Stack Design Calculation

8/9/2019 Stack Design Calculation

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

Owner:

MAHARASHTRA STATE POWER GENERATIONCO. LIMITED

OwnersConsultant: DEVELOPMENT CONSULTANT PVT. LTD

MUMBAI

EPCContractor: LANCO INFRATECH LTD. (EPC DIVISION)

PLOT NO. 404/405, UDYOG VIHAR PHASE-IIIGURGAON, HARYANA, INDIA

Vendor

THERMAX LIMITED, PUNE

Document Title: STACK DESIGN CALCULATION

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

Vendor Doc. No.


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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 &10Maharashtra State Power Generation Co. Limited.

Koradi, Nagpur , Maharashtra

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

0

REV

NO. DATE STATUS INTLS SGN INTLS SGN INTLS SGN INTLS SGN

PRPD. BY CHKD. BY APPR. BYISSUE

AUTHORISATION

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


3/27

CHIMNEY PHYSICAL / LOCATION DATA

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name

Item CodeLANCO,KORADI

MAIN STACK

Item1

Project Code PF1261

Total Height, m

Shell ID at Top, mm

68.0 2500.00

Elv. Of Base from Grnd., m

Shell

Material

2500.0

IS 2062IS 2062IS 2062IS 2062IS 2062

IS 2062IS 2062IS 2062IS 2062IS 2062

For time periodCorr. Allow.

( Int / Ext ), mm

3.0 / 0.03.0 / 0.03.0 / 0.03.0 / 0.03.0 / 0.0

3.0 / 0.03.0 / 0.03.0 / 0.03.0 / 0.03.0 / 0.0

Flare Height, m

Density,kg/m3

23.000

8.008.008.008.008.00

8.008.008.008.008.00

Nom ID, mm

0.300

Bottom Diameter, mm

Corro. Allow.(Int / Ext),

mm

4000

3.0 / 0.03.0 / 0.03.0 / 0.03.0 / 0.03.0 / 0.0

3.0 / 0.03.0 / 0.03.0 / 0.03.0 / 0.03.0 / 0.0

Temp.,

C

250250250250250

250250250250250

Insulation Thickness, mm 100.0 Insulation Density, kg/m3 128.0

-- No Internal Lining --

( Insulated from 5 m to 0.3 m )

ZoneNo.

12345

678910

Design ObjectiveBody Design

New ChimneyStepped

FlaredWithout Top Cone

Chimney TypeTop Section

Modulus ofElasticity,kg/cm2

18600001860000186000018600001860000

18600001860000186000018600001860000

1Page : Of 2Chimney - Phy. and Loc. data .. .

Chimney Dimensions

Flare Dimensions

Chimney Shell


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Seismic Zn. No.

Terrain Category

IS 2062IS 2062

2 ( IS 1893 )

3

3.0 / 0.03.0 / 0.0

8.008.00

City NAGPUR

Risk coefficient (K1)

Topography Factor (K3)

3.0 / 0.03.0 / 0.0

1.00

1.00

Wind Speed, m/sec 44.00 ( IS 875 - Part 3)

250250

Not Provided

Zone Factor 0.10 ( Table 2 )

B

Aerodynamic Factor (Ki) 1.00

Terrain type for coeff. of pulsation

( CICIND Clause 7.2.8 )

( IS 875 - Part 3 - Clause 5.3.2 )

( IS 875 - Part 3 - Clause 5.3.3 )

( IS 875 - Part 3 - Table 1)

1112

( IS 6533, Table 6 )

18600001860000

2Page : Of 2Chimney - Phy. and Loc. data .. .

Helical Strakes

Location

Wind Load Factors

K1 is determined by the statistical consideration of probability of design wind speed being exceeded inactual storm once in 50 years.

Terrain with numerous closely spaced obstruction upto 10 m high such wooded areas, towns, industrialareas fully or partly developed.

Upwind slope less than 3 degrees.

No Structure in aerodynamic interference range.


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WIND LOADS AND BENDING MOMENTS

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 2Wind Loads and Bending Moments .. .

