Stack Design Calculation

KORADI TPS EXPANSION PROJECT- 3X660 MW (BOP) Unit 8,9 &10 at Koradi, Nagpur for Maharashtra State Power Generation Co. Limited.

Owner:

MAHARASHTRA STATE POWER GENERATION CO. LIMITED Owner’s Consultant:

DEVELOPMENT CONSULTANT PVT. LTD MUMBAI

EPC Contractor:

LANCO INFRATECH LTD. (EPC DIVISION) PLOT NO. 404/405, UDYOG VIHAR PHASE-III GURGAON, HARYANA, INDIA

Vendor THERMAX LIMITED, PUNE

Document Title: STACK DESIGN CALCULATION

LITL Document No.: LITL-011-MEV-282-R-4974

Vendor Doc. No.

LANCO INFRATECH LTD. (EPC DIVISION) PLOT NO. 404/405, UDYOG VIHAR PHASE-III GURGAON, HARYANA (INDIA)

Koradi TPS Expansion Project- 3X660 MW (BOP) Unit 8, 9 &10 Maharashtra State Power Generation Co. Limited. Koradi, Nagpur, Maharashtra

LITL Document No.: LITL-011-MEV-282-R-4974

0 REV NO.

DATE

STATUS

INTLS

SGN

PRPD. BY

INTLS

SGN

CHKD. BY

INTLS

SGN

APPR. BY

INTLS

SGN

ISSUE AUTHORISATION

(This document is a property of LIT Ltd. This is not transferable and shall not be used for any purpose other than for which it is supplied)

CHIMNEY PHYSICAL / LOCATION DATA File Name Dynastac Ver. Project Name Client Name

LANCO FINAL1.dyn 2.1-1 MAIN STACK LANCO,KORADI

Report Date Project Code Item Code

25/11/2011 PF1261 Item1 Page :

Chimney - Phy. and Loc. data .. .

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Design Objective

New Chimney

Chimney Type

Flared

Body Design

Stepped

Top Section

Without Top Cone

Total Height, m

68.0

Nom ID, mm

2500.00

Shell ID at Top, mm

2500.0

Insulation Density, kg/m3

128.0

Bottom Diameter, mm

4000

Chimney Dimensions

-- No Internal Lining -Insulation Thickness, mm

100.0

( Insulated from 5 m to 0.3 m ) Elv. Of Base from Grnd., m

0.300

Flare Dimensions Flare Height, m

23.000

Chimney Shell Zone No. 1 2 3 4 5 6 7 8 9 10

Shell Material IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062

Density, kg/m3 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00

Corro. Allow. For time period Corr. Allow. (Int / Ext), Temp., ( Int / Ext ), mm mm C 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250 3.0 / 0.0 3.0 / 0.0 250

Modulus of Elasticity, kg/cm2 1860000 1860000 1860000 1860000 1860000 1860000 1860000 1860000 1860000 1860000

Page :

Chimney - Phy. and Loc. data .. .

11 IS 2062 12 IS 2062 Helical Strakes

8.00 3.0 / 0.0 8.00 3.0 / 0.0 Not Provided

3.0 / 0.0 3.0 / 0.0

250 250

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2

1860000 1860000

Location City NAGPUR Wind Speed, m/sec 44.00 ( IS 875 - Part 3) Zone Factor 0.10 ( Table 2 ) Seismic Zn. No. 2 ( IS 1893 ) Wind Load Factors ( IS 875 - Part 3 - Table 1) Risk coefficient (K1) 1.00 K1 is determined by the statistical consideration of probability of design wind speed being exceeded in actual storm once in 50 years. ( IS 875 - Part 3 - Clause 5.3.2 ) Terrain Category 3 Terrain with numerous closely spaced obstruction upto 10 m high such wooded areas, towns, industrial areas fully or partly developed. Terrain type for coeff. of pulsation Topography Factor (K3)

B 1.00

( IS 6533, Table 6 ) ( IS 875 - Part 3 - Clause 5.3.3 )

1.00

( CICIND Clause 7.2.8 )

Upwind slope less than 3 degrees. Aerodynamic Factor (Ki)

No Structure in aerodynamic interference range.

WIND LOADS AND BENDING MOMENTS File Name Dynastac Ver. Project Name Client Name



25/11/2011 PF1261 Item1 Page :

Wind Loads and Bending Moments .. .

