplasament.

Zona : Tg.Secuiesc

S0,k= 200 daN/mp

Valorile coeficientului de expunere Ce

Tipul

expunerii

Ce

Completa 0.8Parţiala 0.1Redusa 1.2

μ1=0.8μ1 0.80

Sn 128.00 daN/mp

Sc 179.20 daN/mp

Pz 268.8 daN/m

Incarcari de vant

-conform NP 082/2004

W(z)=qref*Ce(z)*Cp

unde:qref-presiunea de referinta a vantuluiCe(z)- factor de expunere de iniltimea asupra terenuluiCp- coeficinet aerodinamic de presiune

qref

[daN/mp] Ce(z)

Cp

Zona D

Cp

Zona En

60 1.96 0.8 -0.3 1.2

W(D)n 94.08 daN/mpW(D)c 112.90 daN/mpW(E)n -35.28 daN/mpW(E)c -42.34 daN/mp

Calculul incarcarilor pe rigle

l -travea 6.00 m

Rigle lW(D)

[daN/m]

W(E)

[daN/m]6.00 225.79 -84.67

DIMENSIONAREA SECTIUNII PANEI

Solicitari de bare [Linear, Fundamental,Pana]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]566 5 0 -7275.2 * * * * *12 5 0 3471.6 * * * * *16 5 0 3471.3 * * * * *

566 5 0 * -2603.7 * * * *461 5 0 * 1726.1 * * * *887 5 0 * * -1900 * * *919 5 0.056 -1591.4 113.2 1898 0 917.4 1566 5 0 * * * -0.3 * *561 5 0 * * * 0.4 * *453 5 2.944 -2107.3 0.7 77 0 -979.9 -0.1463 5 2.944 -2110.3 0.6 77.3 0 -980 0563 5 2.944 -2111.3 -0.8 -77 0 -980 -0.1568 5 2.944 -2091.5 0 -77.1 0 -980.3 0.6414 5 2 345.6 -3.4 1044 0 1004.9 5.5549 5 0 345.3 3.4 -1044 0 1004.8 5.5566 5 0 -7275.2 -2603.7 -764.7 -0.3 579.9 -141.1443 5 0 809.1 1272.7 538.3 -0.1 47.8 52

Solicitari de bare [Linear,Seism+, Pana]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]566 5 0 -7237.3 * * * * *12 5 0 3508 * * * * *16 5 0 3507.8 * * * * *

566 5 0 * -2585 * * * *461 5 0 * 1740.7 * * * *887 5 0 * * -1898 * * *919 5 0.056 -1573.6 124.2 1899 0 917.4 1.4566 5 0 * * * -0.3 * *561 5 0 * * * 0.4 * *453 5 2.944 -2107.1 0.7 77 0 -979.9 -0.1463 5 2.944 -2110.2 0.6 77.3 0 -979.9 0563 5 2.944 -2111.1 -0.8 -77 0 -980 -0.1568 5 2.944 -2091.3 0 -77.1 0 -980.3 0.6414 5 2 348.1 -3.3 1044 0 1004.9 5.6549 5 0 347.8 3.5 -1044 0 1004.9 5.6566 5 0 -7237.3 -2585 -763 -0.3 580 -140.1443 5 0 832.6 1286.8 540.2 -0.1 47.9 52.5

Solicitari de bare [Linear,Seism-,Pana]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]566 5 0 -7313.1 * * * * *12 5 0 3435.2 * * * * *16 5 0 3434.9 * * * * *

566 5 0 * -2622.3 * * * *461 5 0 * 1711.5 * * * *887 5 0 * * -1901 * * *919 5 0.056 -1609.1 102.2 1896 0 917.3 0.5566 5 0 * * * -0.3 * *561 5 0 * * * 0.4 * *453 5 2.944 -2107.5 0.7 77 0 -980 -0.1463 5 2.944 -2110.5 0.5 77.3 0 -980 0563 5 2.944 -2111.6 -0.8 -77 0 -980.1 -0.1568 5 2.944 -2091.8 0 -77.1 0 -980.4 0.6414 5 2 343.1 -3.5 1044 0 1004.8 5.4549 5 0 342.8 3.3 -1044 0 1004.8 5.4566 5 0 -7313.1 -2622.3 -766.3 -0.3 579.8 -142.1443 5 0 785.7 1258.7 536.5 -0.1 47.8 51.4