Wind Loads and Earthquake Loads

HMW +Inertia, kg

3SMW +Inertia, kg

ZoneNumber

3 SMWStatic, kg

HMW GEF,kg

E.QuakeShear, kg

1790.88 3813.07001 1731.22 2071.48 340.211199.11 2528.38002 1515.21 1793.82 444.101599.65 3406.47403 1675.93 1962.45 525.461170.19 2521.63004 1461.31 1690.31 578.661317.48 2882.62305 1586.35 1806.83 640.011157.08 2566.94306 1481.70 1660.41 734.251203.09 2721.31507 1620.59 1785.55 851.931012.71 2353.19608 1462.12 1569.12 964.45976.16 2332.44109 1527.45 1586.91 1112.55767.16 1915.23910 1403.44 1376.70 1214.47620.44 1646.27311 1394.64 1278.38 1266.12575.11 1540.71112 1468.73 1346.29 1280.92

Bending Moment due to Wind / Earthquake loads

HMW +Inertia, kg-m

3SMW +Inertia, kg-m

SectionNumber

3 SMWStatic, kg-m

HMW GEF,kg-m

E.QuakeShear, kg-m

5036.853 10724.25901 4869.066 5826.029 956.83818483.044 39283.84602 18868.734 22523.194 3162.71039800.747 84535.21103 41843.499 49784.849 5889.60368908.630 146459.37004 73641.763 87319.880 8994.944

105013.069 223582.99105 114011.586 134690.610 12422.443148077.191 316033.51706 163010.304 191812.950 16287.547197779.296 423357.26707 220734.200 258627.058 20748.685253713.338 544953.08108 287128.208 334876.167 25857.246316608.353 682722.23009 363592.647 421893.286 31828.613

384515.407 832703.45910 448483.396 517430.788 38518.780456411.804 992924.03611 541418.614 620601.635 45650.451531745.414 1162307.19212 642586.004 731318.416 52973.172


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2Page : Of 2Wind Loads and Bending Moments .. .

The Wind Loads are calculated as per IS 845 part-3 clause 5 at peak gustvelocity averaged over 3 seconds .

The Wind Loads are calculated as sum of static Wind Load at hourly mean windspeed and dynamic Wind Loads calculated as system of inertia forces as per IS6533 part-2 clause 8.3.2 to 8.3.7 .Same as above but calculated using 3 sec. peak gust velocity .

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

The Loads are calculated as per IS 1893 clause 4.2.2 .

1. 3 sec. Peak

2. HMW + Inertia

3. 3 SMW + Inertia

4. GEF

5. Earthquake

:

:

:

:

:


7/27

SHELL STRESS ANALYSIS

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 2Shell Stress Analysis .. .

Allowable Stresses

Guaranteed yield Pt. ( fy ) ofsteel kg / cm2

Temp. Coeff. ( Kt ) as per IS6533 ( part - 2 )Clause 7.8.1

SecNo

ShellMaterial

2548.000 000.75001 IS 20622548.000 000.75002 IS 20622548.000 000.75003 IS 20622548.000 000.75004 IS 20622548.000 000.75005 IS 20622548.000 000.75006 IS 20622548.000 000.75007 IS 20622548.000 000.75008 IS 20622548.000 000.75009 IS 20622548.000 000.75010 IS 20622548.000 000.75011 IS 20622548.000 000.75012 IS 2062

Sec.No.

He / D

D / t

Factor A

Factor B

Allow. Strs,kg/cm2

01 002.240 503.200 001.000 000.465 444.42502 004.480 503.200 001.000 000.465 444.42503 006.710 280.444 001.000 000.733 700.14104 008.946 280.444 001.000 000.733 700.14105 011.183 280.444 001.000 000.733 700.14106 011.179 233.231 001.000 000.825 788.37707 013.042 233.231 001.000 000.825 788.37708 014.906 233.231 001.000 000.825 788.37709 015.525 252.462 001.000 000.786 750.68510 016.056 271.692 001.000 000.749 715.387

11 016.516 290.923 001.000 000.714 682.55412 016.920 310.154 001.000 000.682 652.111


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2Page : Of 2Shell Stress Analysis .. .

Note : Allowable compressive stress have been calculated as per IS 6533 (part - 2) Clause 7.7and 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 forstress analysis.)

Sec.No.