Wind Loads and Earthquake Loads Zone Number 01 02 03 04 05 06 07 08 09 10 11 12

3 SMW Static, kg 1731.22 1515.21 1675.93 1461.31 1586.35 1481.70 1620.59 1462.12 1527.45 1403.44 1394.64 1468.73

HMW + Inertia, kg 1790.88 1199.11 1599.65 1170.19 1317.48 1157.08 1203.09 1012.71 976.16 767.16 620.44 575.11

3SMW + Inertia, kg 3813.070 2528.380 3406.474 2521.630 2882.623 2566.943 2721.315 2353.196 2332.441 1915.239 1646.273 1540.711

HMW GEF, kg 2071.48 1793.82 1962.45 1690.31 1806.83 1660.41 1785.55 1569.12 1586.91 1376.70 1278.38 1346.29

E.Quake Shear, kg 340.21 444.10 525.46 578.66 640.01 734.25 851.93 964.45 1112.55 1214.47 1266.12 1280.92

HMW GEF, kg-m 5826.029 22523.194 49784.849 87319.880 134690.610 191812.950 258627.058 334876.167 421893.286 517430.788 620601.635 731318.416

E.Quake Shear, kg-m 956.838 3162.710 5889.603 8994.944 12422.443 16287.547 20748.685 25857.246 31828.613 38518.780 45650.451 52973.172

Bending Moment due to Wind / Earthquake loads Section Number 01 02 03 04 05 06 07 08 09 10 11 12

3 SMW Static, kg-m 4869.066 18868.734 41843.499 73641.763 114011.586 163010.304 220734.200 287128.208 363592.647 448483.396 541418.614 642586.004

HMW + 3SMW + Inertia, kg-m Inertia, kg-m 5036.853 10724.259 18483.044 39283.846 39800.747 84535.211 68908.630 146459.370 105013.069 223582.991 148077.191 316033.517 197779.296 423357.267 253713.338 544953.081 316608.353 682722.230 384515.407 832703.459 456411.804 992924.036 531745.414 1162307.192

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Wind Loads and Bending Moments .. .

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3. 3 SMW + Inertia :

The Wind Loads are calculated as per IS 845 part-3 clause 5 at peak gust velocity averaged over 3 seconds . The Wind Loads are calculated as sum of static Wind Load at hourly mean wind speed and dynamic Wind Loads calculated as system of inertia forces as per IS 6533 part-2 clause 8.3.2 to 8.3.7 . Same as above but calculated using 3 sec. peak gust velocity .

4. GEF

:

The Wind Loads are calculated as per IS875 part-3, clause 8 .

5. Earthquake

:

The Loads are calculated as per IS 1893 clause 4.2.2 .

1. 3 sec. Peak

:

2. HMW + Inertia

:

SHELL STRESS ANALYSIS File Name Dynastac Ver. Project Name Client Name



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Shell Stress Analysis .. .

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Allowable Stresses Sec No 01 02 03 04 05 06 07 08 09 10 11 12 Sec. No. 01 02 03 04 05 06 07 08 09 10 11 12

Shell Material IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062 IS 2062

He / D 002.240 004.480 006.710 008.946 011.183 011.179 013.042 014.906 015.525 016.056 016.516 016.920

Guaranteed yield Pt. ( fy ) of steel kg / cm2 2548.000 2548.000 2548.000 2548.000 2548.000 2548.000 2548.000 2548.000 2548.000 2548.000 2548.000 2548.000

D/t 503.200 503.200 280.444 280.444 280.444 233.231 233.231 233.231 252.462 271.692 290.923 310.154

Factor A 001.000 001.000 001.000 001.000 001.000 001.000 001.000 001.000 001.000 001.000 001.000 001.000

Temp. Coeff. ( Kt ) as per IS 6533 ( part - 2 )Clause 7.8.1 000.750 000.750 000.750 000.750 000.750 000.750 000.750 000.750 000.750 000.750 000.750 000.750

Factor B 000.465 000.465 000.733 000.733 000.733 000.825 000.825 000.825 000.786 000.749 000.714 000.682

Allow. Strs, kg/cm2 444.425 444.425 700.141 700.141 700.141 788.377 788.377 788.377 750.685 715.387 682.554 652.111

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Shell Stress Analysis .. .

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Note : Allowable compressive stress have been calculated as per IS 6533 (part - 2) Clause 7.7 and C-1 ( Allowable Stress =0.5 * fy * Kt * A * B ). Increased by 33 % where quake governs. COMBINED STRESS IN CHIMNEY SHELL SECTION DUE TO DEAD IMPOSED AND WIND / EARTHQUAKE LOADS

(At each section, the highest of the B.M.s caused by Wind Loadscalculated by three methods viz. 3 sec peak gust, H.M.W. static + Dynamic Inertia and G.E.F. Method, have been considered for stress analysis.)

