TCVN Steel Structure

CHS

Nk N Thanh D t A Wx

(T) (T) (cm) (cm) (mm) (mm)

1 2 3 4 5 6 7 8 9 10

2.68 3.36 146 146 49 3 4.3 11.5 4.7

0.428 36 120 120 90 4 10.8 100.1 22.3

65 33.6 120 120 43 3.2 4.0 8.0 3.7

16.5 31.42 75 75 114 4.5 15.5 232.4 40.8

65 22.46 103 103 34 3 2.9 3.5 2.1

65 12.67 120 120 49 3 4.3 11.5 4.7

65 3.41 146 146 42 3 3.7 7.0 3.3

65 8.57 146 146 114 4 13.8 209.3 36.7

65 3.56 138 138 76 2.9 6.7 44.6 11.7

RHS

Nk N H B t A Wx

(T) (T) (cm) (cm) (mm) (mm) (mm)

1 2 3 4 5 6 7 8 9 10

2.68 3.36 146 146 200 100 3 17.6 947.2 94.72

2.68 3.36 146 146 30 30 1.5 1.7 2.3 1.55

Lx Ly Jx

(cm2) (cm4) (cm3)

Lx Ly Jx

(cm2) (cm4) (cm3)

P r

(KG/m)

11 12 13 14 15 16 17 18 19

3.40 1.63 89.6 89.6 89.6 2.8 0.66 1,175 618

8.48 3.04 39.4 39.4 39.4 1.2 0.91 3,678 40

3.14 1.41 85.0 85.0 85.0 2.7 0.69 12,141 16,254

12.15 3.88 19.4 19.4 19.4 0.6 0.97 2,098 1,066

2.29 1.10 93.5 93.5 93.5 3.0 0.63 12,156 22,259

3.40 1.63 73.6 73.6 73.6 2.3 0.76 3,845 15,000

2.88 1.38 105.5 105.5 105.5 3.3 0.55 1,674 17,693

10.85 3.89 37.5 37.5 37.5 1.2 0.91 680 4,705

5.23 2.59 53.3 53.3 53.3 1.7 0.85 628 9,765

P r

(KG/m)

11 12 13 14 15 16 17 18 19

13.85 7.33 19.9 19.9 19.9 0.6 0.97 197 152

1.34 1.17 125.3 125.3 125.3 4.0 0.44 4,465 1,567

5.37

lx ly lmax l0 jmin sneùn skeùo

(KG/cm2) (KG/cm2)

lx ly lmax l0 jmin sneùn skeùo

(KG/cm2) (KG/cm2)

Project CAN TEEN

Item: Roof structure

Date: May., 08, 2005

B= 6,857 L= 14,000

A. LOADING

1. DEAD LOAD (DL) 15 (KG/m2)

Roofing sheeting (KG/m2)

Insulation (KG/m2)

Purlin (KG/m2)

Service (KG/m2)

Join load G=g*B*Li=15*6857/1000*1.428= 146.88 (Kg)

2. LIVE LOAD (LL) 30 (KG/m2)

Join load P=p*B*Li=30*6857/1000*1.428= 293.75 (Kg)

B. FRAME OUTPUT

Frame Double angle h d A d g

2L (mm) (mm) (cm2) (mm) (KG/m)

1 80x8 24.6 6 19.3

2 80x7 21.6 6 16.96

3 40x4 63 6 6.16 6 4.84

4 40x4 63 6 6.16 6 4.84

5 63x6 63 6 14.56 6 11.44

6 63x6 63 6 14.56 6 11.44

7 63x6 63 6 14.56 6 11.44

8 63x6 63 6 14.56 6 11.44

9 63x6 63 6 14.56 6 11.44

10 50x5 50 5 9.6 6 7.54

11 50x5 50 5 9.6 6 7.54

12 50x5 50 5 9.6 6 7.54

13 50x5 50 5 9.6 6 7.54

14 50x5 50 5 9.6 6 7.54

15 50x5 50 5 9.6 6 7.54

16 50x5 50 5 9.6 6 7.54

17 50x5 50 5 9.6 6 7.54

18 50x5 50 5 9.6 6 7.54

19 50x5 50 5 9.6 6 7.54

C. DEFLECTION

f= 2.257 cm

L= 700 cm

f/L= 2.257/700= 0.00322429 < [f/L]=1/250=

b d

(mm) (mm)

40x3 40 3

40x4 40 4

40x5 40 5

50x3 50 3

50x4 50 4

50x5 50 5

63x4 63 4

63x5 63 5

63x6 63 6

70x5 70 5

70x6 70 6

70x7 70 7

70x8 70 8

80x6 80 6

80x7 80 7

80x8 80 8

90x6 90 6

90x7 90 7

90x8 90 8

90x9 90 9

100x7 100 7

100x8 100 8

100x10 100 10

100x12 100 12

100x14 100 14

100x16 100 16

Jx Jy Wx Wy rx ry M

(cm4) (cm4) (cm3) (cm3) (cm) (cm) (Tm)