σ= Mx/Wx+My/Wy < R

Mx

[daNcm]

My

[daNcm]

1.1*R

[daN/cm²]100490 14210 3350

Se alege profil Z 210/2.5 avand rezistenta materialului S350GD

Wx

[cm³]

Wy

[cm³]σ

R

[daN/cm²]

55.8 11.1 3081.076 3350

σ < R

Solicitari de bare [Linear, Fundamental,Rigle pereti]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]506 1 0 410.5 -0.7 -294.6 0 49.8 33.9236 1 6 522.8 -237.1 123 0 155.4 166.1515 1 0 * * * -0.1 * *407 1 0 * * * 0.1 * *189 1 3 -212 -46.2 2.7 0 -61.1 -449.4197 1 3 -211.9 46.2 -2.7 0 -61.1 -449.4228 1 0 522.8 237.1 -123 0 155.4 166.1236 1 6 522.8 -237.1 123 0 155.4 166.1189 1 3 -212 -46.2 2.7 0 -61.1 -449.4197 1 3 -211.9 46.2 -2.7 0 -61.1 -449.4190 1 0 -104.5 705.3 -107.9 0 111.6 808.9196 1 6 -104.9 -705.3 107.9 0 111.6 808.9

Solicitari de bare [Linear,Seism+,Rigle pereti]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]506 1 0 411.7 -0.5 -291.1 0 50.2 34.1236 1 6 525.7 -237 123.2 0 156 166.3515 1 0 * * * -0.1 * *407 1 0 * * * 0.1 * *189 1 3 -203.6 -46 2.8 0 -61.1 -449.1197 1 3 -203.6 46.3 -2.6 0 -61.1 -449.1228 1 0 525.8 237.1 -122.8 0 156.1 166.3236 1 6 525.7 -237 123.2 0 156 166.3189 1 3 -203.6 -46 2.8 0 -61.1 -449.1197 1 3 -203.6 46.3 -2.6 0 -61.1 -449.1190 1 0 -88.3 705.4 -107.8 0 111.8 809.2196 1 6 -88.6 -705.3 108 0 111.8 809.2

Solicitari de bare [Linear,Seism-,Rigle pereti]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]506 1 0 409.2 -0.8 -298 0 49.3 33.6236 1 6 519.9 -237.1 122.8 0 154.7 165.8515 1 0 * * * -0.1 * *407 1 0 * * * 0.1 * *189 1 3 -220.3 -46.3 2.6 0 -61.1 -449.8197 1 3 -220.3 46 -2.8 0 -61.1 -449.8228 1 0 519.9 237 -123.2 0 154.8 165.8236 1 6 519.9 -237.1 122.8 0 154.7 165.8189 1 3 -220.3 -46.3 2.6 0 -61.1 -449.8197 1 3 -220.3 46 -2.8 0 -61.1 -449.8190 1 0 -120.8 705.3 -108 0 111.3 808.5196 1 6 -121.1 -705.4 107.9 0 111.3 808.5

Mx

[daNcm]

My

[daNcm]

R

[daN/cm²]80920 15610 3350

Se alege profil C 200/2.5 avand rezistenta materialului S350GD

Wx

[cm³]

Wy

[cm³]σ

R

[daN/cm²]53.32 11.05 2930.299 3350

σ < 1.1*R

DIMENSIONAREA RIGLEI TRANSVERSALA

Solicitari de bare [Linear, Fundamental,Grinda]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]148 2 0 -14133.9 * * * * *155 2 0 -14127 * * * * *91 2 1.5 287.9 -90.2 -1598.4 -0.6 -20861.1 186.8

159 2 0 * -4379.2 * * * *94 2 0 * 4185 * * * *

173 2 0 * 4185 * * * *39 2 0 -2272.3 103 -9318.5 -0.5 20030.1 -3.142 2 0 -2270.9 -103 -9318.5 0.5 20030.1 3.1