Sec. No. 01 02 03 04 05 06 07 08 09 10 11 12

Shear Dead + Bending Stress, Force, kg Imposed, kg kg/cm2 2071.477 10786.927 5826.029 3865.293 14062.664 22523.194 5827.740 26291.711 49784.849 7518.049 30992.479 87319.880 9324.878 43221.525 134690.610 10985.288 49917.334 191812.950 12770.839 59332.010 258627.058 14339.955 66593.307 334876.167 15926.869 76521.620 421893.286 17303.566 84807.850 517430.788 18581.945 96159.307 620601.635 19928.240 117254.002 731318.416

Compress Stress, kg/cm2 027.348 035.653 036.973 043.584 060.781 040.485 048.121 054.010 057.316 059.010 062.470 071.436

Bending Stress, kg/cm2 023.577 091.146 111.747 195.998 302.325 207.003 279.108 361.396 388.201 410.749 429.356 444.872

Total Stress, kg/cm2 050.925 126.800 148.720 239.581 363.107 247.488 327.229 415.405 445.517 469.758 491.826 516.308

Allow. Strs., kg/cm2 444.425 444.425 700.141 700.141 700.141 788.377 788.377 788.377 750.685 715.387 682.554 652.111

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NATURAL FREQUENCY File Name Dynastac Ver. Project Name Client Name



25/11/2011 PF1261 Item1 Page :

Natural Frequency & Mode Shapes .. .

Natural frequency ( IS 6533 part - 2 Clause 8.3.1 ) Zn. No. 01 02 03 04 05 06 07 08 09 10 11 12

Wt., kg 5263.99 3275.74 6693.55 4700.77 6693.55 6695.81 7831.31 7261.30 8295.86 8286.23 9522.65 20335.53

Defl., cm 69.56 60.25 51.11 42.23 33.86 26.17 19.40 13.30 8.13 4.18 1.52 0.18 Natural Frequency ( hz ) = 0.76 Period Time ( sec. ) = 1.31

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Natural Frequency & Mode Shapes .. .

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Mode Shapes and Dynamic Wind Loads - HMW

Period of Oscilations ( sec ) Parameter Zi Coeff. OF Dynamic Influence Coeff. of Space Correlation

ZnNo 01 02 03 04 05 06 07 08 09 10 11 12

Wt, kg 5263.99 3275.74 6693.55 4700.77 6693.55 6695.81 7831.31 7261.30 8295.86 8286.23 9522.65 21094.69

Coeff. 0.591 0.600 0.614 0.628 0.642 0.662 0.690 0.718 0.746 0.790 0.830 0.830

Mode1 1.31 0.05 1.89 0.64 Mode1 Yi Dyn, kg 1.000 863.186 0.856 459.813 0.716 785.492 0.581 447.905 0.457 501.432 0.346 380.163 0.252 323.159 0.169 200.759 0.100 136.711 0.050 68.397 0.018 27.845 0.002 6.893

Mode2 0.30 0.01 1.42 1.00 Mode2 Yi Dyn, kg 1.000 -357.44 0.467 -103.81 0.002 -0.685 -0.367 117.062 -0.594 270.195 -0.657 298.888 -0.616 327.676 -0.509 250.862 -0.359 202.399 -0.205 115.394 -0.080 51.979 -0.010 13.923

Mode3 0.11 0.00 1.28 1.00 Mode3 Yi Dyn, kg 1.000 175.776 -0.097 -10.655 -0.760 -169.89 -0.912 -143.14 -0.589 -131.59 -0.004 -0.926 0.506 132.263 0.807 195.774 0.814 225.593 0.578 159.941 0.261 83.121 0.035 24.527

Total, kg 950.66 471.51 803.66 484.57 584.60 483.59 478.85 376.25 332.49 208.75 101.91 29.03

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SECTION AND ZONE PROPERTIES File Name Dynastac Ver. Project Name Client Name



Section and Zone Properties .. .