146.8 322 24.47 53.70 2.44 3.62

128.4 267 21.40 44.44 2.44 3.51

9.16 22 1.53 3.63 1.22 1.88

9.16 22 1.53 3.63 1.22 1.88

54.2 117 9.03 19.53 1.93 2.84

54.2 117 9.03 19.53 1.93 2.84

54.2 117 9.03 19.53 1.93 2.84

54.2 117 9.03 19.53 1.93 2.84

54.2 117 9.03 19.53 1.93 2.84

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

22.4 51 3.73 8.47 1.53 2.30

0.004

R A g z Jx rx

(mm) (cm2) (KG/m) (cm) (cm4) (cm)

5 2.35 1.85 1.09 3.55 1.23

5 3.08 2.42 1.13 4.58 1.22

5 3.79 2.97 1.17 5.53 1.21

5.5 2.96 2.32 1.33 7.11 1.55

5.5 3.89 3.05 1.38 9.21 1.54

5.5 4.8 3.77 1.42 11.2 1.53

7 4.96 3.9 1.6 18.9 1.95

7 6.13 4.81 1.74 23.1 1.94

7 7.28 5.72 1.78 27.1 1.93

8 6.86 5.38 1.9 31.9 2.16

8 8.15 6.39 1.94 37.6 2.15

8 9.42 7.39 1.99 43 2.14

8 10.7 8.37 2.02 48.2 2.12

9 9.38 7.86 2.19 57 2.47

9 10.8 8.48 2.23 64.2 2.44

9 12.3 9.65 2.37 73.4 2.44

10 10.6 8.33 2.43 82.1 2.78

10 12.3 9.64 2.47 94.3 2.77

10 13.9 10.9 2.51 106 2.76

10 15.6 12.2 2.55 118 2.75

12 13.8 108 2.71 131 3.08

12 15.6 12.2 2.75 147 3.07

12 19.2 15.1 2.83 179 3.05

12 22.8 17.9 2.91 209 3.03

12 26.3 10.6 2.99 237 3.00

12 29.7 23.3 3.06 264 2.98

N Lx Ly

(T) (cm) (cm)

41.000 125 500 51.17 138.16 1.62 4.37

-36.500 125 125 51.27 35.58 1.62 1.13

-4.800 80 80 65.60 42.57 2.07 1.35

7.000 140 700 114.81 372.47 3.63 11.78

8.710 140 700 72.56 246.73 2.29 7.80

-13.264 400 1450 207.32 511.09 6.56 16.16

-11.815 142 142 73.60 50.05 2.33 1.58

-10.352 142 142 73.60 50.05 2.33 1.58

-8.881 142 142 73.60 50.05 2.33 1.58

-7.403 142 142 92.96 61.73 2.94 1.95

0.020 28 28 18.33 12.17 0.58 0.38

0.312 56 56 36.66 24.34 1.16 0.77

0.604 84 84 54.99 36.52 1.74 1.15

0.899 112 112 73.32 48.69 2.32 1.54

lx ly l0x l0y

2.362 140 140 91.65 60.86 2.90 1.92

-1.450 142 142 92.96 61.73 2.94 1.95

-1.548 150 150 98.20 65.21 3.11 2.06

-1.686 163 163 106.71 70.86 3.37 2.24

-1.860 179 179 117.18 77.81 3.71 2.46

s Status

[2100]

0.86 0.37 0.37 1,666.67 OK

0.86 0.92 0.86 1,963.26 OK

0.80 0.89 0.80 975.99 OK

0.50 0.06 0.06 1,136.36 OK

0.77 0.13 0.13 598.21 OK

0.17 0.04 0.04 24,970.26 False

0.76 0.87 0.76 1,067.11 OK

0.76 0.87 0.76 934.94 OK

0.76 0.87 0.76 802.09 OK

0.64 0.82 0.64 1,211.60 OK

0.97 0.98 0.97 2.05 OK

0.92 0.95 0.92 32.50 OK

0.85 0.92 0.85 62.96 OK

0.76 0.87 0.76 93.62 OK

jx jy jmin

(KG/cm2)

0.65 0.82 0.65 246.01 OK

0.64 0.82 0.64 237.32 OK

0.60 0.80 0.60 268.01 OK

0.55 0.77 0.55 320.76 OK

0.49 0.74 0.49 399.44 OK

No. Mark H B t1 t2 r A P Jx Jy ix iy Sx Sy

(mm) (mm) (mm) (mm) (mm) (cm2) (Kg/m) (cm4) (cm4) (cm) (cm)1 2 3 4 5 6 7 8 9 10 11 12 13 14

1 I-100x100x6x8 100 100 6 8 10 21.9 17.2 383 134 4.18 2.47 76.5 26.72 I-125x125x6.5x9 125 125 6.5 9 10 30.31 23.8 847 293 5.29 3.11 136 473 I-150x75x5x7 150 75 5 7 8 26.84 14 666 49.5 6.11 1.66 88.8 13.24 I-200x100x5.5x8 200 100 5.5 8 11 27.16 21.3 1840 134 8.24 2.22 184 26.85 H-200x200x8x12 200 200 8 12 13 63.53 49.9 4720 1600 8.62 5.02 472 1606 I-248x124x5x8 248 124 5 8 12 32.68 25.7 3540 255 10.4 2.79 285 41.17 I-250x125x6x9 250 125 6 9 12 37.66 29.6 4050 294 10.4 2.79 324 478 H-250x250x9x14 250 250 9 14 16 92.18 72.4 10800 3650 10.8 6.29 867 2929 I-298x149x5.5x8 298 149 5.5 8 13 40.8 32 6320 442 12.4 3.29 424 59.3