Shear

Force, kg

Dead +

Imposed, kg

Bending Stress,

kg/cm2

CompressStress,kg/cm2

BendingStress,kg/cm2

TotalStress,kg/cm2

Allow.Strs.,

kg/cm201 2071.477 10786.927 5826.029 027.348 023.577 050.925 444.425

02 3865.293 14062.664 22523.194 035.653 091.146 126.800 444.42503 5827.740 26291.711 49784.849 036.973 111.747 148.720 700.14104 7518.049 30992.479 87319.880 043.584 195.998 239.581 700.14105 9324.878 43221.525 134690.610 060.781 302.325 363.107 700.14106 10985.288 49917.334 191812.950 040.485 207.003 247.488 788.37707 12770.839 59332.010 258627.058 048.121 279.108 327.229 788.37708 14339.955 66593.307 334876.167 054.010 361.396 415.405 788.37709 15926.869 76521.620 421893.286 057.316 388.201 445.517 750.68510 17303.566 84807.850 517430.788 059.010 410.749 469.758 715.38711 18581.945 96159.307 620601.635 062.470 429.356 491.826 682.55412 19928.240 117254.002 731318.416 071.436 444.872 516.308 652.111


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NATURAL FREQUENCY

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 2Natural Frequency & Mode Shapes .. .

Natural frequency ( IS 6533 part - 2 Clause 8.3.1 )

Zn. No. Wt., kg Defl., cm01 5263.99 69.5602 3275.74 60.2503 6693.55 51.11

04 4700.77 42.2305 6693.55 33.8606 6695.81 26.1707 7831.31 19.4008 7261.30 13.3009 8295.86 8.1310 8286.23 4.1811 9522.65 1.5212 20335.53 0.18

Natural Frequency ( hz ) = 0.76

Period Time ( sec. ) = 1.31


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2Page : Of 2Natural Frequency & Mode Shapes .. .

Mode Shapes and Dynamic Wind Loads - HMW

Mode1 Mode2 Mode31.31 0.30 0.11Period of Oscilations ( sec )0.05 0.01 0.00Parameter Zi1.89 1.42 1.28Coeff. OF Dynamic Influence0.64 1.00 1.00Coeff. of Space Correlation

Mode1 Mode2 Mode3ZnNo Wt, kg Coeff. Total, kgYi Dyn, kg Yi Dyn, kg Yi Dyn, kg

01 5263.99 0.591 950.661.000 863.186 1.000 -357.44 1.000 175.77602 3275.74 0.600 471.510.856 459.813 0.467 -103.81 -0.097 -10.655

03 6693.55 0.614 803.660.716 785.492 0.002 -0.685 -0.760 -169.8904 4700.77 0.628 484.570.581 447.905 -0.367 117.062 -0.912 -143.1405 6693.55 0.642 584.600.457 501.432 -0.594 270.195 -0.589 -131.5906 6695.81 0.662 483.590.346 380.163 -0.657 298.888 -0.004 -0.92607 7831.31 0.690 478.850.252 323.159 -0.616 327.676 0.506 132.26308 7261.30 0.718 376.250.169 200.759 -0.509 250.862 0.807 195.77409 8295.86 0.746 332.490.100 136.711 -0.359 202.399 0.814 225.59310 8286.23 0.790 208.750.050 68.397 -0.205 115.394 0.578 159.94111 9522.65 0.830 101.910.018 27.845 -0.080 51.979 0.261 83.12112 21094.69 0.830 29.030.002 6.893 -0.010 13.923 0.035 24.527


11/27

SECTION AND ZONE PROPERTIES

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 2Section and Zone Properties .. .

Section Properties

SectionNumber

Heightfrom

Ground, m

SectionOD.(Uncorr.),

mm

SectionThickness (Corr.),

mm

Area (Corr), cm2

Z(Corr),cm301 62.375 2516.0 005.000 394.428 24711.04502 56.750 2516.0 005.000 394.428 24711.04503 51.125 2524.0 009.000 711.101 44551.52404 45.500 2524.0 009.000 711.101 44551.52405 39.875 2524.0 009.000 711.101 44551.52406 34.250 3032.0 013.000 1232.984 92661.94807 28.625 3032.0 013.000 1232.984 92661.94808 23.000 3032.0 013.000 1232.984 92661.94809 17.250 3282.0 013.000 1335.086 108679.16310 11.500 3532.0 013.000 1437.188 125972.65011 5.750 3782.0 013.000 1539.290 144542.40812 0.000 4032.0 013.000 1641.392 164388.439

Zone Properties

ZoneNo.