25/11/2011 PF1261 Item1 Page :

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Section Properties Height Section Section from OD.(Uncorr.), Number Ground, m mm 01 62.375 2516.0 02 56.750 2516.0 03 51.125 2524.0 04 45.500 2524.0 05 39.875 2524.0 06 34.250 3032.0 07 28.625 3032.0 08 23.000 3032.0 09 17.250 3282.0 10 11.500 3532.0 11 5.750 3782.0 12 0.000 4032.0

Section Thickness (Corr.), mm 005.000 005.000 009.000 009.000 009.000 013.000 013.000 013.000 013.000 013.000 013.000 013.000

Area (Corr), cm2 394.428 394.428 711.101 711.101 711.101 1232.984 1232.984 1232.984 1335.086 1437.188 1539.290 1641.392

Z(Corr),cm3 24711.045 24711.045 44551.524 44551.524 44551.524 92661.948 92661.948 92661.948 108679.163 125972.650 144542.408 164388.439

Zone Properties Zone No. 01 02 03 04 05 06 07 08 09 10 11 12

Top Dia, mm 2516.00 2516.00 2524.00 2524.00 2524.00 2532.00 3032.00 3032.00 3032.00 3282.00 3532.00 3782.00

Bot.Dia, mm 2516.0 2516.0 2524.0 2524.0 2524.0 3032.0 3032.0 3032.0 3282.0 3532.0 3782.0 4032.0

Mean Dia, mm 2516.00 2516.00 2524.00 2524.00 2524.00 2782.00 3032.00 3032.00 3157.00 3407.00 3657.00 3907.00

Proj.Dia, Effect.Dia, Effect SH. I Av (Corr), mm mm Fact, Cd cm4 517.300 3033.30 0.785 3108656.7 300.000 2816.00 0.753 3108656.7 517.300 3041.30 0.785 5622415.5 300.000 2824.00 0.753 5622415.5 517.300 3041.30 0.785 5622415.5 300.000 3082.00 0.749 10838837. 408.600 3440.60 0.759 14047584. 300.000 3332.00 0.745 14047584. 406.280 3563.28 0.757 15865701. 300.000 3707.00 0.740 19959338. 406.280 4063.28 0.750 24702726. 300.000 4370.48 0.734 30143726.

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Section and Zone Properties .. .

Shape Fact.(Cyl). 0.700

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Ladd/Plat 1.200

Zonewise Details of Weight, kg Zone No. 01 02 03 04 05 06 07 08 09 10 11 12

Shell Weight 2836.49 2836.49 4261.52 4261.52 4261.52 6256.56 6822.05 6822.05 7262.68 7840.73 8418.78 8996.84 70877.2

Shell Corr.Wt 1772.80 1772.80 3196.14 3196.14 3196.14 5083.45 5542.91 5542.91 5900.92 6370.59 6840.26 7309.93 55725.0

Ladder Weight 281.25 281.25 281.25 281.25 281.25 281.25 281.25 281.25 287.50 287.50 287.50 272.50 3385.00

Platform Weight 1988.26 0.00 1992.78 0.00 1992.78 0.00 570.01 0.00 587.68 0.00 658.37 0.00 7789.880

Strake Weight 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000

Lining Weight 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000

Insulation Other Total Weight Weight Uncorr. 0.00 158.00 5263.99 0.00 158.00 3275.74 0.00 158.00 6693.55 0.00 158.00 4700.77 0.00 158.00 6693.55 0.00 158.00 6695.81 0.00 158.00 7831.31 0.00 158.00 7261.30 0.00 158.00 8295.86 0.00 158.00 8286.23 0.00 158.00 9522.65 759.17 11066.19 21094.69 759.167 12804.00 95615.257

WEIGHT ESTIMATION FOR QUOTATION File Name Dynastac Ver. Project Name Client Name



25/11/2011 PF1261 Item1 Page :

Weight Estimation for Qtn. .. .

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Structural design for self supporting steel Chimney as per I.S. 6533 ( part - 2 ) Location

NAGPUR

Shell Nomi. ID, mm

2500.00

Chimney Height, m

68.0

Shell top ID, mm

2500.00

Flare height, m

23.000

Flare bottom ID, mm

4000

Cylindrical Height, m

45.000

Seismic Coefficient

0.11

Zone No. 1 2 3 4 5 6

Corr. allow., mm 03.0 03.0 03.0 03.0 03.0 03.0

Design temp, C 250 250 250 250 250 250

Wind speed factors Design Life, yrs 50 Terrain category 3 K1 1.00 Total weight of a Chimney Item

Zone No. 7 8 9 10 11 12

Corr. allow., mm 03.0 03.0 03.0 03.0 03.0 03.0

Upwind slope factor K3 Aerodynamic factor Ki Basic wind vel., m/sec Foundation bolts Weight ( kg )

Chimney Shell Ladder Base plate Compression plate Gussets Foundation Bolts Platforms Flanges Strakes Misc.+ Contingency Net Steel Weight

70877.210 3385.000 1729.14 1582.17 4139.405 3457.475 7789.880 0.000 0.000 6637.81 99598.09

Lining Insulation Total Chimney Weight

0.000 759.167 100357.26

Base Plate OD., mm No. of Bolts

Design temp, C 250 250 250 250 250 250

1.00 1.00 44.00

4700.0 45

Bolt circle dia., mm

4366.0

Bolt size

M 64

Bolt Length, mm Square Plate, mm x mm Thickness, mm

Results verified by

2300.00 210.00 X 210.00 50.0

DESIGN INPUTS File Name Dynastac Ver. Project Name Client Name



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Design Inputs .. .