10 I-300x150x6.5x9 300 150 6.5 9 13 46.78 36.7 7210 508 12.4 3.29 481 67.711 I-300x200x8x12 294 200 8 12 18 72.38 56.8 11300 1600 12.5 4.71 771 16012 H-300x300x10x15 300 300 10 15 18 119.8 94 20400 6750 13.1 7.51 1360 45013 H-350x350x12x19 350 350 12 19 20 173.9 137 40300 13600 15.2 8.84 2300 77614 I-400x200x8x13 400 200 8 13 16 84.12 66 23700 1740 16.8 4.54 1190 17415 I-400x300x9x14 386 299 9 14 22 120.1 94.3 33700 6240 16.7 7.81 1740 41816 I-400x300x10x16 390 300 10 16 22 136 107 38700 7210 16.9 7.28 1980 48117 H-400x400x13x21 400 400 13 21 22 218.7 172 66600 22400 17.5 10.1 3330 112018 I-450x200x8x12 446 199 8 12 18 84.3 66.2 28700 1580 18.5 4.33 1290 15919 I-450x200x9x14 450 200 9 14 18 96.76 76 33500 1870 18.6 4.4 1490 18720 I-450x300x10x15 434 299 10 15 24 135 106 46800 6690 18.6 7.04 2160 44821 I-450x300x11x18 440 300 11 18 24 157.4 124 56100 8110 18.9 7.18 2550 54122 U-300x90 300 90 9 13 48.57 38.1 6440 309 11.5 2.52 429 45.723 U-200x80 200 80 7.5 11 31.33 24.6 1950 168 7.88 2.32 195 29.1

(cm3) (cm3)

rT H/Af Wx Wy Ac/Ab

(cm)15 16 17 18 19

2.73 1.25 87.6 41.2 1.593.43 1.11 154 71.9 1.621.96 2.86 102 20.8 0.772.6 2.5 209 41.9 0.795.5 0.835 525 244 1.70

3.23 2.5 319 63.6 0.863.26 2.22 366 73.1 0.816.87 0.715 960 444 1.753.84 2.5 475 91.8 0.773.87 2.22 542 105 0.745.32 1.22 859 247 1.118.23 0.666 1500 684 1.679.65 0.526 2550 1180 1.785.26 1.54 1330 268 0.878.02 0.923 1920 637 1.308.09 0.813 2190 733 1.3411.1 0.473 3670 1700 1.805.11 1.87 1450 247 0.715.18 1.61 1680 291 0.747.94 0.967 2380 686 1.118.05 0.815 2820 828 1.22

429.333195

(cm-1) (cm3) (cm3)

0.1 0.250.5 0.967 0.922

1.0 0.925 0.854

1.5 0.875 0.804

2.0 0.813 0.742

2.5 0.742 0.672

3.0 0.667 0.597

3.5 0.587 0.522

4.0 0.505 0.447

4.5 0.418 0.382

5.0 0.354 0.326

5.5 0.302 0.280

6.0 0.258 0.244

6.5 0.223 0.213

7.0 0.194 0.186

8.0 0.152 0.146

9.0 0.122 0.117

10.0 0.100 0.097

11.0 0.083 0.079

12.0 0.069 0.067

13.0 0.062 0.061

14.0 0.052 0.049

0.5 0.75 1 1.25 1.5 1.75 2 2.5 3 3.5 4 4.50.850 0.782 0.722 0.669 0.620 0.577 0.538 0.469 0.417 0.370 0.337 0.307