Top Dia,mm

Bot.Dia,mm

Mean Dia,mm

Proj.Dia,mm

Effect.Dia,mm

Effect SH.Fact, Cd

I Av (Corr),cm4

01 2516.00 2516.0 2516.00 517.300 3033.30 0.785 3108656.702 2516.00 2516.0 2516.00 300.000 2816.00 0.753 3108656.703 2524.00 2524.0 2524.00 517.300 3041.30 0.785 5622415.504 2524.00 2524.0 2524.00 300.000 2824.00 0.753 5622415.505 2524.00 2524.0 2524.00 517.300 3041.30 0.785 5622415.506 2532.00 3032.0 2782.00 300.000 3082.00 0.749 10838837.07 3032.00 3032.0 3032.00 408.600 3440.60 0.759 14047584.08 3032.00 3032.0 3032.00 300.000 3332.00 0.745 14047584.

09 3032.00 3282.0 3157.00 406.280 3563.28 0.757 15865701.10 3282.00 3532.0 3407.00 300.000 3707.00 0.740 19959338.11 3532.00 3782.0 3657.00 406.280 4063.28 0.750 24702726.12 3782.00 4032.0 3907.00 300.000 4370.48 0.734 30143726.


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2Page : Of 2Section and Zone Properties .. .

Shape Fact.(Cyl). Ladd/Plat0.700 1.200

Zonewise Details of Weight, kg

ZoneNo.

ShellWeight

ShellCorr.Wt

LadderWeight

PlatformWeight

StrakeWeight

LiningWeight

InsulationWeight

OtherWeight

TotalUncorr.

01 2836.49 1772.80 281.25 1988.26 0.00 0.00 0.00 158.00 5263.9902 2836.49 1772.80 281.25 0.00 0.00 0.00 0.00 158.00 3275.7403 4261.52 3196.14 281.25 1992.78 0.00 0.00 0.00 158.00 6693.5504 4261.52 3196.14 281.25 0.00 0.00 0.00 0.00 158.00 4700.7705 4261.52 3196.14 281.25 1992.78 0.00 0.00 0.00 158.00 6693.5506 6256.56 5083.45 281.25 0.00 0.00 0.00 0.00 158.00 6695.8107 6822.05 5542.91 281.25 570.01 0.00 0.00 0.00 158.00 7831.3108 6822.05 5542.91 281.25 0.00 0.00 0.00 0.00 158.00 7261.3009 7262.68 5900.92 287.50 587.68 0.00 0.00 0.00 158.00 8295.8610 7840.73 6370.59 287.50 0.00 0.00 0.00 0.00 158.00 8286.2311 8418.78 6840.26 287.50 658.37 0.00 0.00 0.00 158.00 9522.6512 8996.84 7309.93 272.50 0.00 0.00 0.00 759.17 11066.19 21094.69

70877.2 55725.0 3385.00 7789.880 0.000 0.000 759.167 12804.00 95615.257


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WEIGHT ESTIMATION FOR QUOTATION

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 1Weight Estimation for Qtn. .. .

Location

Cylindrical Height, m

NAGPUR

45.000

Chimney Height, m

Design temp, C

68.0

250250250250250250

Flare height, m 23.000

Shell top ID, mm 2500.00

Shell Nomi. ID, mm 2500.00

Flare bottom ID, mm 4000

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

Corr. allow., mm

Seismic Coefficient

03.003.003.003.003.003.0

0.11

Design Life, yrs 50 Upwind slope factor K3 1.00Terrain category 3 Aerodynamic factor Ki 1.00

Wind speed factors

K1 1.00

Ladder 3385.000

Compression plate 1582.17

Chimney Shell

Base plate

70877.210

1729.14

Gussets 4139.405

No. of Bolts 45

Base Plate OD., mm 4700.0

Bolt circle dia., mm 4366.0

Total weight of a Chimney

Bolt size

Bolt Length, mm

M 64

2300.00

Item

Foundation bolts

Weight ( kg )