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Corrosion Allowances (mm)

Base Plate

3.0

Compression plate

3.0

Gussets

3.0

Foundation Bolt

3.0

Allowable Stress (kg/cm2)

Base Plate

1682.00

Concrete

43.00

Foundation Bolt ( t )

1223.00

Bond

6.00

Foundation Bolt ( s )

815.00

E-Steel / E-Conc.

12.00

( Shell 90.00 % of Allowable ) ( Max Share of Bolt force taken by sq. Plate Welded to f.bolt is 50.00 ) Flange Design

--NIL--

Shell Stress Analysis

Consider highest of the BM induced by 3 sec static HMW static + dynamic and GEF Load.

Top Plate

Designed for actual force in f.bolt.

Chair Height

No credit taken for shell-gusset weld joint

Factor Of Safety

Base

1.50

Restoring moment Lining/Insul. 0.0 % weight provides restoring moment Damping

2

Page :

Design Inputs .. . K ( BS4076 )

3.50

Earthquake

5.00

Gust Load

0.02

2

Earthquake Design spectrum ( Average )

beta

1.50

Importance, I

1.00

Factor Gamma

0.85

6

Imp. Load, kg/m2

500.00

1.1

Ladder per m.

0.3

0.7

Ladder / Platform

1.2

ladder, kg/m

50

Contingency

4742.00

Platforms

No. of Platforms

Projected Area, m2 ( 900 wide plat )

Platform Shape Factor

Cylinder Attachment Weights

Platform No. ------------1 2 3 4 5 6

Wt., kg/m2 ------------180 180 180 180 180 180

Mode Shapes

cut-off mode

3

Weight

Misc. Material, kg

1895.81

Inputs Checked by

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SHELL MANUFACTURING DATA File Name Dynastac Ver. Project Name Client Name



25/11/2011 PF1261 Item1 Page :

Shell Manufacturing Data .. .

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Flared Chimney Flare Height, m

23

Lining

Cylindrical Height, m

45

Fully Lined

Shell Material for . Top 2 Zones . Remaining Zones

Helical Strakes

Insulation IS 2062 IS 2062

Not Provided

Ladder top elevation, m

68

Ladder weight, kg/m

50

2000 kg/m3, 0 mm thk.

128 kg/m3, 100 mm thk.

Insulation from elevation 5 m To 0.3 m ` Ladder bottom elevation, m

0.3

Chimey - Vital Statistics ( Zonewise ) Zn. No. 01 02 03 04 05 06 07 08 09 10 11 12

Len., m 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.8 5.8 5.8 5.8

Thk., mm 8.0 8.0 12.0 12.0 12.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0

Stiffening Ring Not Reqd. Not Reqd. Not Reqd. Not Reqd. Not Reqd. Not Reqd. Not Reqd. Not Reqd. Not Reqd. Not Reqd. Not Reqd. Not Reqd.

Top OD, mm 2516.0 2516.0 2524.0 2524.0 2524.0 2532.0 3032.0 3032.0 3032.0 3282.0 3532.0 3782.0

Bottom Shell Lining Insulation Ladder OD, mm Weight, kg Weight, kg Weight, kg Weight, Kg 2516.0 2836.49 0.00 0.00 281.25 2516.0 2836.49 0.00 0.00 281.25 2524.0 4261.52 0.00 0.00 281.25 2524.0 4261.52 0.00 0.00 281.25 2524.0 4261.52 0.00 0.00 281.25 3032.0 6256.56 0.00 0.00 281.25 3032.0 6822.05 0.00 0.00 281.25 3032.0 6822.05 0.00 0.00 281.25 3282.0 7262.68 0.00 0.00 287.50 3532.0 7840.73 0.00 0.00 287.50 3782.0 8418.78 0.00 0.00 287.50 4032.0 8996.84 0.00 759.17 272.50

Page :