118 2 1.5 -4829.9 213.5 9532.7 -1.6 31258 9.3121 2 1.5 -4830.3 -213.3 9532.6 1.6 31259 -9.3173 2 0 * * * -47 * *94 2 0 * * * 48 * *84 2 0 * * * * -20861.4 *85 2 1.5 287.3 90.5 -1598.5 0.6 -20861.5 -18790 2 0 * * * * -20861.1 *91 2 1.5 287.9 -90.2 -1598.4 -0.6 -24845 186.8

163 2 0 * * * * -20842.1 *164 2 0 -3082.7 -160.7 1798.3 -0.7 -20855.7 -200.1169 2 0 * * * * -20841.7 *170 2 0 -3085.2 160.8 1798.1 0.7 -21012 199.9118 2 1.5 -4829.9 213.5 9532.7 -1.6 32254 9.3121 2 1.5 -4830.3 -213.3 9532.6 1.6 32253 -9.346 2 0 -4501.7 -331.6 -6444.6 -7.1 4098.3 -604.694 2 0 -13159.3 4185 1345.3 48 -16418.7 665.7

Solicitari de bare [Linear,Seism+, Grinda]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]148 2 0 -14111.5 * * * * *155 2 0 -14104.7 * * * * *91 2 1.5 308.5 -89.9 -1595.7 -0.6 -20859 186.9

159 2 0 * -4354.6 * * * *94 2 0 * 4233.7 * * * *

173 2 0 * 4233.7 * * * *39 2 0 -2269.1 105.4 -9317 -0.5 20046 -3.142 2 0 -2267.7 -100.7 -9317 0.5 20046 3.2

118 2 1.5 -4826.7 215.8 9534.2 -1.6 21597.5 9.4121 2 1.5 -4827.1 -211 9534.1 1.6 21597.1 -9.3173 2 0 * * * -47 * *94 2 0 * * * 48 * *84 2 0 * * * * -20859.4 *85 2 1.5 307.9 90.8 -1595.8 0.6 -20859.4 -186.990 2 0 * * * * -20859 *91 2 1.5 308.5 -89.9 -1595.7 -0.6 -20859 186.9

163 2 0 * * * * -23843 *164 2 0 -3062.1 -160.4 1801 -0.7 -20853.7 -200169 2 0 * * * * -20839.6 *170 2 0 -3064.6 161.1 1800.9 0.7 -20853.3 200118 2 1.5 -4826.7 215.8 9534.2 -1.6 32153 9.4121 2 1.5 -4827.1 -211 9534.1 1.6 32158 -9.3

159 2 0 -13105.6 -4354.6 -863.4 14.4 -16383.5 -600.494 2 0 -13156.8 4233.7 1346.8 48 -16417.9 667.1

Solicitari de bare [Linear,Seism-,Grinda]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]148 2 0 -14156.4 * * * * *155 2 0 -14149.4 * * * * *91 2 1.5 267.3 -90.5 -1601.2 -0.6 -20863.2 186.7

159 2 0 * -4403.7 * * * *94 2 0 * 4136.4 * * * *

173 2 0 * 4136.4 * * * *39 2 0 -2275.5 100.6 -9320 -0.5 20014.2 -3.242 2 0 -2274.1 -105.4 -9320 0.5 20014.2 3.1

118 2 1.5 -4833.1 211.1 9531.2 -1.6 21565.7 9.3121 2 1.5 -4833.5 -215.7 9531.1 1.6 21565.3 -9.4173 2 0 * * * -47 * *94 2 0 * * * 48 * *84 2 0 * * * * -20863.5 *85 2 1.5 266.8 90.2 -1601.3 0.6 -24845 -187.190 2 0 * * * * -20863.2 *91 2 1.5 267.3 -90.5 -1601.2 -0.6 -20863.2 186.7

163 2 0 * * * * -23254.6 *164 2 0 -3103.3 -161 1795.5 -0.7 -20857.8 -200.2169 2 0 * * * * -20843.8 *170 2 0 -3105.8 160.5 1795.3 0.7 -20857.5 199.8118 2 1.5 -4833.1 211.1 9531.2 -1.6 32243 9.3121 2 1.5 -4833.5 -215.7 9531.1 1.6 32158 -9.4