Platforms 7789.880

Strakes 0.000

Foundation Bolts

Flanges

3457.475

0.000

Misc.+ Contingency 6637.81

Square Plate, mm x mm

Thickness, mm

210.00 X 210.00

50.0

Net Steel Weight 99598.09

Lining 0.000

Insulation 759.167

Total Chimney Weight 100357.26

Zone No.123456

Design temp, C250250250250250250

Corr. allow., mm03.003.003.003.003.003.0

Zone No.789101112

Basic wind vel., m/sec 44.00

Results verified by


14/27

DESIGN INPUTS

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

Base Plate

Gussets

3.0

3.0

Compression plate

Foundation Bolt

3.0

3.0

Base Plate

Foundation Bolt ( s )

1682.00

815.00

Concrete 43.00

Foundation Bolt ( t )

( Shell 90.00 % of Allowable )

1223.00 Bond 6.00

E-Steel / E-Conc. 12.00

( Max Share of Bolt force taken by sq. Plate Welded to f.bolt is 50.00 )

- - N I L - -

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

Designed for actual force in f.bolt.

No credit taken for shell-gusset weld joint

Base 1.50

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

1Page : Of 2Design Inputs .. .

Corrosion Allowances (mm)

Allowable Stress (kg/cm2)

Flange Design

Shell Stress Analysis

Top Plate

Chair Height

Factor Of Safety

Damping


15/27

K ( BS4076 ) 3.50 Gust Load 0.02

Earthquake 5.00

beta 1.50

Importance, I 1.00 Factor Gamma 0.85

No. of Platforms 6 Imp. Load, kg/m2 500.00

Platform 1.1 Ladder per m. 0.3

Cylinder 0.7 Ladder / Platform 1.2

Platform No.-------------

12345

6

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

180180180180180

180

ladder, kg/m 50

Misc. Material, kg 1895.81 Contingency 4742.00

3cut-off mode

2Page : Of 2

Inputs Checked by

Design Inputs .. .

Earthquake Design spectrum ( Average )

Platforms

Shape Factor

Attachment Weights

Weight

Projected Area, m2 ( 900 wide plat )

Mode Shapes


16/27

SHELL MANUFACTURING DATA

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 2Shell Manufacturing Data .. .

Flared Chimney

Flare Height, m 23 Lining 2000 kg/m3, 0 mm thk.

Cylindrical Height, m 45 Fully Lined

Shell Material for. Top 2 Zones. Remaining Zones

IS 2062IS 2062

InsulationInsulation fromelevation 5 m To0.3 m

128 kg/m3, 100 mm thk.

Helical StrakesLadder top elevation, mLadder weight, kg/m

Not Provided

68

50

`Ladder bottom elevation, m 0.3

Chimey - Vital Statistics ( Zonewise )

BottomOD, mm

ShellWeight, kg

LiningWeight, kg

InsulationWeight, kg

Zn.No.

Len.,m

Thk.,mm

StiffeningRing

Top OD,mm

LadderWeight, Kg

01 5.6 8.0 Not Reqd. 2516.0 2516.0 2836.49 0.00 0.00 281.2502 5.6 8.0 Not Reqd. 2516.0 2516.0 2836.49 0.00 0.00 281.2503 5.6 12.0 Not Reqd. 2524.0 2524.0 4261.52 0.00 0.00 281.2504 5.6 12.0 Not Reqd. 2524.0 2524.0 4261.52 0.00 0.00 281.2505 5.6 12.0 Not Reqd. 2524.0 2524.0 4261.52 0.00 0.00 281.2506 5.6 16.0 Not Reqd. 2532.0 3032.0 6256.56 0.00 0.00 281.2507 5.6 16.0 Not Reqd. 3032.0 3032.0 6822.05 0.00 0.00 281.2508 5.6 16.0 Not Reqd. 3032.0 3032.0 6822.05 0.00 0.00 281.25

09 5.8 16.0 Not Reqd. 3032.0 3282.0 7262.68 0.00 0.00 287.5010 5.8 16.0 Not Reqd. 3282.0 3532.0 7840.73 0.00 0.00 287.5011 5.8 16.0 Not Reqd. 3532.0 3782.0 8418.78 0.00 0.00 287.5012 5.8 16.0 Not Reqd. 3782.0 4032.0 8996.84 0.00 759.17 272.50


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2Page : Of 2Shell Manufacturing Data .. .