Shell Manufacturing Data .. . 68.0

70877.21

0.00

2

759.17

Of

3385.00

Note : (In above Table ) Cylindrical Portion from Zone No. 1 to 8 Conical Portion from Zone No. 9 to 12

Platforms Plat.No. 01 02 03 04 05 06

Elv.Base, m 66.500 55.000 43.000 31.000 18.000 9.000

Width, mm 1000.00 1000.00 1000.00 1000.00 1000.00 1000.00

Sweep Deg. 360 360 360 90 90 90

Weight, kg/m2 180.00 180.00 180.00 180.00 180.00 180.00

2

Plat. Wt., kg 1988.26 1992.78 1992.78 570.01 587.68 658.37

BREECH OPENING File Name Dynastac Ver. Project Name Client Name



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Breech Opening .. .

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Breech Opening Compensation Elev. of Bot. of Opening, m

3.00

Shell ID at Bot. of Opening, mm

3875.6

No. of Open. Opp. each other

1

Shell OD at Bot. of Open., mm

3901.6

Zone No. having Opening

12.00

Sine(1/2) subt'nd ang. by Open.

0.3612

Width Of Opening, mm

1400.00

1/2 subt'nd angle by Open., deg

21.18

Length of opening, mm

2200.000

Dist. bet. Compen. Angles, mm

1460.00

Section MI removed, cm4

3531451.60

Inside Compensation

Outside Compensation

Depth of Compn. Angles (In), mm

666.70

Width of Compn. Angles (In), mm

832.40

Corrosion Allowance (In), mm

3.00

Thick. of Compn. Angles (In), mm

12.0

Corroded MI Added (In), cm4

4531139.17

Weight of Compn. Angles, kg

1036.18

- -- NIL -- -

1

CHIMNEY BASE AND FOUNDATION DATA File Name Dynastac Ver. Project Name Client Name



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Base and Foundation .. .

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Chimney Base and Foundation Base Plate ID/OD, mm

3900.0 / 4700.0 Gap bet. Top - Bot. Plate, mm

1320.000

Base Plate width, mm

400.00

Gusset pitch across bolt b, mm

304.81

No.of Gusset per Bolt

1

Gusset Plate Thickness, mm

25.000

Base Plate Thickness, mm

40.0

Top Plate Thickness, mm

40.00

Foundation Bolts Number of bolts

45

Bolt circle Diameter, mm

4366.0

Induced force in each bolt, kg

16412.27

Selected Foundation bolt

M 64 X 2300.00

Min.Bolt Root Dia + Corr., mm

45.7 + 3.0

Thickness of Plate, mm

50.0

Bond Strength, kg/cm2

6.0

Min. Bolt len. inside concr., mm

758.930

Pl. size welded to F bolt

210.00 X 210.00

Indu./Allow. shear stress, kg/cm2 17.78 / 815.00 ft / ft allow + fs / fallow Indu./Allow. tens. stress, kg/cm2

Max. share of bolt load by plate 0.62 ( IS 800, Clause 8.9.4.5 ) 735.02 / 1223.00

50.00

100357.26 731318.42

19928.24

Load Data at Mounting Dead Weight of Chimney, kg Bending moment at base, kg-m

Shear force at base, kg

Note : The above values for weights are actual maximum values. Apply suitable safety factor.

BASE STRESS ANALYSIS File Name Dynastac Ver. Project Name Client Name



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Base Stress Analysis .. .

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Base Plate Corrosion allowance, mm

3.0

Allowable stress in bolt, kg/cm2

1223.00

Uncorr. thk. of base plate, mm

40.0

Ratio E steel / E concrete

12.00

Width of base plate, mm

400.00

Induced stress in conc., kg/cm2

24.59

Indu. stress in bolt, kg/cm2

735.02

Max. stress in concrete, kg/cm2

28.53

Allow. stress in conc. fall, kg/cm2 43.00 k 0.287

Cc 1.473

Factors Ct 2.471

z 0.441

j 0.780

Dist. Between gussets, mm

304.81 / 304.81 Indu. stress in base plate, kg/cm2 1673.02

Dist. from skirt to base OD, mm

334.0

Ratio l / b

1.096 / 1.10

Max. BM in base plate, kgcm/cm

3817.28

Allowable stress, kg/cm2

1682.00

Compression plate Corrosion allowance, mm

3.0

Factor gamma1 / gamma2

0.429 / 0.12

Design load, kg

16412.27

Half dist. across flat of Bolt, mm

55.43

Corr. thk. of Comp. Plate , mm

33.6

Skirt OD to PCD, mm

195.87

Gusset spacing, mm

304.81

Max. mmt. in cmpr. pl, kgcm/cm

3155.73

Dist. from skirt to plate OD, mm

362.9

Ind. stress in cmpr. plate, kg/cm2 1383.08

Allowable stress, kg/cm2

1682.00

Ratio b / l

1.13 ( Reversed )

