Dynamic and static analysis of turbogenerator foundation

DYNAMIC & STATIC ANALYSIS

Turbo Generator Foundation Rev. 1

GERB Engineering GmbH Ruhrallee 311, D-45136 Essen Phone: +49-(0)201-26604-20 Fax: +49-(0)201-26604-50 Email: [email protected] Kunde / Client:

BUSHAN STEEL LTD. Projekt / Job:

MERAMANDALI 165 MW STG - UNIT 4 Vibration Isolation of a Turbo Generator Set

Datum / Date:

22.06.2011 Aufsteller / Author:

M. Geis Dr.-Ing. Projekt-Nr. / Job-No.:

E-58144-1-4 Rev. 1

BUSHAN STEEL LTD.

Page I


Rev. 1

Scope and Subject of the Report:

Dynamic and Structural Analysis for a spring supported Turbine Generator Foundation

Document number Revision number Revised pages Date Number of pages

: : : : :

E-58144-1-4 1 I – III, 2, 3, 4, 8 - 11, 15 – 22, 25, 27, 28, 40 – 62, 1003 - 1054 22.06.2011 I - III, 1 - 62 plus Appendix consisting of pages 1001 – 1054

Author

:

M. Geis Dr.-Ing.

___________________________sign.

S. Gutberger Dipl.-Ing.

___________________________sign.

Approved

Client Order number Order date

:

: : :

BUSHAN STEEL LTD. -

GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

BUSHAN STEEL LTD.

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Rev. 1

CONTENTS Page 1 S U M M A R Y ...................................................................................................................... 1 1.1 General ............................................................................................................................. 1 1.2 Building Materials .............................................................................................................. 1 1.3 Reference Documents ...................................................................................................... 2 1.4 Main System Data ............................................................................................................. 2 1.5 Machine Data .................................................................................................................... 2 1.6 Vibration Isolation System ................................................................................................. 3 1.7 Discussion of Dynamic Characteristic ............................................................................... 3 1.8 Theoretical Amplitudes ...................................................................................................... 4 1.9 Seismic Loads ................................................................................................................... 5 1.10 Literature ........................................................................................................................... 6 1.11 Software ............................................................................................................................ 7 1.12 Calculation Models ............................................................................................................ 7 1.13 Determination of Cross Section Properties...................................................................... 11 1.14 Input Data ....................................................................................................................... 12 1.14.1 Input of the Calculation Model ......................................................................................... 12 1.14.2 Input for dynamic analysis ............................................................................................... 13 1.14.3 Input for static analysis .................................................................................................... 13 2 D Y N A M I C A N A L Y S I S .......................................................................................... 14 2.1 Foundation and Machine Masses .................................................................................... 14 2.2 Results of Dynamic Analysis ........................................................................................... 15 2.2.1 General ........................................................................................................................... 15 2.2.2 Comments on the Results ............................................................................................... 15 2.2.3 Plot of the Mode Shapes ................................................................................................. 16 2.3 Determination of Vibrational Amplitudes.......................................................................... 23 2.3.1 Excitation by Unbalanced Forces .................................................................................... 23 2.3.2 Superposition of Theoretical Amplitudes ......................................................................... 24 2.3.3 Frequency Response of Amplitudes ................................................................................ 24 2.4 Dynamic Element Loads due to Unbalance ..................................................................... 26 3 S T A T I C A N A L Y S I S ............................................................................................... 27 3.1 General ........................................................................................................................... 27 3.2 Compilation of Load Cases ............................................................................................. 27 3.3 Description of the Single Load Cases ............................................................................. 28 3.3.1 Load Case 1 - Dead Load Foundation............................................................................. 28 3.3.2 Load Case 2 – Machine Loads ........................................................................................ 29 3.3.3 Load Case 3 – Condenser Loads .................................................................................... 30 3.3.4 Load Case 4 – Live Load ................................................................................................ 31 3.3.5 Load Case 5 – Power Torque ......................................................................................... 32 3.3.6 Load Case 6 – Thermal Forces X ................................................................................... 33 3.3.7 Load Case 7 – Thermal Forces Y.................................................................................... 34 3.3.8 Load Case 8 – Thermal Forces Z .................................................................................... 35 3.3.9 Load case 9 – Pipe Forces X .......................................................................................... 36 3.3.10 Load case 10 – Pipe Forces Y ........................................................................................ 37 3.3.11 Load case 11 – Pipe Forces Z ........................................................................................ 38 3.3.12 Load case 12 - Erection load ........................................................................................... 39 3.3.13 Load case 13 - Erection load ........................................................................................... 40 3.3.14 Load case 14 - Loss of blade Y ....................................................................................... 41 3.3.15 Load case 15 - Loss of blade Z ....................................................................................... 42 GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

BUSHAN STEEL LTD. MERAMANDALI 165 MW STG - UNIT 4 Vibration Isolation of a Turbo Generator Set

3.3.16 3.3.17 3.3.18 3.3.19 3.3.20 3.3.21 3.4 3.5 3.5.1 3.5.2 3.5.3 3.6 3.6.1 3.6.2 3.6.3 3.6.4 4 4.1 4.2

Page III Rev. 1

Load case 16 - Short circuit (±) ....................................................................................... 43 Load case 17 - Seismic load X ........................................................................................ 44 Load case 18 - Seismic load Y ........................................................................................ 45 Load case 19 - Seismic load Z ........................................................................................ 46 Load Case 20 to 31 – Seismic Combinations .................................................................. 47 Load Case 32 to 37 – Dynamic Loads at Malfunctional States ........................................ 47 Superposition of Load Cases .......................................................................................... 48 Design Forces and Moments .......................................................................................... 50 Design Moments due to Operational Combinations ........................................................ 51 Design Moments due to Erection Combinations .............................................................. 53 Design Moments due to Emergency Combinations ......................................................... 55 Design of Reinforcement ................................................................................................. 57 Building materials ............................................................................................................ 57 Calculation method ......................................................................................................... 57 Required Reinforcement ................................................................................................. 58 Chosen reinforcement ..................................................................................................... 61