46 2 0 -4525.9 -333.7 -6445.7 -7.1 4091.3 -609.894 2 0 -13161.9 4136.4 1343.8 48 -16419.4 664.3

Zona vutei

Mmaxr

[daNcm]

R

[daN/cm²]

Wnec

[cm³]3225400 2100 1535.9

Lv 2.4 m

ho 44.68 mm

Se alege profil IPE 360 cu dimensiuni: Profil IPE 360 + Rigidizari

hi 360 mm hi 560 mmt 12.7 mm t 12.7 mmti 8 mm ti 8 mmb 170 mm b 190 mm

Caracteristici geometrice ale sectiunii Caracteristici geometrice ale sectiunii

A 71.98 cm² A 93.06 cm²Wx 939.86 cm³ Wx 2428.24 cm³Ix 18111.03 cm4 Ix 71074.60 cm4Wy 122.52 cm³ Wy 153.07 cm³Iy 1041.45 cm4 Iy 1454.21 cm4

Zona in camp

ho 39.21 mm

Mmaxc

[daNcm]

R

[daN/cm²]

Wnec

[cm³]2484500 2100 1183.1





Verificarea de rezistenta

Grinda solicitat la compresiune cu incovoiere

Grinda vuta mare

Nmax

[daN]

M

[daNcm]

A

[cm²]

W

[cm³]σ

R

[daN/cm²14156.4 3225400 93.06 2428.24 1480.4 2100

σ < R

Grinda vuta mica

Nmax

[daN]

M

[daNcm]

A

[cm²]

W

[cm³]σ

R

[daN/cm²14156.4 510170 71.98 939.856 739.49 2100

σ < R

Grinda constanta

Nmax

[daN]

M

[daNcm]

A

[cm²]

W

[cm³]σ

R

[daN/cm²14156.4 2484500 86.66 1451.03 1875.6 2100

σ < R

DIMENSIONAREA RIGLEI TRANSVERSALA ax-1, ax-10

Solicitari de bare [Linear, Fundamental,Grinda ax-1,ax-10]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]37 2 0 938.1 249.3 -1127.2 -37.9 1414.5 -94.957 2 0 10251.5 * * * * *66 2 0 10241.9 * * * * *78 2 0 * -2822.1 * * * *96 2 0 * 2848.5 * * * *68 2 0 4167.4 165.2 -2727.8 -117.4 3104.9 180.577 2 0 4158.5 -165.4 -2727.7 117.4 3104.6 -178.3

147 2 0.981 9299.2 293.3 2256.7 91.3 1937.4 -37.4156 2 0.981 9296.3 -294.1 2256.6 -91.4 1937.3 36.766 2 0 * * * -189.7 * *57 2 0 * * * 189.8 * *78 2 0.028 6154.7 -2822.1 -2395.7 42.2 -2290.3 1423.396 2 0.028 6145.4 2848.5 -2403.1 -42.4 -2290.2 -1425.1

157 2 0 8261.9 -2403.2 2036 -39.3 -2292.2 1382.8175 2 0 8255 2418.2 2032.8 39.3 -2291.8 -1385.468 2 0 4167.4 165.2 -2727.8 -117.4 3104.9 180.577 2 0 4158.5 -165.4 -2727.7 117.4 3104.6 -178.3

175 2 0.028 8254.8 2418.2 2035 39.3 -2234.6 -1453.4157 2 0.028 8261.7 -2403.2 2038.2 -39.3 -2235 1450.4

Solicitari de bare [Linear,Seism+, Grinda ax-1,ax-14]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]37 2 0 954.5 251 -1124.4 -37.9 1422.8 -94.157 2 0 10277.3 * * * * *66 2 0 10267.7 * * * * *78 2 0 * -2790.6 * * * *96 2 0 * 2880.2 * * * *68 2 0 4199.1 169.1 -2725.2 -116.5 3111.6 182.977 2 0 4190.2 -161.5 -2725.1 118.4 3111.3 -175.9