0.787 0.711 0.653 0.600 0.563 0.520 0.484 0.427 0.382 0.341 0.307 0.283

0.716 0.647 0.593 0.548 0.507 0.470 0.439 0.388 0.347 0.312 0.283 0.262

0.653 0.587 0.536 0.496 0.457 0.425 0.397 0.352 0.315 0.286 0.260 0.240

0.587 0.526 0.480 0.442 0.410 0.383 0.357 0.317 0.287 0.262 0.238 0.220

0.520 0.465 0.425 0.395 0.365 0.342 0.320 0.287 0.260 0.238 0.217 0.202

0.455 0.408 0.375 0.350 0.325 0.303 0.287 0.258 0.233 0.216 0.198 0.183

0.394 0.356 0.330 0.309 0.289 0.270 0.256 0.232 0.212 0.197 0.181 0.168

0.342 0.310 0.288 0.272 0.257 0.242 0.229 0.208 0.192 0.178 0.165 0.155

0.295 0.273 0.253 0.239 0.225 0.215 0.205 0.188 0.175 0.162 0.150 0.143

0.256 0.240 0.224 0.212 0.200 0.192 0.184 0.170 0.158 0.148 0.138 0.132

0.223 0.210 0.198 0.190 0.178 0.172 0.166 0.153 0.145 0.137 0.128 0.120

0.196 0.185 0.176 0.170 0.160 0.155 0.149 0.140 0.132 0.125 0.117 0.112

0.173 0.163 0.157 0.152 0.145 0.141 0.136 0.127 0.121 0.115 0.108 0.102

0.138 0.133 0.128 0.121 0.117 0.115 0.113 0.106 0.100 0.095 0.091 0.087

0.112 0.107 0.103 0.100 0.098 0.096 0.093 0.088 0.085 0.082 0.079 0.075

0.093 0.091 0.090 0.085 0.081 0.080 0.079 0.075 0.072 0.070 0.069 0.065

0.077 0.076 0.075 0.073 0.071 0.069 0.068 0.063 0.062 0.061 0.060 0.057

0.064 0.063 0.062 0.060 0.059 0.059 0.058 0.055 0.054 0.053 0.052 0.051

0.054 0.053 0.052 0.051 0.051 0.050 0.490 0.049 0.048 0.048 0.047 0.045

0.049 0.048 0.048 0.047 0.047 0.046 0.450 0.044 0.043 0.043 0.042 0.041

5 5.5 6 6.5 7 8 9 10 12 14 17 200.280 0.260 0.237 0.222 0.210 0.183 0.164 0.150 0.125 0.106 0.090 0.077

0.259 0.240 0.225 0.209 0.196 0.175 0.157 0.142 0.121 0.103 0.086 0.074

0.240 0.223 0.207 0.195 0.182 0.163 0.148 0.134 0.114 0.099 0.082 0.070

0.222 0.206 0.193 0.182 0.170 0.153 0.138 0.125 0.107 0.094 0.079 0.067

0.204 0.190 0.178 0.168 0.158 0.144 0.130 0.118 0.101 0.090 0.076 0.065

0.187 0.175 0.166 0.156 0.147 0.135 0.123 0.112 0.097 0.086 0.073 0.063

0.172 0.162 0.153 0.145 0.137 0.125 0.115 0.106 0.092 0.082 0.069 0.060

0.158 0.149 0.140 0.135 0.127 0.118 0.108 0.098 0.088 0.078 0.066 0.057

0.146 0.137 0.130 0.125 0.118 0.011 0.101 0.093 0.083 0.075 0.064 0.055

0.135 0.126 0.120 0.117 0.111 0.103 0.095 0.088 0.079 0.072 0.062 0.053

0.124 0.117 0.112 0.108 0.104 0.095 0.089 0.084 0.075 0.069 0.060 0.051

0.115 0.109 0.104 0.100 0.096 0.086 0.084 0.079 0.072 0.066 0.057 0.049

0.106 0.101 0.097 0.094 0.089 0.083 0.080 0.074 0.068 0.062 0.054 0.047

0.098 0.094 0.091 0.087 0.083 0.078 0.074 0.070 0.064 0.059 0.052 0.045

0.083 0.081 0.078 0.076 0.074 0.068 0.065 0.062 0.057 0.053 0.047 0.041

0.072 0.069 0.066 0.065 0.064 0.061 0.058 0.055 0.051 0.048 0.043 0.038

0.062 0.060 0.059 0.058 0.057 0.055 0.052 0.049 0.046 0.043 0.039 0.035

0.055 0.053 0.052 0.051 0.050 0.049 0.046 0.044 0.040 0.038 0.035 0.032

0.050 0.049 0.048 0.047 0.046 0.004 0.042 0.040 0.037 0.035 0.032 0.029

0.044 0.043 0.042 0.041 0.041 0.039 0.038 0.037 0.035 0.033 0.030 0.027

0.040 0.040 0.039 0.039 0.038 0.037 0.036 0.036 0.034 0.032 0.029 0.026

CALCULATION SHEETBy :

Date :

Checked by :

I. LOAD

1. Dead load

- Metal sheet 0.53 mm thk.: 6.50

- Insulation layer 0.84

- Purlin, bracing 4.73

- Service load

Total: (DL) 12.07 5.33

Purlin Z20019@1400, Lap 900

Purlin bay: B= 1.40 m

Uniform load on purlin: 16.90 Kg/m

Rafter bay: B= 9.00 m

Uniform load on rafter : R1: 108.66 Kg/m (B=9m)

R2: 108.66 Kg/m (B=9m)

R3: 108.66 Kg/m (B=9m)

R4: 108.66 Kg/m (B=9m)

R1a: 65.20 Kg/m (B=5.4m)

2. Live load: Base on Reaction from Beam B1

4. Load combination

COMB1 1.1DL + 1.2 LL

COMB2 DL + LL

II. INTERNAL FORCE & DEFLECTION

1. Purlin checking

Deflection: f= 2.20 cm

[f/L]= 1/ 150

f/L= 1/ 409.09 OK

Stress:

Mmax= 0.68 Tm

Purlin Z20019: Jx= 502

Wx= 50.2

1354.5817 OK

Project : YAKULT

Item : STEEL ROOF

Part : RAFTER R1, R2, R3, R4, PURLIN

Kg/m2

Kg/m2

Kg/m2

Kg/m2

Kg/m2

cm4

cm3

s= M/W= Kg/cm2

2. Steel rafter checking

2.1 Rafter R-1


L= 22.80 m

[f/L]= 1/ 250

f/L= 1/ 312.41 OK

Stress capacity checking: see annex

2.2 Rafter R-2


L= 11.40 m

[f/L]= 1/ 250

f/L= 1/ 305.63 OK


2.3 Rafter R-3


L= 22.80 m

[f/L]= 1/ 250

f/L= 1/ 267.79 OK


2.3 Rafter R-4


L= 17.10 m

[f/L]= 1/ 250

f/L= 1/ 255.22 OK


II. CONNECTION CHECKING

M= 68.62 Tm (Frame R1)