S P R I NG F O R C E S .................................................................................................... 62 Spring Forces and Deflections ........................................................................................ 62 Loads on Substructure .................................................................................................... 62

5 A P P E N D I X ............................................................................................................... 1001 5.1 Data sheets of spring units .......................................................................................... 1001 5.2 Files of Dynamic Analysis ........................................................................................... 1003 5.3 Files of Dynamic Analysis ........................................................................................... 1003 5.3.1 Input File of Modal Extraction ...................................................................................... 1003 5.3.2 Results of Modal Extraction Analysis........................................................................... 1039 5.3.3 Input Files of Forced Vibration Analysis ...................................................................... 1040 5.4 Files of Static Analysis ................................................................................................ 1042 5.4.1 Input File of Static Calculation ..................................................................................... 1042 5.4.2 Support Reactions for Single Load Cases ................................................................... 1051


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1 SUMMARY 1.1

General

The present analysis deals with the design of a vibration controlled reinforced concrete foundation supporting a steam turbine with generator. The SUMMARY (1st part) gives general information and compiles and comments on all relevant project data including the most important results from the dynamic calculation. References are made to the corresponding clauses of the calculation where details are shown. The 2nd part represents the DYNAMIC ANALYSIS giving evidence about the dynamic behaviour of the structure. Eigenfrequencies are calculated as well as forced vibrations are determined due to unbalance at operating stage. Unbalance loads are defined to be used within the structural analysis. The 3rd part covers the STATIC ANALYSIS considering all relevant load cases. The reinforcement design follows the regulations of DIN 1045-1 and DIN 4024 allowing for the below mentioned concrete and steel qualities. Support reactions and spring deflections due to permanent loads are shown. Finally, as the substructure below the spring elements is not subject to this paper, design loads are given to be used by the design engineer in charge of the substructure. The analysis of the theoretical model is performed on the assumption of a system dynamically decoupled from the adjacent structure. Accordingly the spring elements are expected to be placed on a relative stiff substructure, i. e. the stiffness of the supporting beams shall be at least 10 times the stiffness of the spring system (comparison of static deflections) acc. to DIN 4024. Input and output files of the computational calculation are summarized in the appendix.

1.2

Building Materials

Concrete:

Grade (IS 456 - 2000) Compressive strength Static modulus of elasticity Dynamic modulus of elasticity Dynamic modulus of elasticity Density of reinforced concrete Poisson’s ratio

M 35 fck = 35 N/mm² Ec = 29580 MN/m² Ec,dyn = 33700 - 39600 MN/m² Ec,dyn = 36500 MN/m² (mean value)  = 25 kN/m³  = 0.20

Reinforcing Steel:

Grade (IS 1786 - 1985) Yield strength Modulus of elasticity

Fe 415 fyk = 415 MN/m² 210000 MN/m²

The design was performed according to DIN 1045-1 and DIN 4024, chapter 6, April 1988.


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1.3

Rev. 1

Reference Documents

SIEMENS: dwg. n° 1CSD420886 sh. 1 - 6 dwg. n° 1CYJ257586G45 sh. 1 - 2 doc. n° 1CSD420885

foundation outline drawing trenches, cutouts and details foundation loads and design requirements

GERB Engineering GmbH: dwg. n° E-58144-2-0 et. seq. dwg. n° E-58144-6-0 et. seq.

formwork drawings reinforcement drawings

1.4

Main System Data

Total length: Total width:

L B

Machine weight: Concrete weight: Ratio: Total spring supported weight: Vertical mode: Relevant operation frequencies: Mean spring deflection due to dead load:

Gm = Gf  Gf / Gm = Gt  ne = fm = u =

1.5

= =

25.40 m 10.60 m 4731 kN 12286 kN 2.60 17017 kN 4.2 Hz 50 Hz 14.6 mm

Machine Data

Turbine static weight (incl. rotating weight): rotating weight: rotating speed:

G L fm

= = =

1658 kN 290 kN 3000 min-1

G L1 fm

= = =

2502 kN 460 kN 3000 min-1

static weight (on table top):

G

=

571 kN

Total machine weight:

Gm

=

4731 kN

Generator static weight (incl. rotating weight): rotating weight: rotating speed:

Condenser


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1.6

Rev. 1

Vibration Isolation System

The top deck is supported by spring elements consisting of helical steel springs. Manufacturer: GERB Vibration Control Systems Pvt. Ltd. For detailed information about spring elements refer to data sheets at the Appendix. Spring element arrangement spring rate kv kh kN/mm kN/mm

total spring rate Kv Kh kN/mm kN/mm

column

spring element type

number n

A1

GPV-8.8-2513/22

6

17.23

12.30

103.38

73.80

B1

GP-8.8-2513/22

12

17.23

12.30

206.76

147.60

C1

GP-8.8-2513/22

12

17.23

12.30

206.76

147.60

D1

GPV-8.8-2513/22

4

17.23

12.30

68.92

49.20

A2

GPV-8.8-2513/22

6

17.23

12.30

103.38

73.80

B2

GP-8.8-2513/22

12

17.23

12.30

206.76

147.60

C2

GP-8.8-2513/22

12

17.23

12.30

206.76

147.60

D2

GPV-8.8-2513/22

4

17.23

12.30

68.92

49.20

68

total spring rate

1171.64

836.40

Total spring rate

Kv Kh

= 1171.6 kN/mm = 836.4 kN/mm

For loadings on sub-structure refer to clause (4.2) of this paper.