147 2 0.981 9330.9 297.2 2259.3 92.2 1944.1 -35156 2 0.981 9328.1 -290.2 2259.2 -90.4 1944 39.166 2 0 * * * -188 * *

57 2 0 * * * 191.5 * *78 2 0.028 6167.9 -2790.6 -2393.6 42.2 -2290 1423.796 2 0.028 6158.5 2880.2 -2400.9 -42.4 -2289.8 -1424.8

157 2 0 8275 -2371.7 2038.1 -39.3 -2291.9 1383.1175 2 0 8268.1 2450 2035 39.3 -2291.5 -1385.168 2 0 4199.1 169.1 -2725.2 -116.5 3111.6 182.977 2 0 4190.2 -161.5 -2725.1 118.4 3111.3 -175.9

175 2 0.028 8267.9 2450 2037.2 39.3 -2234.3 -1452.7157 2 0.028 8274.9 -2371.7 2040.3 -39.3 -2234.6 1451

Solicitari de bare [Linear,Seism-,Grinda ax-1,ax-14]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]37 2 0 921.6 247.6 -1130.1 -37.9 1406.1 -95.757 2 0 10225.8 * * * * *66 2 0 10216.2 * * * * *78 2 0 * -2853.7 * * * *96 2 0 * 2816.7 * * * *68 2 0 4135.6 161.3 -2730.5 -118.3 3098.1 178.177 2 0 4126.7 -169.3 -2730.4 116.5 3097.9 -180.7

147 2 0.981 9267.5 289.4 2254 90.4 1930.7 -39.8156 2 0.981 9264.6 -298 2253.9 -92.3 1930.5 34.366 2 0 * * * -191.5 * *

57 2 0 * * * 188 * *78 2 0.028 6141.6 -2853.7 -2397.8 42.2 -2290.6 142396 2 0.028 6132.3 2816.7 -2405.2 -42.4 -2290.5 -1425.4

157 2 0 8248.8 -2434.8 2033.9 -39.3 -2292.6 1382.5175 2 0 8241.8 2386.4 2030.7 39.3 -2292.1 -1385.768 2 0 4135.6 161.3 -2730.5 -118.3 3098.1 178.177 2 0 4126.7 -169.3 -2730.4 116.5 3097.9 -180.7

175 2 0.028 8241.6 2386.4 2032.9 39.3 -2235 -1454157 2 0.028 8248.6 -2434.8 2036.1 -39.3 -2235.3 1449.7

ho 13.88 mm

Mmax

[daNcm]

R

[daN/cm²]

Wnec

[cm³]311160 2100 148.171

Se alege profil IPE 360 cu dimensiuni:

hi 360 mmt 12.7 mmti 8 mmb 170 mm

Caracteristici geometrice ale sectiunii

A 71.98 cm²Wx 939.86 cm³Ix 18111.03 cm4Wy 122.52 cm³Iy 1041.45 cm4

Verificarea de rezistenta

Grinda solicitat la compresiune cu incovoiere

Grinda constanta

Nmax

[daN]

M

[daNcm]

A

[cm²]

W

[cm³]σ

R

[daN/cm²16002.9 311160 71.98 939.856 553.4 2100

σ < R

DIMENSIONAREA STALPULUI

Solicitari de bare [Linear, Fundamental,Stalp]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]317 3 0 -21650.8 * * * * *335 3 0 -21648.8 * * * * *297 3 1.4 8071.3 37.1 -4056.6 48.5 -5679.2 -55.2315 3 1.4 8070.4 -37.4 -4056.4 -48.5 -5678.9 55.4335 3 0 * -543.2 * * * *317 3 0 * 543.5 * * * *317 3 0 * * -4101 * * *335 3 0 * * -4100.8 * * *240 3 0 * * 4860.7 * * *

243 3 0 * * 4860.6 * * *315 3 0 * * * -48.5 * *297 3 0 * * * 48.5 * *251 3 2 -11998.5 -2.1 -1211.5 3.4 -20145 -17.5252 3 2 -11997.8 2.2 -1211.5 -3.4 -20145 17.5240 3 2 -11839.2 -146.4 4860.7 -1.1 32254 146.9243 3 2 -11839.2 146.3 4860.6 1.1 32254 -146.8247 3 2 -7355 539.9 -823.8 -11.2 -1520.8 -776.7256 3 2 -7355 -539.9 -823.8 11.2 -1520.7 776.7