70877.21 0.00 759.1768.0 3385.00

Note : (In above Table )

Cylindrical Portion from Zone No. 1 to 8Conical Portion from Zone No. 9 to 12

Platforms

Elv.Base, m Width, mm Sweep Deg. Weight, kg/m2Plat.No. Plat. Wt., kg01 66.500 1000.00 360 180.00 1988.2602 55.000 1000.00 360 180.00 1992.7803 43.000 1000.00 360 180.00 1992.7804 31.000 1000.00 90 180.00 570.0105 18.000 1000.00 90 180.00 587.6806 9.000 1000.00 90 180.00 658.37


18/27

BREECH OPENING

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

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MAIN STACK

Item1

Project Code PF1261

Elev. of Bot. of Opening, m

No. of Open. Opp. each other

3.00

0.3612Zone No. having Opening

Length of opening, mm

1

2200.000

Shell OD at Bot. of Open., mm 3901.6

Width Of Opening, mm

Shell ID at Bot. of Opening, mm

1400.00

3875.6

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

Section MI removed, cm4

12.00

21.18

Dist. bet. Compen. Angles, mm

3531451.60

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

1460.00

832.40

Depth of Compn. Angles (In), mm 666.70

Width of Compn. Angles (In), mm

Thick. of Compn. Angles (In), mm3.00

Corroded MI Added (In), cm4

12.0Corrosion Allowance (In), mm

4531139.17

- - - N I L - - -

Weight of Compn. Angles, kg 1036.18

1Page : Of 1Breech Opening .. .

Breech Opening Compensation

Inside Compensation Outside Compensation


19/27

CHIMNEY BASE AND FOUNDATION DATA

Foundation Bolts

Load Data at Mounting

Chimney Base and Foundation

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

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MAIN STACK

Item1

Project Code PF1261

Base Plate ID/OD, mm 3900.0 / 4700.0

Top Plate Thickness, mm 40.00

Base Plate width, mm

Base Plate Thickness, mm

400.00

40.0

Gap bet. Top - Bot. Plate, mm 1320.000

No.of Gusset per Bolt 1

Gusset pitch across bolt b, mm 304.81

Gusset Plate Thickness, mm 25.000

Number of bolts 45 Bolt circle Diameter, mm 4366.0

Induced force in each bolt, kg 16412.27

Min.Bolt Root Dia + Corr., mm 45.7 + 3.0

Bond Strength, kg/cm2 6.0

Selected Foundation bolt M 64 X 2300.00

Pl. size welded to F bolt

758.930Min. Bolt len. inside concr., mm

50.00Max. share of bolt load by plate

210.00 X 210.00

Thickness of Plate, mm 50.0

Indu./Allow. tens. stress, kg/cm2 735.02 /1223.00

Indu./Allow. shear stress, kg/cm2 17.78 / 815.00

ft / ft allow + fs / fallow 0.62 ( IS 800,Clause 8.9.4.5 )

Dead Weight of Chimney, kg 100357.26 Shear force at base, kg 19928.24

Bending moment at base, kg-m 731318.42

1Page : Of 1Base and Foundation .. .

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


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BASE STRESS ANALYSIS

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

Corrosion allowance, mm

Width of base plate, mm

3.0

400.00

Allowable stress in bolt, kg/cm2 1223.00

Uncorr. thk. of base plate, mm

Indu. stress in bolt, kg/cm2

40.0

735.02

Ratio E steel / E concrete 12.00

Max. stress in concrete, kg/cm2 28.53

Induced stress in conc., kg/cm2 24.59

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

k

Factors

0.287

Cc

1.473

Ct

2.471

z

0.441

j

0.780

Dist. from skirt to base OD, mm 334.0

Dist. Between gussets, mm 304.81 / 304.81

Ratio l / b 1.096 / 1.10

Max. BM in base plate, kgcm/cm 3817.28

Indu. stress in base plate, kg/cm2 1673.02

Allowable stress, kg/cm2 1682.00

Corrosion allowance, mm

Corr. thk. of Comp. Plate , mm

3.0

33.6

Dist. from skirt to plate OD, mm 362.9

Design load, kg

Gusset spacing, mm

16412.27

304.81

Ratio b / l 1.13( Reversed )