Q= 11.4 T

20 3,200

Grade 8.8 4,000

3,400

2.45

3.14

0.90

2 1.40 cm

Bolts f : Rcbl= Kg/cm2

: Rkbl= Kg/cm2

: Rembl= Kg/cm2

: Athbl= cm2

: Abl= cm2

g =

nc = d =

9,800 (Kg) = 9.80 (T)

18,096 (Kg) = 18.10 (T)

9,520 (Kg) = 9.52 (T)

9,520 (Kg) = 9.52 (T)

M Q Rows (n) Lmax=L1 L2 L3 L4 L5 L6

Tm (T) (cm) (cm) (cm) (cm) (cm) (cm)

68.62 11.4 7 2.00 130.00 118 112 100 94 48

[N]kbl=AthblxRkbl=

[N]cbl=AblxRcblxgxnc=

[N]embl=dxdxRembl=

[N]minbl =

Nkbl=MLmax/(mxSLi2)

Ncbl=Q/(mxn)

Bolts/row (m)


Date :

Checked by :

L7 Status

(cm)

42 6.73 0.81 OK

Nkbl Ncbl


Date :

Checked by :

I. LOAD

1. Dead load

- Ceiling: 2 layer metal sheet. 15.00

insulation

- Purlin C100, C150 5.47

- Cat walk 6.00

- Service load

Total: (DL) 26.47 5.33

Beam space: B= 1.00 m

Uniform load on beam B1 26.47 Kg/m

2. Live load:

LL= 70


Uniform load on beam B1 70.00 Kg/m

4. Load combination


COMB2 DL + LL


Beam B1


L= 9.00 m

[f/L]= 1/ 250

f/L= 1/ 324.91 OK


Beam B2


L= 9.00 m

[f/L]= 1/ 250

f/L= 1/ 394.74 OK


Project : YAKULT

Item : STEEL ROOF

Part : BEAM B1, B2

Kg/m2

Kg/m2

Kg/m2

Kg/m2

Kg/m2

Kg/m2


Date :

Checked by :


Date :

Checked by :

I. LOAD

1. Dead load

- Roofing, Purlin 10.00


Uniform load on beam 90.00 Kg/m

2. Live load:

LL= 30


Uniform load on beam 270.00 Kg/m

4. Load combination


COMB2 DL + LL



L= 7.50 m

[f/L]= 1/ 250

f/L= 1/ 551.47 OK

Stress capacity checking

E= 2.1E+06

R= 2.1E+03

h A g

(cm) (cm) (cm) (cm) (KG/m)

FRAME F2

25 15 0.8 0.6 38.04 29.86 4,156 450 332 60.06

Project : YAKULT

Item : STEEL ROOF

Part : CANOPY

Kg/m2

Kg/m2

(KG/cm2)

(KG/cm2)

bc tc tb Jx Jy Wx Wy

(cm2) (cm4) (cm4) (cm3) (cm3)


Date :

Checked by :

M s Status

(Tm) (KG/m2) [2100]

2.49 748.96 OK

Caáp 4.6 4.8 5.6 5.8 6.6 8.8Rcbl 1,500 1,600 1,900 2,000 2,300 3,200 Rkbl 1,750 1,600 2,100 2,000 2,500 4,000

d Abl Atbl16 2.01 1.57 18 2.54 1.92 20 3.14 2.45 5,280.00 22 3.80 3.03 24 4.52 3.52 27 5.73 4.59 30 7.07 5.60 36 10.18 8.20 42 13.85 11.30 48 18.10 14.80 56 24.63 20.50 64 32.17 26.90 72 40.72 34.70 80 50.27 43.50 90 63.62 56.00 100 78.54 70.20

2.0106193

TÍNH TOAÙN KEÙT CAÁU THEÙP

CALCULATION OF STEEL STRUCTURE

Tính toaùn theo tieân chuaån keát caáu theùp Vieät Nam TCVN 338:2005

This calculation is based on Vietnamese standard (TCVN 338:2005, item 5.3, 5.4)1. Tính toaùn caáu kieän chòu ñoàng thôøi löïc neùn vaø uoán Member under combined compression axial load & bendingNoäi löïc: M: MomentInternal force:1.1 Tính toaùn veà beàn: Durability checking

Neáu m1>20: kieåm tra caáu kieän veà beàn theo ñieàu kieän:If m1>20: The component must be checked with durability

1.2. Kieåm tra oån ñònh toång theå cuûa caáu kieän chòu neùn uoán Overal Stability checking

OÅn ñònh toång theå cuûa caáu kieän chòu neùn uoán ñöôïc kieåm tra theo ñieàu kieän:The overal stability of component to be checked with condition:

1.3. Kieåm tra oån ñònh toång theå trong maët phaúng vuoâng goùc vôùi maët phaúng uoán Checking the Overal Stability in perpendicular plan

(a)

(b)

: Factor, base on item 5.2.2.1 and annex E, TCXDVN 338:2005

Heä soá, xaùc ñònh theo muïc 5.2.2.1 vaø phuï luïc E, TCXDVN 338:2005

KIEÅM TRA ÖÙNG SUAÁT - STRESS CAPACITY CHECKING

N: Löïc doïc (Axial force)

m= ex/rx=(Mx/N).(Ang/Wx)m1=h.mh.: heä soá aûnh höôûng hình daïng tieát dieän, laáy theo baûng D9, phuï luïc D, TCXDVN 338:2005 factor to depend on the section, base on sheet D9, Annex D, TCXDVN 338:2005

An: Dieän tích tieát dieän nguyeân (Section area)

jlt:heä soá phuï thuoäc vaøo m1 vaø lx, ñöôïc tra theo baûng D10, phuï luïc D, TCXDVN 338:2005

factor to depend on m1 and lx, base on sheet D10, Annex D, TCXDVN 338:2005

C: heä soá, ñöôïc xaùc ñònh: (factor, to be determined as below)

In case mx<=5:

a, b: heä soá, duïa theo baûng 16, TCXDVN 338:2005 factor, base on sheet 16, TCXDVN 338:2005 mx=m

In case mx>=10:

jb

In case <5mx<10: C = c5 (2 – 0,2 mx) + c10 (0,2 mx – 1)

cny

y

nx

x

n

RxI

My

I

M

A

N g

clt

RA

N gj

cy

RAc

N gj

byxmc

jj /1

1

xmc

ab

1

1.4. Kieåm tra ñoä beàn cuûa tieát dieän daàm coù moment uoán M vaø löïc caét Q ñoàng thôøi taùc duïng Durability checking in case of both M&Q (Shear) occur concomitant

Where

2. Kieåm tra caáu kieän chòu neùn ñuùng taâm Concentrically load compression member

j : Factor, base on item 5.3.2.1 and sheet D.8, annex E, TCXDVN 338:2005

c5: determined by (a) with mx=5 Xaùc ñònh theo (a) vôù mx=5c10: determined by (b) with mx=10 Xaùc ñònh theo (b) vôù mx=10

3. Caáu kieän chòu keùo - Tension member

σ td=√σ 12+3 τ12≤1 .15R

σ 1=Mh0 /(Whd ); τ 1=QS c/( Jb tb ); Sc=bc tch /2

NϕA

≤fγc

NA≤fγc

1.3. Kieåm tra oån ñònh toång theå trong maët phaúng vuoâng goùc vôùi maët phaúng uoán

Heä soá, xaùc ñònh theo muïc 5.2.2.1 vaø phuï luïc E, TCXDVN 338:2005

.: heä soá aûnh höôûng hình daïng tieát dieän, laáy theo baûng D9, phuï luïc D, TCXDVN 338:2005factor to depend on the section, base on sheet D9, Annex D, TCXDVN 338:2005

, ñöôïc tra theo baûng D10, phuï luïc D, TCXDVN 338:2005

, base on sheet D10, Annex D, TCXDVN 338:2005

1.4. Kieåm tra ñoä beàn cuûa tieát dieän daàm coù moment uoán M vaø löïc caét Q ñoàng thôøi taùc duïng

h A g Ac/Ab M N Lx Ly s

(cm) (cm) (cm) (cm) (KG/m) (cm) (cm) (Tm) (T) (cm) (cm)

25 25 1.4 0.9 89.98 70.63 10,579 3,647 846 292 10.84 6.37 1.75 0 67.5 1,600 840 0.33 0.41 0.33 2,28025 25 1.4 0.9 89.98 70.63 10,579 3,647 846 292 10.84 6.37 1.75 0 20.47 1,600 840 0.33 0.41 0.33 69120 20 1.2 0.8 62.08 48.73 4,610 1,601 461 160 8.62 5.08 1.70 0 30 1,600 840 0.21 0.27 0.21 2,264

bc tc tb Jx Jy Wx Wy rx ry jx jy jmin

(cm2) (cm4) (cm4) (cm3) (cm3) (KG/cm2)


Date :

Checked by :

E= 2.1E+06

R= 2.1E+03

h A g Ac/Ab M

(cm) (cm) (cm) (cm) (KG/m) (cm) (cm) (Tm)RAFTER R1

15 15 1.0 0.7 39.10 30.69 1,601 563 213 75.05 6.40 3.79 1.65 91.63RAFTER R1a

80 20 1.2 0.8 110.08 86.41 105,672 1,603 2,642 160.33 30.98 3.82 0.39 50.99RAFTER R2

50 20 1.0 0.6 68.80 54.01 29,543 1,334 1,182 133.42 20.72 4.40 0.69 23.93

RAFTER R3120 20 1.4 0.8 149.76 117.56 304,255 1,872 5,071 187.17 45.07 3.54 0.30 99.73

RAFTER R480 20 1.2 0.8 110.08 86.41 105,672 1,603 2,642 160.33 30.98 3.82 0.39 49.65

FRAME F180 20 1.2 0.8 110.08 86.41 105,672 1,603 2,642 160.33 30.98 3.82 0.39 49.65

BEAM B125 15 0.8 0.6 38.04 29.86 4,156 450 332 60.06 10.45 3.44 0.85 5.47

BEAM B220 12 0.8 0.6 30.24 23.74 2,082 231 208 38.46 8.30 2.76 0.87 6.4865 25 1.2 0.8 110.08 86.41 77,418 3,128 2,382 250.21 26.52 5.33 0.60 6.48