Solicitari de bare [Linear,Seism+, Stalp]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]317 3 0 -21480.4 * * * * *335 3 0 -21478.6 * * * * *297 3 1.4 8241.6 41.3 -4016.3 48.5 -5622.8 -53315 3 1.4 8240.7 -33.2 -4016.1 -48.4 -5622.5 57.5256 3 0 * -539.3 * * * *335 3 0 * -539 * * * *317 3 0 * 547.8 * * * *317 3 0 * * -4060.7 * * *335 3 0 * * -4060.5 * * *

240 3 0 * * 4863.2 * * *243 3 0 * * 4863.2 * * *315 3 0 * * * -48.4 * *297 3 0 * * * 48.5 * *251 3 2 -11987.5 -1.7 -1206.4 3.5 -20129 -17252 3 2 -11986.8 2.6 -1206.4 -3.3 -20129 18240 3 2 -11838.4 -144.8 4863.2 -1.1 32254 148.6243 3 2 -11838.3 148 4863.2 1.2 31253 -145.1247 3 2 -7307.1 540.6 -819.3 -11.1 -1512.4 -776256 3 2 -7307 -539.3 -819.3 11.3 -1512.3 777.4

Solicitari de bare [Linear,Seism-,Stalp]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]317 3 0 -21821.1 * * * * *335 3 0 -21819.1 * * * * *297 3 1.4 7901 32.8 -4096.8 48.4 -5735.6 -57.4315 3 1.4 7900.1 -41.6 -4096.6 -48.5 -5735.3 53.2335 3 0 * -547.4 * * * *247 3 0 * 539.3 * * * *317 3 0 * 539.3 * * * *317 3 0 * * -4141.3 * * *335 3 0 * * -4141 * * *240 3 0 * * 4858.1 * * *

243 3 0 * * 4858.1 * * *315 3 0 * * * -48.5 * *297 3 0 * * * 48.4 * *251 3 2 -12009.6 -2.6 -1216.6 3.3 -20162 -18252 3 2 -12008.9 1.8 -1216.6 -3.5 -20162 17240 3 2 -11840.1 -148.1 4858.1 -1.2 31154 145.2243 3 2 -11840 144.7 4858.1 1.1 31153 -148.4247 3 2 -7403 539.3 -828.3 -11.3 -1529.2 -777.4256 3 2 -7403 -540.6 -828.3 11.1 -1529.2 776

Mmax

[daNm]

Tmax

[daN]

Nmax

[daN]

R

[daN/cm²]32254 4863.2 21821.1 2100





Stalp solicitat la compresiune cu incovoiere

N

[daN]

A

[cm²]

Mx

[daNcm]

Wx

[cm³]σ

R

[daN/cm²]21821.1 93.06 3225400 2428.24 1562.77 2100

σ < R

Verificarea conditiei de zveltete

λ=ls/ix

ls

[cm]

ix

[cm]λ

940 15.862281 59.26008

λ < λa=120

Verificarea conditiei de rezistenta

τ=Tmax/hi*ti <Rf

Tmax

[daN]

hi

[cm]

ti

[cm]τ

Rf

[daN/cm²]

4863.2 36 0.8 168.86 1300

τ < Rf

Dimensionarea stalpului A1-1,A2-1

Solicitari de bare [Linear, Fundamental,Stalp]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]317 3 0 -21650.8 * * * * *335 3 0 -21648.8 * * * * *297 3 1.4 8071.3 37.1 -4056.6 48.5 -5679.2 -55.2315 3 1.4 8070.4 -37.4 -4056.4 -48.5 -5678.9 55.4335 3 0 * -543.2 * * * *317 3 0 * 543.5 * * * *348 3 0 * * -5104 * * *364 3 0 * * -5103.7 * * *349 3 0 * * 3352.6 * * *365 3 0 * * 3352.4 * * *315 3 0 * * * -48.5 * *297 3 0 * * * 48.5 * *348 3 1.4 -4236 286.1 -5104 -10.5 -7145.6 183.1364 3 1.4 -4236.2 -286.1 -5103.7 10.5 -7145.2 -183.1339 3 0 -5538.1 62.4 -168.1 1.6 381.7 54.1355 3 0 -5537.9 -62.4 -168.2 -1.6 381.6 -54.1247 3 2 -7355 539.9 -823.8 -11.2 -1520.8 -776.7256 3 2 -7355 -539.9 -823.8 11.2 -1520.7 776.7