Half dist. across flat of Bolt, mm 55.43

Factor gamma1 / gamma2 0.429 / 0.12

Skirt OD to PCD, mm 195.87

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

Max. mmt. in cmpr. pl, kgcm/cm 3155.73

Allowable stress, kg/cm2 1682.00

corrosion allowance, mm 3.0 Min. ht. of Gusset, mm 1311.75

1Page : Of 2Base Stress Analysis .. .

Base Plate

Compression plate

Gusset


21/27

Corroded thk. of gussets, mm 22.00

Ratio h / ry 207.846

Design load, kg

Radius of gyration ( ry ), mm

16412.27

6.351

Actual ht. of Gusset, mm 1320.000

Ind. stress in gussets, kg/cm2 223.36

Allow. stress in gussets, kg/cm2 264.88 ( IS 800, Table 5.1 )

2Page : Of 2Base Stress Analysis .. .


22/27

STATIC DEFLECTION & DYNAMIC WIND LOAD

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 2Static Deflection & Dynamic Wind Load .. .

Static Deflection and Wind Loads.

K1 K3 Ki Ks1.00 1.00 1.00 1.00

Chim.Spacing, m Interference Dia., mm Mod. of Elast., kg/cm2 (for Zn. no.1, 2, ... )125.000 800.0 1860000, 1860000, 1860000

ZoneNo.

ZoneLength,

m

Factor

K2

Design WindSpeed,m/sec

Theo. WindPressure,

kg/m2

Design WindPressure,

kg/m2

Static WindLoad,

kg

Deflection,

cm01 5.6 1.04 45.97 129.2053 129.21 1731.22 0.0102 5.6 1.04 45.57 126.9889 126.99 1515.21 0.1003 5.6 1.03 45.18 124.7917 124.79 1675.93 0.2304 5.6 1.02 44.70 122.1460 122.15 1461.31 0.6105 5.6 1.00 43.95 118.1216 118.12 1586.35 1.2706 5.6 0.98 43.21 114.1645 114.16 1481.70 1.1907 5.6 0.97 42.47 110.2749 110.27 1620.59 1.5108 5.6 0.94 41.38 104.7143 104.71 1462.12 2.30

09 5.8 0.91 40.13 98.4781 98.48 1527.45 3.0310 5.8 0.87 38.14 88.9239 88.92 1403.44 3.3711 5.8 0.82 36.08 79.5900 79.59 1394.64 3.6812 5.8 0.82 36.08 79.5900 79.59 1468.73 3.95

68.0.Actual Deflection = 21.25 cmAllowable 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 5.32. 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


23/27

2Page : Of 2Static Deflection & Dynamic Wind Load .. .

.3 SEC. PEAK (kg) HOURLY MEAN (kg)

Zn. No. Zn. Len. Static Dynamic Total Static Dynamic Total01 5.6 1731.22 2081.85 3813.070 840.22 950.66 1790.8802 5.6 1515.21 1013.17 2528.380 727.60 471.51 1199.1103 5.6 1675.93 1730.54 3406.474 796.00 803.66 1599.6504 5.6 1461.31 1060.32 2521.630 685.61 484.57 1170.1905 5.6 1586.35 1296.27 2882.623 732.88 584.60 1317.4806 5.6 1481.70 1085.25 2566.943 673.49 483.59 1157.0807 5.6 1620.59 1100.73 2721.315 724.25 478.85 1203.0908 5.6 1462.12 891.08 2353.196 636.46 376.25 1012.7109 5.8 1527.45 804.99 2332.441 643.68 332.49 976.1610 5.8 1403.44 511.80 1915.239 558.41 208.75 767.1611 5.8 1394.64 251.64 1646.273 518.53 101.91 620.4412 5.8 1468.73 71.98 1540.711 546.08 29.03 575.11


24/27

GUST WIND LOAD

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 2Gust Wind Load .. .

Gust Wind Load

ZoneNo.

ZoneLeng.