1.7

Discussion of Dynamic Characteristic

Modes 1 to 6 represent the rigid body natural frequencies. Higher modes depend on the elasticity of the structure only. They are virtually decoupled from the rigid body modes. Evaluation of the results in respect of DIN 4024, 5.3.2: 1.

f1 = f6 =

3.2 Hz 6.2 Hz

2. a) f14 = 46.3 Hz f15 = 47.0 Hz

 

0.80  fm 0.80  fm

= 0.80  50.0 = 0.80  50.0

= 40.0 Hz = 40.0 Hz

  

0.90  fm 0.90  fm 1.10  fm

= 0.90  50.0 = 0.90  50.0 = 1.10  50.0

= 45.0 Hz = 45.0 Hz = 55.0 Hz

The requirements of DIN 4024 are not fulfilled in regard of the natural frequencies. For this reason DIN 4024 prescribes a more precise assessment of vibration behaviour by determination of dynamic amplitudes (ref. to clause (1.8)).


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1.8

Rev. 1

Theoretical Amplitudes

Theoretical amplitudes are calculated due to unbalance caused by the machine at normal operation. The unbalanced forces are calculated acc. to DIN ISO 1940. Vibrational amplitudes from the single-force excitation at the bearing points are determined by using the SRSS-method (for details refer to clause (2.3)). Acc. to ISO 10816-2 the limiting value of the effective vibration velocity for a operating speed of 3000 min-1 is recommended as : veff = 3.8 mm/s

(Zone A/B)

For a balance quality grade of G6.3 the maximum velocities at the operating speed (f = 50 Hz 5%) have been calculated to max veff = 1.2 mm/s

< 3.8 mm/s

at 47.5 Hz

The corresponding half-peak amplitudes result to: s = veff * 2 / (2**fm) = 5 µm The requirements for the limitation of vibration velocities and amplitudes recommended in ISO 10816-2 are fulfilled.


BUSHAN STEEL LTD.

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1.9

Rev. 1

Seismic Loads

Site of MERAMANDALI is located in seismic zone III as defined in the Indian Standard: 18932002. The design value of horizontal seismic coefficient Ah should be computed as given by the following expression: Ah = Z  I  Sa / ( 2  R  g ) *  = 0.16  1.75  2.50 / 2 * 0.80 = 0.280 Note: The ratio I / R shall not be greater than 1.0! It follows: Ah = 0.16  1.0  2.50 / 2 * 0.80 = 0.160 < 0.200 where Z = 0.16 (seismic zone factor depending upon the seismic zone acc. to table 2) I = 1.75 (importance factor depending upon the category of structure acc. to table 2 & table 5 of IS: 1893 - part 4) Sa / g = 2.50 (spectral acceleration coefficient as read from fig. 2 (response spectra) for rock and soil sites for 5% damping) R = 1.0 (response reduction factor for building systems acc. to table 7; for spring supported systems R = 1.0)  = 0.80 (correction factor for 10% damping) For any structure with natural period T  0.10 sec., the value of Ah will not be taken less than Z/2. According to the Indian standard the vertical seismic coefficient should be taken as two-thirds of the horizontal value. In the present static analysis the seismic loads are considered in a quasi-static way by using a horizontal acceleration factor of 0.200g as well as a vertical acceleration factor of 0.133g !

Note: For loadings on substructure it is allowed to set the response reduction factor R = 3.0 (acc. to table 7 of IS 1893-2002). As a result the design value of horizontal seismic coefficient Ah amounts to 0.093. Design loads at top of plinth in horizontal direction should be taken as 9.3% of the permanent vertical load.



Page 6 Rev. 1

1.10 Literature (1)

E. Rausch, Maschinenfundamente, 3. Auflage 1959

(2)

A. Major, Berechnung und Planung von Maschinen- und Turbinenfundamenten, 1961

(3)

Th. Baumann, Zur Frage der Netzbewehrung von Flächentragwerken, Der Bauingenieur (47), 1972

(4)

J. Lipinski, Fundamente und Tragkonstruktionen für Maschinen, 1972

(5)

Petersen, Dynamik der Baukonstruktionen, 1. Auflage 1996

(6)

GERB, Schwingungsisolierungen, 11. Auflage 2002

(7)

DIN 1045-1, Concrete, reinforced and prestressed concrete structures, August 2008

(8)

DIN EN 1992-1-1, Eurocode 2: Design of concrete structures, January 2011

(9)

DIN 4024-1, Machine foundations; elastic supporting constructions for machines with rotating masses, April 1988

(10) DIN ISO 1940-1, Mechanical vibration - Balance quality requirements for rotors in a constant (rigid) state – Part 1: Specification and verification of balance tolerances, 2003 (11) DIN ISO 10816-2, Evaluation of machine vibration by measurements on non-rotating parts; Large land-based steam turbine generators sets in excess of 50 MW, September 2010 (12) IS 456 – 2000, Plain and Reinforced Concrete – Code of Practice (13) IS 2974 (Part 3) – 1992, Design and construction of machine foundations - Code of practice (14) IS 1893 (part 1) – 2002, Criteria for Earthquake Resistant Design of Structures – Part 1: General Provisions and Buildings (15) IS 1893 (part 4) – 2005, Criteria for Earthquake Resistant Design of Structures – Part 4: Industrial Structures



Page 7 Rev. 1

1.11 Software The Dynamic and Structural Analysis of the foundation is performed by the program system 'STARDYNE' from Bentley Systems Inc. based on the finite-element-method. To idealize the structure plate elements with five d.o.f. per node are used. The calculation model is created using 'FEMAP', a finite-element modelling and postprocessing system by Siemens PLM Software GmbH. The determination of the eigenvalues and eigenvectors in the Dynamic Analysis is made using the 'LANCZOS Modal Extraction'. The LANCZOS procedure was first described by C. Lanczos (1950) with error analysis added by J. Wilkinson (1965). It was successfully demonstrated in large finite element programs by I. Ojalvo and M. Newman (1967 - 1970). The description of the method can be found in NASA document CR-2731 (1976). The nodes of the structural model are determined by supports, loading points and cross section cuts. On the next pages the numbering of nodes and elements of the analysis model is shown. Furthermore the geometry is controlled by graphical plots.