3.0

Min. ht. of Gusset, mm

1311.75

Gusset corrosion allowance, mm

Page :

Base Stress Analysis .. . Corroded thk. of gussets, mm

22.00

Design load, kg

16412.27

Radius of gyration ( ry ), mm

6.351

Ratio h / ry

207.846

Ind. stress in gussets, kg/cm2

223.36

Allow. stress in gussets, kg/cm2

264.88

Actual ht. of Gusset, mm

( IS 800, Table 5.1 )

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1320.000

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STATIC DEFLECTION & DYNAMIC WIND LOAD File Name Dynastac Ver. Project Name Client Name



25/11/2011 PF1261 Item1

Static Deflection & Dynamic Wind Load .. .

Static Deflection and Wind Loads . K1 K3 Ki 1.00 1.00 1.00 Chim.Spacing, m 125.000 Zone No. 01 02 03 04 05 06 07 08 09 10 11 12

Zone Length, m 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.8 5.8 5.8 5.8 68.0

Page :

Design Wind Speed, m/sec 45.97 45.57 45.18 44.70 43.95 43.21 42.47 41.38 40.13 38.14 36.08 36.08

2

Mod. of Elast., kg/cm2 (for Zn. no.1, 2, ... ) 1860000, 1860000, 1860000

Theo. Wind Pressure, kg/m2 129.2053 126.9889 124.7917 122.1460 118.1216 114.1645 110.2749 104.7143 98.4781 88.9239 79.5900 79.5900

Design Wind Pressure, kg/m2 129.21 126.99 124.79 122.15 118.12 114.16 110.27 104.71 98.48 88.92 79.59 79.59

. Actual Deflection = 21.25 cm Allowable Deflection = 34 cm as per IS 6533 (part -2) Clause 7.4 . N O T E S :

1. Design wind speed is calculated as per IS 875 ( part - 3 ) Clause 5.3 2. Static Wind Load is calculated as per IS 6533 ( part - 2 ) Clause 8.2 3. Deflection is calculated by Moment - Area method. 4. Shape factor. Cylinder = 0.7 Ladder / Platform = 1.2 Static + Dynamic Wind Loads

Of

Ks 1.00

Interference Dia., mm 800.0 Factor K2 1.04 1.04 1.03 1.02 1.00 0.98 0.97 0.94 0.91 0.87 0.82 0.82

1

Static Wind Load, kg 1731.22 1515.21 1675.93 1461.31 1586.35 1481.70 1620.59 1462.12 1527.45 1403.44 1394.64 1468.73

Deflection, cm 0.01 0.10 0.23 0.61 1.27 1.19 1.51 2.30 3.03 3.37 3.68 3.95

Static Deflection & Dynamic Wind Load .. .

Page :

2

Of

. Zn. No. 01 02 03 04 05 06 07 08 09 10 11 12

Zn. Len. 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.8 5.8 5.8 5.8

Static 1731.22 1515.21 1675.93 1461.31 1586.35 1481.70 1620.59 1462.12 1527.45 1403.44 1394.64 1468.73

3 SEC. PEAK (kg) Dynamic Total 2081.85 3813.070 1013.17 2528.380 1730.54 3406.474 1060.32 2521.630 1296.27 2882.623 1085.25 2566.943 1100.73 2721.315 891.08 2353.196 804.99 2332.441 511.80 1915.239 251.64 1646.273 71.98 1540.711

HOURLY MEAN (kg) Static Dynamic Total 840.22 950.66 1790.88 727.60 471.51 1199.11 796.00 803.66 1599.65 685.61 484.57 1170.19 732.88 584.60 1317.48 673.49 483.59 1157.08 724.25 478.85 1203.09 636.46 376.25 1012.71 643.68 332.49 976.16 558.41 208.75 767.16 518.53 101.91 620.44 546.08 29.03 575.11

2

GUST WIND LOAD File Name Dynastac Ver. Project Name Client Name



25/11/2011 PF1261 Item1

Gust Wind Load .. .