Solicitari de bare [Linear,Seism+, Stalp]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]317 3 0 -21480.4 * * * * *335 3 0 -21478.6 * * * * *297 3 1.4 8241.6 41.3 -4016.3 48.5 -5622.8 -53315 3 1.4 8240.7 -33.2 -4016.1 -48.4 -5622.5 57.5256 3 0 * -539.3 * * * *335 3 0 * -539 * * * *317 3 0 * 547.8 * * * *348 3 0 * * -5053.1 * * *364 3 0 * * -5052.9 * * *349 3 0 * * 3386.4 * * *365 3 0 * * 3386.2 * * *315 3 0 * * * -48.4 * *297 3 0 * * * 48.5 * *348 3 1.4 -4222.7 295 -5053.1 -10.4 -7074.4 192364 3 1.4 -4222.9 -277.1 -5052.9 10.6 -7074 -174.3339 3 0 -5529.3 63.9 -165.5 1.6 385.6 68.1355 3 0 -5529.1 -60.8 -165.5 -1.5 385.5 -40247 3 2 -7307.1 540.6 -819.3 -11.1 -1512.4 -776256 3 2 -7307 -539.3 -819.3 11.3 -1512.3 777.4

Solicitari de bare [Linear,Seism-,Stalp]

Bara SecDistanta

[m]

Nx

[daN]

Qy

[daN]

Qz

[daN]

Mx

[daNm]

My

[daNm]

Mz

[daNm]317 3 0 -21821.1 * * * * *335 3 0 -21819.1 * * * * *297 3 1.4 7901 32.8 -4096.8 48.4 -5735.6 -57.4315 3 1.4 7900.1 -41.6 -4096.6 -48.5 -5735.3 53.2335 3 0 * -547.4 * * * *247 3 0 * 539.3 * * * *317 3 0 * 539.3 * * * *348 3 0 * * -5154.9 * * *364 3 0 * * -5154.6 * * *349 3 0 * * 3318.9 * * *

365 3 0 * * 3318.7 * * *315 3 0 * * * -48.5 * *297 3 0 * * * 48.4 * *348 3 1.4 -4249.3 277.1 -5154.9 -10.6 -7216.8 174.3364 3 1.4 -4249.5 -295.1 -5154.6 10.4 -7216.4 -192339 3 0 -5546.9 60.8 -170.8 1.5 377.8 40.1355 3 0 -5546.7 -63.9 -170.8 -1.6 377.7 -68.1247 3 2 -7403 539.3 -828.3 -11.3 -1529.2 -777.4256 3 2 -7403 -540.6 -828.3 11.1 -1529.2 776

Mmax

[daNm]

Tmax

[daN]

Nmax

[daN]

R

[daN/cm²]7216.8 5154.9 21821.1 2100

Se alege profil IPE 300 cu dimensiuni:

hi 300 mmt 10.7 mmti 7.1 mmb 150 mm

Caracteristici geometrice ale sectiunii

A 53.63432 cm²Wx 585.66 cm³Ix 9425.69 cm4Wy 81.10 cm³Iy 609.87 cm4

N

[daN]

A

[cm²]

Mx

[daNcm]