Software vendor:

1.12 Calculation Models The Finite-Element-Model consists of the top deck and the spring elements. The machines are represented by single masses which are connected to the plate by rigid bars. The global x-axis is parallel to the rotor axis, the z-axis is the vertical axis. The model is shown by plots on the following pages.



Element Thickness V2 C1 G3

Z Y

X

Calculation Model

V2 C1

Z Y

X


Page 8 Rev. 1

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Rev. 1

Calculation Model without machines V2 C1 G1

Z Y

X

Node Numbers V5 C1 G3

939940941942 943 944945946947948949950951 952953954955956957958959 960 961 962 963 887888889890 891 892893894895896897898899 900901902903904905906907 908 909 910 911 835836837838 839 840841842843844845846847 848849850851852853854855 856 857 858 859 783784785786 787 788789790791792793794795 796797798799800801802803 804 805 806 807 740741742743 744 745746747748749750751752 753754755756757758759760 761 762 763 764 686687688689 690 691692693694695696697698 699700701702703704705706 707 708 709 710 682 683645646647648649650651 652653654655656657658684 685 641642643644 659 660 661 601602603 604 605 606607608609 6111103 6121105 613614 1101610 1107615616 1109 617618 619 620 594 595 596 597 598 599 600 556557558 559 560 561562 563564565 566 567568 569 570571 572 573 526527528529 530 531532 533 536 520521522 523 1116 5241114 525 5341112 535 487488489 490 491 492493494 495496497498 499 500501 502 503504 505 506 456457458 1117459 460461 3022 462 3025 463464465466 467 468469 470 4713031 3028 472 473 474 431432433 434 435 436437438 439440441442 443 444445 446 447448 449 450 417418419 420 1115 4211113 422 410 1111 411 412 402403404405 406 407408 409 385 386 361362363 364 365 366367354355 368 369370 3 71 372373 374 375 376 356 357 358359 360 1102330 1108335336 1110 338339 340 320321322 323 324 325326327328 3311104 3321106 333334 311312 313314315316 317 318319 293294295 296 297 298299300301309310 302 303304 280 281 251252253 254 255 256257258259260261 262263 264 265266 267 268 209210211 212 213 214215216217218219 220221 222 223224 180181182 183 184 185186187188198199 200201 202203204205206 207208 189 190191 225 226 192 193 125126127 128 129 130131132133134135136137 138139140141142 143144 145 146147 148 149 75 76 77 78 7980 81 82 83 84 85 86 87 88 89 90 91 92 939495 96 97 98 99 1Y 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 192021 22 23 24 25

Z

964965 966 967968969 970971972973974975976 977 978 979 980 981 982983984985986987988989990 912913 914 915916917 918919920921922923924 925 926 927 928 929 930931932933934935936937938 860861 862 863864865 866867868869870871872 873 874 875 876 877 878879880881882883884885886 826827 828 829 830 831 832 833834 819820821822823824825 808809 810 811812813 814815816817818 765766 767 768769770 771772773774775 738120312051207 1215 120912111213 739776777778779780781782 733 734 735 736737722723724725726727728 711712 713 714715716 717718719720721 729730 731 732 676677 678 679680681662 663664665666667 668669670671672673674675 621622 623 624639640625 626627628629630 631632633634635636637638 586587588589590591592593 574575 576 577578579 580581582583584585 537538 1201 539540541 542543544545546547 548549550551552553554555 512513514515516517518519 507508 509 5105111003 475476 477 3034 4784791002 451452 453 4544551001 413 1202 415 388414 390 391 392416 3931000 999

3037

4801217 481482483484485486 423424425426427428429430

341342 343 344345998

394395396397398399400401 377378379380381382383384 346347348349350351352353

283285 286 287288997

289290291292305306307308

269270 271 272273991 992993994995996241242 243 244 245 246 247 248249250274275276277278279 1216 121012121214 240232233234235236237238 337387389239 120412061208 227228 229 230231282 284329 194195 196 197157158 159160161162163164165 166 167 168 169 170 171172173174175176177178179 150151 105 106107108 109110111112113114115 116 117 118 119 120 121122123124152153154155156 53 545556 57 58 59 60 61 62 63 64 65 66 676869 70 71 72 73 74 100101102103104 26 272829 30 31 32 33 34 35 36 37 38 39 404142 43 44 45 46 47 48 49 50 51 52

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Node Numbers (selected nodes) V5 C1 G4