55.08

Project : YAKULT

Item :

Part :

(KG/cm2)

(KG/cm2)

bc tc tb Jx Jy Wx Wy rx ry

(cm2) (cm4) (cm4) (cm3) (cm3)

CALCULATION SHEET

s Status Painting

(KG/m2) [2100] (m2/m)

42,933.90 False 0.900

1,930.13 OK 2.400

2,025.02 OK 1.800

1,966.70 OK

1,879.41 OK 2.400###

1,879.41 OK

1,645.30 OK

3,112.43 False 0.880 272.03 OK 2.300


Date :

Checked by :

PIPE ELEMENT Member under compression/ tension axial load

E= 2.10E+06

R= 2.45E+03

No. Elem. N D t A Wx P r

(T) (cm) (cm) (mm) (mm) (KG/m)

THANH CAÙNH DÖÔÙI: F168x7.111 B7 COMB1 14.00 600 1200 273 9.30 77.0 6705.2 491.2 60.45 9.33 64.3 128.6 128.6 400.02 B7 COMB2 -13.16 600 1200 30 2.50 2.2 2.1 1.4 1.69 0.98 614.4 1228.8 1228.8 7361.33 B7 COMB3 5.10 600 1200 30 2.50 2.2 2.1 1.4 1.69 0.98 614.4 1228.8 1228.8 400.0

THANH BUÏNG4 M2 COMB1 -29.00 201 201 168 7.11 35.9 1165.1 138.7 28.20 5.70 35.3 35.3 35.3 231.75 M2 COMB2 -2.80 201 201 168 7.11 35.9 1165.1 138.7 28.20 5.70 35.3 35.3 35.3 212.16 M2 COMB3 -2.00 201 201 168 7.11 35.9 1165.1 138.7 28.20 5.70 35.3 35.3 35.3 211.57 M3 COMB1 17.46 221 221 90 5.00 13.3 121.0 26.9 10.48 3.01 73.5 73.5 73.5 400.08 M3 COMB2 2.03 221 221 90 5.00 13.3 121.0 26.9 10.48 3.01 73.5 73.5 73.5 400.09 M3 COMB3 1.46 221 221 90 5.00 13.3 121.0 26.9 10.48 3.01 73.5 73.5 73.5 400.0

10 M4 COMB1 -12.32 226 226 90 5.00 13.3 121.0 26.9 10.48 3.01 74.9 74.9 74.9 241.411 M4 COMB2 -1.24 226 226 90 5.00 13.3 121.0 26.9 10.48 3.01 74.9 74.9 74.9 213.212 M4 COMB3 -0.91 226 226 90 5.00 13.3 121.0 26.9 10.48 3.01 74.9 74.9 74.9 212.313 M27 COMB1 -13.90 236 236 90 5.00 13.3 121.0 26.9 10.48 3.01 78.3 78.3 78.3 246.714 M27 COMB2 -1.04 236 236 90 5.00 13.3 121.0 26.9 10.48 3.01 78.3 78.3 78.3 212.715 M27 COMB3 -1.34 236 236 90 5.00 13.3 121.0 26.9 10.48 3.01 78.3 78.3 78.3 213.516 M29 COMB1 -31.42 216 216 168 7.11 35.9 1165.1 138.7 28.20 5.70 38.0 38.0 38.0 233.817 M29 COMB2 -2.19 216 216 168 7.11 35.9 1165.1 138.7 28.20 5.70 38.0 38.0 38.0 211.718 M29 COMB3 -3.07 216 216 30 1.50 1.3 1.4 0.9 1.05 1.01 214.3 214.3 214.3 604.7

Project :

Item :

Part :

(KG/cm2)

(KG/cm2)

Output case

Lx Ly Jx lx ly lmax [l]

(cm2) (cm4) (cm3)

CALCULATION SHEET

PIPE ELEMENT

Status

4.4 0.37 0 182 Ok42.0 0.02 292,012 0 False42.0 0.02 0 2,362 False

1.2 0.91 887 0 Ok1.2 0.91 86 0 Ok1.2 0.91 61 0 Ok2.5 0.73 0 1,308 Ok2.5 0.73 0 152 Ok2.5 0.73 0 109 Ok2.6 0.72 1,280 0 Ok2.6 0.72 129 0 Ok2.6 0.72 95 0 Ok2.7 0.70 1,498 0 Ok2.7 0.70 112 0 Ok2.7 0.70 144 0 Ok1.3 0.90 972 0 Ok1.3 0.90 68 0 Ok7.3 0.14 16,117 0 False

l0 jmin sneùn skeùo

(KG/cm2) (KG/cm2)


Date :

Checked by :