Wx

[cm³]σ

R

[daN/cm²]21821.1 53.63432 721680 585.66 1639.09 2100

Verificarea conditiei de zveltete

λ=ls/ix

ls

[cm]

ix

[cm]λ

1030 13.256693 77.6966

λ < λa=120

Verificarea conditiei de rezistenta

τ=Tmax/hi*ti <Rf

Tmax

[daN]

hi

[cm]

ti

[cm]τ

Rf

[daN/cm²]5154.9 30.04 1.074 159.78 1300

τ < Rf

CALCULUL SI ARMAREA FUNDATIILOR

Dimensionarea fundatiei izolate rigide

Proiectarea fundatiei izolate

pconv

[KN/mp]250

ls

[cm]36

Dimensionarea blocului din beton simplu

Dimensionarea se face pentru ipoteza de incarcare cea mai defavorabila

B x L = 1.2 x N/pconv

hst/bst=L/B => B=(bst/hst) x L => B=L

B x L

[mp]

B

[m]

L

[m]1.04741 1.0234319 1.023432

B L2 2

Dimensionarea cuzinetului

lc/L=bc/L= 0.4 … 0.5

lc bc0.9 0.9

Determinarea iniltimea blocului

tgα ≥ 1.3

H [m] 0.065

H [cm] 230 ~3 trepte

H1 [cm] 90 4.5 >1.3

H2 [cm] 70 3.5 >1.3

H3 [cm] 70 4.7 >1.3

Qaf

[daN]

21821.1 0 4141.3

Se adoptam

Se adoptam

Calculul fundațiilor se face conform NORMATIV pentru proiectarea structurilor de

fundare directă, indicativ NP 112-04.Dimensionarea fundației tip de beton simplu și cuzinet de beton armat se face

pentru eforturile calculate în centrul de greutate al plăcii de bază.

Pentru cuzinet vom folosi beton armat de clasa C16/20 iar pentru blocul de

fundație beton simplu de clasa C12/15. Betonul de egalizare va fi realizat

din beton simplu C8/10.

StalpNmax

[daN]

Maf

[daNm]

Determinarea iniltimea cuzinetuli

tgα ≥ 1

hc [m] 0.3

hc [cm] 75 2.5 >1

Determinarea adancimea de fundare

Df [m] 3.15

Capacitatea portanta a terenului:

33437.5 daN/mp

1250 daN/mp

7187.5 daN/mp

Verificarea presiuni pe talpa fundatiei:

43493.6 daN

12630.97 daNm

20346.62 daN/mp < 40125 daN/mp

ARMAREA CUZINETULUI

- diametrul minim al armăturilor este de 10 mm;- distanţa maximă între armături va fi de 250 mm; distanţa minimă este 100 mm.

Nc = N+GcMc = M+T x hcPmax = Nc/Ac + Mc/WcPmin = Nc/Ac - Mc/Wc

Nc

[daN]

Mc

[daNm]

Ac

[mp]

Wc

[mc]

Pmax

[daN/mp]

Pmin

[daN/mp]

23339.9 3105.975 0.81 0.1215 54378.21 3251.049

Mx=My=(((2 x lc) + lst)/24) x (lc-lst)² x Pmax

Mx,y

[daNcm]

ho

[cm]

lc

[cm]

Ra

[daN/cm²]

Rc

[daN/cm²]B £

Anec

[cm²]

Aef

[cm²]

142710 71.50 90.00 3000.00 125.00 0.00 0.00 0.67 11.31

armarea Ø12/10 PC52 pe ambele directi

> 0.0751.51

Calculul momentelor incovoietoare pozitive, in cuzinet, se face considerand

incastrarea consolelor in sectiunea de la fata salpului. Presiunea pe suprafata de contact dintre cuzinet si bloc, functie de care se

determina eforturile sectionale in cuzinet sunt determinate de solicitarile din stalp.

Procentul minim de armare pe fiecare directie este 0.10% pentru armaturi

OB37 si 0.075% pentru armaturi PC52;

p=Aef*100/hxb

Se adoptam

Pconv = pconv + Cb + Cd

Nf/Af+Mf/Wf 1.2 x Pconv =

Cb = pconv x k1 x (B - 1)

Cd = pconv x ((Df - 2)/4)

Nf = N + Gf

Mf=M+Q x (hc+H)

Imbinari cu suruburi de inalta rezistenta pretensionate

Baza stalpului

M21

Numar suruburi necesar = 4

Imbinare stalp-grinda

M21


Imbinare la coama

M21


Grupa caracteristicilor mecanice8.8



Calcul Halelor Metalice

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