4002

4001

4003

4004 1203 1205 1207 1215 1209 1211 1213

1101 1103 1105 1107 1109 11161114

1112

1117 3001 3005

3006 3002

11151113

1111

1201 3003

3004

1217

1202

1102 1104 1106 1108 1110 1204 1206 1208 1216 1210 1212 1214 4005

4006

4008

4007

Y Z

X

Element Numbers V5 C1 G3

841842843844845 846847848849850851852853854855856857858859860 861862863 864 865866867 868869870871872873874875876877878 879880 881882 883884885886887888889890891 790791792793794 795796797798799800801802803804805806807808809 810811812 813 814815816 817818819820821822823824825826827 828829 830831 832833834835836837838839840 782783 784785 786787 788789775776777778779780781 739740741742743 744745746747748749750751752753754755756757758 759760761 762 763 764765 766767768769770771772773774 689690 691692 693694 695696697733734735736737738 698699700701702 703704705706707708709710711712713714715716717 718719720 721 722 723724 725726727728729730731732688 684685 686687673674675676677678679 637638639640641 642643644645646647648649650651652653654655656 657658659 660 661662663 664665666667668669670671672680681 682683 623624625626627628629 632633634617618619620621622 594595596597635 598599600601602603604605606607608609610611612 636613614 615 616 630631 579580581 582583584585586 552553554555556557558559560561562563 564 565566567568569570571572573574 575 576577578 587588589590591592593 539540541542543544545 550 551 516517518519520 521522523 524 525 526 527528529 530531532533534535536537538 509510511 512513514515546547548549 502503504505506507508 481482483484485 486487488 479 480 489 490491492 493494495496497498499500501 472473474 475476477478 449450451452453 454455456 457 458 419420421422423 424425426 427 428 396397398399400 401402403 404 405 361362363364365 366367368 369 370 338 323330331332333 334335336 337 288289290 291292293294295296297298299 300 301302303304305 306307308 309 310 272273 274 254 263264265 266267268269270271278279280 281 282283284285286 287 238 239240 241 242 228229230 231232233234235236237 190191192 193194195196197198199 200 201202 203 204 189 179180 181 182 170171172 173174175176177178188 143144 145 146 124125126 127128129130131132133134135136137138139140141142 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 9394 95 96 97 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 Y 442443444 445446447448 412413414 415416417418 389390391 392393394395 375376377 378379380381 324325326 327328329322

Z

463464913 459 460461462 429 430431432 433434912 406 407408409 410411911 371 372373359 360374910 346 347 348349 350351909 311312 313 314908 255256 257 258907

465466467468469470471 435436437438439440441 382383384385386387388 352353354355356357358 339340341342343344345 315316317318319320321 259260261262275276277

243 244245246 247 248906

226227249250251252253 218 219 220221 222223 224225211212213214215216217 205 206207208 209 210899900901902903904905 159160 161162163164165166167168169 896897898155 156 157158 183 184185186 187 154892893894895 147 148149103 104 105106107108109110111112113 114 115116 117118 119120121122123150151152153 98 52 53 545556 57 58 59 60 61 62 63 64 65 66 6768 69 70 71 72 73 74 99 100101102 24 25 26 272829 30 31 32 33 34 35 36 37 38 39 4041 42 43 44 45 46 47 48 49 50 51

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1.13 Determination of Cross Section Properties The different parts of the structure are comprehended in several property groups. The thickness of the plate elements is represented by property group 1 to 9 Area

Prop.

Turbine Turbine Plinth Turbine Plinth Generator Generator Trench 400mm Turbine Pedestal Turbine Trench 400mm Cross Beam Cross Beam

1 2 3 4 5 6 7 8 9

1 kN/m³ 25 25 25 25 25 25 25 25 25

H1 m 1.500 3.503 2.163 2.780 2.380 1.760 1.100 2.300 2.963

The mass of the concrete structure will be automatically calculated by the program taking plate element area, plate element thickness and specific weight into account. The weight of the grouting is considered by a correspondent increase of the specific weight *. To connect the machine masses, shaft and bearing points and the spring elements to the concrete structure so-called rigid links are used to describe their correct height and position. These rigid links are defined as massless. They are represented by beam property groups 10 and 11. Beam property 10: Beam property 11:

A = 1000 m² A = 1000 m², Iyy = Izz = IT = 1000 m4

Element Property Numbers V5 C1 G3

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4

4 4 4 4 4 4

4 4 4 4 4 4

4 4 4 4 4 4

4 4 4 4 4 4 4 4 Y

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

Z

4 5 4 5 4 5 4 5 4 5 4 5 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4

4 4 4 4 4 4

4

4 4 4 4 4 4 4 4 4

4 4 4 4

4 4 4 4

4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

4 4

4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

4 5 4 5 4 5 4 5 4 5 4 5 4 4 4 4 4 4 4 4 4 4 4 4

4

4 4 4 4 4

44 44 4 44

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4 4 4

4 44 4 44

4

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

7 7 7 7 7 7 7 7

4 4 4 4 4 4

4 4 4 4 4 4

4 4 4 4 4 4

7 7 7 7 1 1

4 4 4 4 4 4 4 4

4 4 4 4 4 4 4 4

4

7 7

1 11 1 1 1 11 1 1

7 7 7 7 7 7 7 7

1 8 8 8 9

7 7

9 99 9 8 9 99 9 8

1 1

9 99 9 8 9 99 9 8 9 9 9 9 8

4

1 8 8 8 9

1 8 8 8 9

1 8 8 8 9

1 1

1 1 8 1 8 1 8 1 8

9 99 9 8 1 9 99 9 8 1 9 99 9 8

1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1 1 1

1 11 1 1 11 1 1 11 1

2 2

2 22 2

1 2 2 1

2 22 2

1 1 1

1 1 1 1 1 1

1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 6 1 1 1 1 1 6 6 1 1 1 1 1 6 6 1 1 1 1 1

9 99 9 8 8 88 8 8

4

1

1

8 88 8 8

1

4 4 4 4

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1 1 1

6 6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1

1 1 1 1

1 1 1 1 1 1

6 6 1 1 1 1 1

1

1 1 1 1

1 1 1 1 1 1

6 6 1 1 1 1 1

4

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 1 2 2 1 1 1 1

1 1 1 1 1 1 1 1 1 1

1 1 1 2

2

2 22 2

1 1 1 1 1 1 1 2 2 1 1 1 1 1 1 1

1 1 1 2

2

2 22 2

2 2 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1

1 1 1

1 11 1 1 11 1 1 11 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

X


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1.14 Input Data In the Appendix the input decks for the modal extraction and the static analysis are printed. For a better interpretation the single input cards are described below. The printed figures just give an example and do not have any relationship to the present project.