Factor

K2

Design WindSpeed,m/sec

Theo. WindPressure,

kg/m2

Design WindPressure,

kg/m2

Static WindLoad,

kg

Gust WindLoad,

kg01 5.6 0.73 32.03 62.7115 62.71 840.22 2071.48

02 5.6 0.72 31.58 60.9790 60.98 727.60 1793.8203 5.6 0.71 31.14 59.2707 59.27 796.00 1962.4504 5.6 0.70 30.62 57.3121 57.31 685.61 1690.3105 5.6 0.68 29.87 54.5660 54.57 732.88 1806.8306 5.6 0.66 29.13 51.8874 51.89 673.49 1660.4107 5.6 0.65 28.39 49.2761 49.28 724.25 1785.5508 5.6 0.62 27.30 45.5829 45.58 636.46 1569.1209 5.8 0.59 26.05 41.5009 41.50 643.68 1586.9110 5.8 0.55 24.06 35.3841 35.38 558.41 1376.7011 5.8 0.50 22.00 29.5918 29.59 518.53 1278.3812 5.8 0.50 22.00 29.5918 29.59 546.08 1346.29

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


25/27

2Page : Of 2Gust Wind Load .. .

Gust Factor

Factor

Peak factor * roughness factor 1.42Measure of turbulance length scale

2.47

Longitudinal correlation constant1275.61

Lateral correlation constant12.0010.00

Average breadth normal to wind0.64

Cy * b / Cz * h2969.00

Background factor0.04

gfr * B ^ 0.5 / 40.72

Wind velocity at top m/ sec0.00

Natural freqency Hz

32.25

Reduced frequency Cz * fo * h / Vh 0.76

Size reduction factor19.34

0.13

Gust energy factor30.10

Damping as fraction of critical0.05

Measure of resonant wind load0.02

Gust factor0.34

Reference IS 875 ( Part III )

Fig. 8

Clause 8.3

Fig. 8Clause 8.3Clause 8.3

Fig. 9Clause 8.3

Clause 8.3Fig. 10

Fig. 11Table 34

Clause 8.3

gfrL ( h )

CzCy

Cz * h / L ( h )b

LambdaB

phyVh

foFoS

fo * L ( h ) / VhE

betaSE / beta

G


26/27

DYNAMIC ANALYSIS

Dynastac Ver.

File Name

Report Date2.1-1

LANCO FINAL1.dyn

25/11/2011

Client Name

Project Name


MAIN STACK

Item1

Project Code PF1261

1Page : Of 2Dynamic Analysis .. .

Along the wind

Nat. freq /Time Period 0.7610 hz / 1.31 sec Nat. freq /Time Period(Lined) 0.7610 hz / 1.31 sec

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

Not Provided

IS 6533 Part 2 Clause A3

9.57

32.25

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 Top 1 / 3,kg / m Delta, cm Factor C Safe C3.50 888.19 19.95 1.27 1.30

API 560

Top 1 / 3OD

Vcr1m / sec

Vcr2m / sec

No Strakesm / sec

Strakesm / sec

2.52 9.59 57.53 < 6.7 > 26.8 6.7 - 13.4

Unacceptablem / sec

13.4 - 26.8Earthquake load

1.00

( Calculated as per IS 6533 (Part 2 ) Clause 8.3.1 )

Top OD, m2.5

Performance Fact. K (IS 1893 Table 5 )

Helical strakes

Critical Strouhal Velo., m/sec

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

Dangerous Range of Vcr, m/sec


27/27

2Page : Of 2Dynamic Analysis .. .

0.85

0.10

1.50

1.50

5.00

Mode1 Mode2 Mode3Time Period ( sec ) 1.31 0.30 0.11

Sa / g 0.08 0.20 0.20Particip. factor Cr 1.63 -0.96 0.52

Design Seis. Coeff ah 0.02 0.05 0.05

( IS 1893 fig 2 )

.

Factor Gamma (IS 1893 4.2.2.2 )

Seismic Zone Factor, F0

Soil Foundation Sys Coeff., Beta

Importance Factor, I

Damping % Critical

( IS 1893 Table 2 )

( IS 1893 Table 3 )

( IS 1893 Table 4 )

Stack Design Calculation

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