Page :

1

Of

Gust Wind Load Zone Zone No. Leng. 5.6 01 02 5.6 03 5.6 04 5.6 05 5.6 06 5.6 07 5.6 08 5.6 09 5.8 10 5.8 11 5.8 12 5.8

Factor K2 0.73 0.72 0.71 0.70 0.68 0.66 0.65 0.62 0.59 0.55 0.50 0.50

Design Wind Speed, m/sec 32.03 31.58 31.14 30.62 29.87 29.13 28.39 27.30 26.05 24.06 22.00 22.00

Theo. Wind Pressure, kg/m2 62.7115 60.9790 59.2707 57.3121 54.5660 51.8874 49.2761 45.5829 41.5009 35.3841 29.5918 29.5918

Design Wind Pressure, kg/m2 62.71 60.98 59.27 57.31 54.57 51.89 49.28 45.58 41.50 35.38 29.59 29.59

Static Wind Load, kg 840.22 727.60 796.00 685.61 732.88 673.49 724.25 636.46 643.68 558.41 518.53 546.08

Total Zone Length = 68.0 m Deflection due to Gust load = 24.66 cm Note : Design wind speed and Gust loads are calculated as per IS 875 ( part - 3 ) Clause 8.3

Gust Wind Load, kg 2071.48 1793.82 1962.45 1690.31 1806.83 1660.41 1785.55 1569.12 1586.91 1376.70 1278.38 1346.29

2

Gust Wind Load .. .

Page :

Gust Factor Factor Peak factor * roughness factor Measure of turbulance length scale Longitudinal correlation constant Lateral correlation constant Average breadth normal to wind Cy * b / Cz * h Background factor gfr * B ^ 0.5 / 4 Wind velocity at top m/ sec Natural freqency Hz Reduced frequency Cz * fo * h / Vh Size reduction factor Gust energy factor Damping as fraction of critical Measure of resonant wind load Gust factor

gfr L(h) Cz Cy Cz * h / L ( h ) b Lambda B phy Vh fo Fo S fo * L ( h ) / Vh E beta SE / beta G

Reference IS 875 ( Part III ) 1.42 1275.61 12.00 10.00 0.64 2969.00 0.04 0.72 0.00 32.25 0.76 19.34 0.13 30.10 0.05 0.02 0.34 2.47

Fig. 8 Fig. 8 Clause 8.3 Clause 8.3

Fig. 9 Clause 8.3

Clause 8.3 Fig. 10 Fig. 11 Table 34 Clause 8.3 Clause 8.3

2

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2

DYNAMIC ANALYSIS File Name Dynastac Ver. Project Name Client Name



25/11/2011 PF1261 Item1 Page :

Dynamic Analysis .. .

1

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2

Along the wind Nat. freq /Time Period

0.7610 hz / 1.31 sec

Nat. freq /Time Period(Lined)

0.7610 hz / 1.31 sec

( Calculated as per IS 6533 (Part 2 ) Clause 8.3.1 ) As t>0.25 sec, dynamic analysis is required. The same has been taken into account as per IS 6533 (part 2) clause 8.3.2 to 8.3.7 . Across the wind Helical strakes

Not Provided

IS 6533 Part 2 Clause A3

Critical Strouhal Velo., m/sec

9.57

Design Wind Vel.(HMW) at top, m/sec

32.25

Dangerous Range of Vcr, m/sec 10.64 m/sec To 25.80 m/sec 16.13 m/sec To 25.80 m/sec ( Lined ) Across the wind oscillations of high amplitude are not likely, hence helical strakes are not required. BS 4076 Clause B 3.3

K 3.50

Top OD, m 2.5

Top 1 / 3,kg / m 888.19

Delta, cm 19.95

Factor C 1.27

Safe C 1.30

API 560

Top 1 / 3 Vcr1 OD m / sec 2.52 9.59 Earthquake load

Vcr2 m / sec 57.53

Performance Fact. K (IS 1893 Table 5 )

No Strakes m / sec < 6.7 > 26.8

1.00

Strakes m / sec 6.7 - 13.4

Unacceptable m / sec 13.4 - 26.8

Page :

Dynamic Analysis .. . Factor Gamma (IS 1893 4.2.2.2 )

0.85

Seismic Zone Factor, F0

0.10

( IS 1893 Table 2 )

Importance Factor, I

1.50

( IS 1893 Table 4 )

Damping % Critical

5.00

Soil Foundation Sys Coeff., Beta

1.50

. Time Period ( sec ) Sa / g Particip. factor Cr Design Seis. Coeff ah

Mode1 1.31 0.08 1.63 0.02

Mode2 0.30 0.20 -0.96 0.05

2

( IS 1893 Table 3 ) Mode3 0.11 0.20 0.52 0.05

( IS 1893 fig 2 )

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2

Stack Design Calculation

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