1.14.1 Input of the Calculation Model a)

START – Card g [m/s2] START 10.

b)

MATLG - Card (material parameters) Nr. Descript. E [kN/m²] MATLG, 1, Concrete 30000000.,

c)

d)

e)

f)

g)

NODE - Card (nodal coordinates) no. x1 [m] NODE, 65, 1.925,

Poisson 0.2,

x2 [m] 1.65, T3 3,

WGHT - Card (nodal weights) node no. Wx1 [kN] Wx2 [kN] WGHT, 27, 128., 128.,

Wx3 [kN] 128.

BPROP1 - Card (beam properties) no. A [m2] BPROP1 1 2.2475

orient. 9999

IT [m4] 0.5644

T [K-1] 1.0E-5

Damping 0.02

x3 [m] 0.

RESTG - Card (nodal restraint table) node no. T1 T2 RESTG 1 1, 2,

BEAMG - Card (beam element topology) no. node A node B BEAMG, 29, 50, 49,

 [kN/m³] 25.,

R1 4,

mat. 2 Iy [m4] 0.3938

R2 5,

prop. 7

R3 6

releases 000000

Iz [m4] 0.45

h)

BPROP2 - Card (cross section properties) no. H2 [m] H3 [m] BPROP2 1 2.2475 0.5644

i)

BPROP4 - Card (beam offsets) prop. no.XOFFA [m], YOFFA [m]ZOFFA [m]XOFFB [m] YOFFB [m] BPROP4 1 0., 0., 0., 0., 0.775,

beta 0

shear factors 0., 0.

ZOFFB 0.

j)

QUADS - Card (plate elements) FROM QPLT, TO QPLT, FROM JA, INCR JB, TO JB, INCR JB, FROM JC, INCR JC, FROM JD, INCR JD, MATLG NO, TYPE, T [m], AXIS ANGLE, INTEG ORDER QUADS, 69,, 115,, 138,, 139,, 116, 1, 1, 1.45,

k)

MADDEL - Card (matrix addition table) NO, JA, JB, JC, IMOUT, MAXSIZE MADDEL, 690, 519, 736, 1

l)

MADDXINC - Card (springs) RN, CN, RDOF, CDOF, INCRN, INCCN, RNMAX, CNMAX, Dks [kN/m] MADDXINC, 5, 5, 3, 3, 1, 1, 6, 6, 30270.0


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Rev. 1

1.14.2 Input for dynamic analysis a)

DYNAMIC - Card (Lanczos-analysis control entry) nout isave ieropt nlowm DYNAMIC 0, 0, 0, 40,

maxcps 0.,

shiftp 0.

1.14.3 Input for static analysis a)

STATIC - card (static analysis control entry) NOUT ITAPE ISAVE IEROPT STATIC, 1, 0, 0, 0,

b)

ACCEL - card (gravitational constants) Vx1 Vx2 Vx3 CGx1 ACCEL, 0., 0., 9.81, 0.,

c)

d)

CONC - card (nodal forces) FROM F1 [kN] F2 [kN] CONC, 45, 100., 0.,

CGx2 0.,

CGx3 0.,

F3 [kN]M1 [kNm]M2 [kNm] M3 [kNm] 100., 0., 0., 0.,

CONCG - card (nofal force generator) FROM TO INCRE F1 [kN] F2 [kN] F3 [kN] M1 [kNm]M2 [kNm] CONCG, 45, 50, 1, 100., 0., 100., 0., 0.,

e)

BMTEMPG - card (beam temperature generator) FROM TO INCRE T [°K] BMTEMPG, 2, 5, 1, 10.0,

f)

BMTEMP - card (beam temperature) FROM TO INCRE +T2 [°K] -T2 [°K] +T3 [°K] BMTEMP, 2, 5, 1, 10.0, -10.0, 0.,

-T3 [°K] 0.,

g)

BMLOAD - card (beam loads in global coordinates) FROM TO INCRE ITYPEpx1 [kN/m]px2 [kN/m]px2 [kN/m] BMLOAD, 2, 5, 1, GL, -10.0, 0., 0.,

h)

BMLOAD - card (beam loads in local coordinates) FROM TO INCRE ITYPEpA [kN/m] BMLOAD, 2, 5, 1, D2, -10.0,

i)

QPRSN - card (area loads) FROM TO INCRE PJA QPRSN, 2, 5, 1, -5.0,

PJB -5.0,

M3 [kNm] 0.,

xpA [-] pB [kN/m] xpB [-] 0.0, -10.0, 1.0

PJC -5.0,

PJD -5.0


BUSHAN STEEL LTD.

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Rev. 1

2 DYNAMIC ANALYSIS 2.1

Foundation and Machine Masses

The mass of the foundation is automatically calculated by 'STARDYNE' taking cross section area, beam element length or plate element area, plate thickness respectively and specific mass of material into account. The top concrete is considered with its nonstructural mass only, which is controlled by the specific mass of the corresponding material group.

b) machine masses The machine masses are applied as given by the machine manufacturer. The single machine masses are distributed on nodal points of the calculation model as follows:

machine

nodes

mass [t]

generator generator generator generator turbine turbine exciter exciter condenser condenser condenser condenser condenser condenser condenser condenser condenser condenser condenser condenser total

3001 3005 3006 3002 3003 3004 1115 1116 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214

31.30 87.50 87.50 31.30 62.84 102.96 6.30 6.30

=

4.76 4.76 4.76 4.76 4.76 4.76 4.76 4.76 4.76 4.76 4.76 4.76 473.12


BUSHAN STEEL LTD.