PIPE ELEMENTE= 2.10E+06 Member under combined compression axial load & bending

R= 2.45E+03

No. Ele. M N D t A Wx P r [l] m h

(Tm) (T) (cm) (cm) (mm) (mm) (cm2) (cm4) (cm3) (KG/m)

1 T9 COMB1 0.45 -56.39 300 150 219 6.35 42.4 2400.0 219.2 33.28 7.52 39.9 19.9 39.9 239.6 1.4 0.00 1.102 T9 COMB2 0.05 -2.71 300 150 219 6.35 42.4 2400.0 219.2 33.28 7.52 39.9 19.9 39.9 211.4 1.4 0.00 1.103 T9 COMB3 0.06 -3.40 300 150 219 6.35 42.4 2400.0 219.2 33.28 7.52 39.9 19.9 39.9 211.8 1.4 0.00 1.10

Project :

Item :

Part :

(KG/cm2)

(KG/cm2)

Output case

Lx Ly Jx lx ly lmax l0

CALCULATION SHEET

PIPE ELEMENT

m1 s Status

(KG/cm2)

0.00 0.889 1,496.33 Ok0.00 0.889 71.91 Ok0.00 0.889 90.22 Ok

jlt


Date :

Checked by :

Member under combined compression axial load & bending

E= 2.10E+06

R= 2.450E+03

DURABILITY CHECKINGM N Lx m Lox Loy A Ac/Ab m

(Tm) (T) (cm) (cm) (cm) (cm2) (cm) (cm) (cm3) (cm3)

RAFTER: I-250x125x6x94.59 10.25 700 2.00 1,400 350 37.66 10.4 2.79 366 73.1 0.81 134.62 125.45 4.60 4.28 4.61

COLUMN H-350x350x12x196 20 700 2.00 1,400 700 173.9 15.2 8.84 2550 1180 1.78 92.11 79.19 3.15 2.70 2.05

CHECKING THE OVERAL STABILITY IN PERPENDICULAR PLANM N Lox Loy A

(Tm) (T) (cm) (cm) (cm2) (cm) (cm) (cm4) (cm4) (cm3) (cm3)RAFTER: I-250x125x6x9

4.59 10.25 1,400 350 37.66 10.4 2.79 4,050 294 366 73.1 134.62 125.45 4.61 4.60 4.28 0.34

COLUMN H-350x350x12x19

6 20 1400 700 173.9 15.2 8.84 40,300 ### 2550 1180 92.11 79.19 2.05 3.15 2.70 0.59

Project :

Item :

Part :

HOT ROLLED FORM- I SECTION

(KG/cm2)

(KG/cm2)

rx ry Wx Wy lx ly l0x l0y

rx ry Jx Jy Wx Wy lx ly mx l0x l0y jx

CALCULATION SHEET

h m1 s StatusAc/Ab=0.25 Ac/Ab=0.5 Ac/Ab>=1 Ac/Ab=0.25 Ac/Ab=0.5 Ac/Ab>=1 Ac/Ab (KG/cm2)

1.20 1.25 1.31 1.2 1.25 1.31 1.2889 5.94 0.13 2,112 Ok

0.95 0.89 0.84 1.2 1.25 1.34 0.9 1.84 0.32 356 Ok

a b C5 C10 C Ixn a y s Status(KG/cm2)

0.39 0.67 1.23 0.30 0.33 0.90 4.61 0.30 7.6 7.80 2.80 1.04 2334.00 Ok

0.69 0.66 1.00 0.43 0.42 1.00 2.05 0.43 ### 9.06 2.88 2.43 392.90 Ok

HOT ROLLED FORM- I SECTION

h(0<l0x <5, m<5) h(0<l0x <5, m>5) jlt

jy jd mx j1


Date :

Checked by :

DURABILITY CHECKING OF BEAME= 2.10E+06

R= 2.45E+03

Rc= 1.25E+03

M Q Lx Lox Loy A g Ixn a y(Tm) (T) (cm) (cm) (cm) (cm2) (Kg/m) (cm4) (cm4) (cm3) (cm3) (cm3)

B6: I-300x200x8x1213.3 0.2 730 730 250 72.38 56.8 11,300 1,600 859 247 771 28.80 2.00 2.39

B2: I-300x200x8x129.17 0.21 730 730 730 72.38 56.8 11,300 1,600 859 247 247 28.80 17.09 3.45

B1: I-300x150x6.5x98.46 0.1 600 600 300 46.78 36.7 7,210 508 542 105 105 9.11 2.76 2.44

B3: I-200x100x5.5x81.39 0.1 400 400 400 27.16 21.3 1,840 134 209 41.9 41.9 4.27 19.61 3.62

CANOPY I-250x125x6x91.39 0.1 400 400 400 37.66 29.6 4,050 294 366 73.1 73.1 7.59 10.18 2.96

Project :

Item :

Part :

(KG/cm2)

(KG/cm2)

(KG/cm2)

Jx Jy Wx Wy Sx

CALCULATION SHEET

j1 s t Status

4.012 1.000 1,548 1.71 ok

0.678 0.678 1,574 0.57 ok

1.476 0.990 1,561 0.22 ok

0.565 0.565 1,176 0.41 ok

0.720 0.720 527 0.30 ok

jd

TCVN Steel Structure

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