Page 15


2.2

Rev. 1

Results of Dynamic Analysis

2.2.1 General The eigenfrequencies of the foundation are calculated up to 90 Hz. There are found 26 natural frequencies up to this limit. They are listed in the table below. n

fn [Hz]

1 2 3 4 5 6 7 8

3.22 3.28 3.85 4.13 4.35 6.25 8.9 13.0

9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26

23.1 27.5 30.0 42.9 44.0 46.3 47.0 55.5 60.1 63.2 65.1 65.9 67.7 72.8 78.3 86.2 87.5 90.1

The calculation is based on an elastic modulus of concrete of Edyn = 36500 kN/m². Taking into account a variation of the elastic modulus in a range of 8.5% acc. to IS 2974 Part 3, natural frequencies may vary in a range of ca. 4.5%. The FEA-program output (refer to Appendix, clause (5.3.2)) covers the print of the natural frequencies, the generalized weights, the modal weights as well as the translational degree of freedom with its corresponding node representing the direction of the maximum translation for the single eigenvector. The complete input of FEA-program for the modal extraction can be taken from the Appendix (clause (5.3.1)).

2.2.2 Comments on the Results Refer to clause (1.7) of this paper. GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420


Page 16 Rev. 1

2.2.3 Plot of the Mode Shapes The mode shapes of the most relevant natural frequencies are shown by plots on the following pages.

V2 C1

Z Y

X

Output Set: Mode 1 3.21662 Hz Deformed(1.): Total Translation V2 C1

Z Y

X

Output Set: Mode 2 3.282922 Hz Deformed(1.107): Total Translation


BUSHAN STEEL LTD. MERAMANDALI 165 MW STG - UNIT 4 Vibration Isolation of a Turbo Generator Set V2 C1

Z Y

X

Output Set: Mode 3 3.851459 Hz Deformed(1.07): Total Translation V2 C1

Z Y

X



Page 17 Rev. 1


Z Y

X


Z Y

X



Page 18 Rev. 1


Z Y

X

Output Set: Mode 7 8.869635 Hz Deformed(1.): Total Translation V2 C1

Z Y

X



Page 19 Rev. 1


Z Y

X


Z Y

X

Output Set: Mode 10 27.50172 Hz Deformed(1.): Total Translation


Page 20 Rev. 1


Z Y

X


Z Y

X



Page 21 Rev. 1


Z Y

X


Z Y

X



Page 22 Rev. 1

BUSHAN STEEL LTD.

Page 23


2.3

Rev. 1

Determination of Vibrational Amplitudes

Theoretical amplitudes are determined due to unbalance caused by the machine at normal operating condition. The amplitudes are determined using the steady-state technique.

2.3.1 Excitation by Unbalanced Forces Balance quality grade according to manufacturer and DIN ISO 1940, table 1: turbine and generator

eper   = 2.5 mm/s

G2.5

Balance quality grade for calculation according to DIN 4024: turbine and generator

eper   = 6.3 mm/s

G6.3

According to DIN ISO 1940 the unbalanced forces are calculated as follows: Uper = eper    2   fm  L / g

(permissible residual unbalance)

where: L fm  = m = 2  fm g  10 m/s²

(rotating weight) (rotational speed) (angular frequency) (gravitational constant)

Distribution of unbalanced forces: machine

node

generator generator turbine turbine

3001 3002 3003 3004

e* [mm/s] 6.3 6.3 6.3 6.3

fm [Hz] 50 50 50 50

L [kN] 230 230 145 145

U [kN] 46 46 29 29

If eigenvalues are located within a range of  5% of the operating frequencies, acc. to DIN 4024 forced vibrations have to be calculated in resonance for the both adjacent natural frequencies.


BUSHAN STEEL LTD.

Page 24


Rev. 1

2.3.2 Superposition of Theoretical Amplitudes Amplitudes are determined for the following nodal points: bearing 1 to 4:

nodal points 3001 to 3004

The vibrational amplitudes at bearing points from single-force excitation are determined by using the SRSS-method:

Ai ,eff = Ai,1  Ai,2  ......  Ai,n 2

with

2

2

Ai,k = Amplitude at bearing point i from excitation with the force k k = 1, 2, 3 ... n

2.3.3 Frequency Response of Amplitudes The excitation at the different bearing points from 40 Hz to 60 Hz in steps of 0.10 Hz results in the frequency responses of amplitudes at the above mentioned nodal points. The constant unbalance force between 40 Hz and 60 Hz is calculated as follows: Uper (f) = Uper (fm)= eper    2  fm L / g Unbalanced Forces

U(f)/Uperm

100%

50%

0% 20

30

40

50

60

70

80

f [Hz]

The superposition is performed in the same way as described in section (2.3.2). The maximum r.m.s. velocity at operational speed (f = 50 Hz 5%) has been calculated to max veff = 0.9 mm/s

< 3.8 mm/s

at 47.5 Hz

For comments on the results refer to clause (1.8). The plot of the resulting frequency responses is presented below.


BUSHAN STEEL LTD.

Page 25


Rev. 1

SRSS-superposition of the vibration velocity in the range of 40 to 60 Hz

Frequency Response (SRSS) 0.0060 3001 - V2 eff. 3002 - V2 eff. 3003 - V2 eff. 3004 - V2 eff. zone A/B

r.m.s. velocity veff [m/s]

0.0050

3001 - V3 eff. 3002 - V3 eff. 3003 - V3 eff. 3004 - V3 eff.

0.0040

0.0030

0.0020

0.0010

0.0000 40

45

50

55

frequency f [Hz]


60


2.4

Page 26 Rev. 1

Dynamic Element Loads due to Unbalance

The dynamic forces are taken into account by use of the natural mode method acc. to DIN 4024, part 1, sect. 5.4.3 under consideration of the manufacturer’s design recommendations. Internal forces are calculated for a steady-state excitation of those natural modes which are in a range of the operating speed fm  10%, i. e. between 45 Hz and 55 Hz. The maximum vibrational amplitudes at malfunctioning states can be estimated to be less than the six fold half-peak amplitudes at normal operation. max veff = 6 * 3.8 mm/s = 22.8 mm/s max s = max veff * 2 / (2 f) = 22.8 mm/s * 2 / (314/s) = 102 µm  0.10 mm The internal forces and moments due to dynamic excitation therefore are calculated from the natural mode shapes, which are scaled to a maximum displacement of 100 µm.



Page 27 Rev. 1

3 STATIC ANALYSIS 3.1

General

The structural analysis of the foundation is performed on the following pages. The calculation model is identical to that of the dynamical analysis.

3.2

Compilation of Load Cases

The following load cases will be considered: load case description 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37

dead load machine load condenser load live load 5 kN/m² operational torque thermal forces X thermal forces Y thermal forces Z vertical pipe forces (+/-Z) horizontal pipe forces (+/-X) horizontal pipe forces (+/-Y) erection load erection load loss of blade (+/-Y) loss of blade (+/-Z) short circuit seismic load +/-X seismic load +/-Y seismic load +/-Z seismic X + 0.3 Y + 0.3 Z seismic X + 0.3 Y - 0.3 Z seismic X - 0.3 Y + 0.3 Z seismic X - 0.3 Y - 0.3 Z seismic Y + 0.3 X + 0.3 Z seismic Y + 0.3 X - 0.3 Z seismic Y - 0.3 X + 0.3 Z seismic Y - 0.3 X - 0.3 Z seismic Z + 0.3 X + 0.3 Y seismic Z + 0.3 X - 0.3 Y seismic Z - 0.3 X + 0.3 Y seismic Z - 0.3 X - 0.3 Y dynamic loads mode 12 dynamic loads mode 14 dynamic loads mode 14 dynamic loads mode 15 dynamic loads mode 16 dynamic loads mode 17

Load cases 1 to 11 represent operating conditions and load cases 12 and 13 consider erection condition as well as load cases 14 to 37 emergency situations. GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420


3.3

Page 28 Rev. 1

Description of the Single Load Cases

3.3.1 Load Case 1 - Dead Load Foundation The dead weight of the concrete structure will be automatically calculated by the program taking cross-sectional area, beam element length, plate element area and thickness as well as specific weight of corresponding material group into account. The machine masses have been eliminated for this load case. total weight of concrete: G = 12286 kN


BUSHAN STEEL LTD.

Page 29


Rev. 1

3.3.2 Load Case 2 – Machine Loads The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global z-direction : machine weight node Fz no. kN 1101 -175 1102 -175 1103 -175 1104 -175 1105 -175 1106 -175 1107 -175 1108 -175 1109 -175 1110 -175 1111,1112 -313 1113,1114 -313 1115 -63 1116 -63 1117

generator loads position C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15

turbine loads position E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 E15 E16 E17

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

machine weight Fz kN -314.2 -314.2 -85.8 -85.8 -85.8 -85.8 -85.8 -85.8 -85.8 -85.8 -85.8 -85.8 -85.8 -85.8

 Fz = -4160 kN

load resultant: V2 L2 C1 G3

85.8 85.8 85.8 85.8 85.8 85.8

85.8 85.8 85.8 85.8 85.8 85.8

175.

63. Z Y

175.

175.

175. 175. 156.5 175. 63. 156.5 175. 175.

156.5 314.2 156.5 314.2 175. 175.

X


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Page 30


Rev. 1

3.3.3 Load Case 3 – Condenser Loads The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global z-direction : turbine loads position E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 E15 E16 E17

load resultant:

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

condenser forces Fz kNm

-47.6 -47.6 -47.6 -47.6 -47.6 -47.6 -47.6 -47.6 -47.6 -47.6 -47.6 -47.6

 Fz = -571 kN

V2 L3 C1 G3

47.6 47.6 47.6 47.6 47.6 47.6

47.6 47.6 47.6 47.6 47.6 47.6

Z Y

X


BUSHAN STEEL LTD.

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Rev. 1

3.3.4 Load Case 4 – Live Load A live load of p = 5.0 kN/m² is considered acc. to DIN 4024. The load is applied to all plate elements as an uniformly distributed pressure load in negative z-direction load resultant:

V2 L4 C1 G3

 Fz = -1077 kN

5.5. 5.5. 5.5. 5.5. 5.5. 5.5. 5.5. 5. 5. 5.5. 5.5.5. 5.5.5.5.5. 5.5. 5.5. 5. 5. 5. 5.5. 5.5. 5. 5.5.5.5.5. 5.5. 5.5. 5.5. 5.5. 5 . 5. 5. 5. 5.5. 5. 5 . 5. 5.5.5.5.5.5.5. 5.5. 5. 5.5.5.5. 5.5.5. 5.5. 5. 5.5.5. 5. 5.5.5.5. 5.5.5.5.5.5. 5.5.5.5. 5.5.5. 5.5. 5. 5. 5. 5. 5. 5. 5.5. 5.5.5. 5. 5.5.5.5.5. 5.5.5. 5. 5. 5.5. 5. 5.5. 5. 5. 5.5.5.5. 5. 5. 5. 5.5. 5. 5. 5. 5. 5.5. 5.5.5. 5.5.5.5.5. 5.5.5. 5. 5.5. 5.5. 5.5.5.5. 5.5. 5. 5 . 5. 5. 5. 5 . 5. 5. 5. 5. 5. 5. 5.5.5.5.5.5. 5. 5.5.5.5. 5. 5. 5. 5. 5. 5. 5. 5.5. 5. 5.5. 5.5.5. 5.5.5.5.5. .5.5.5.5. 5.5. 5.5. 5.5.5.5.5. 5. 5.5.5.5.5.5.5.5.5 5. 5. 5.5. 5. 5. 5. 5. 5. 5. 5. 5.5.5.5. 5. 5.5.5.5.5.5. . .5.5.5. 5. 5.5.5. 5.5.5.5. 5. 5. 5.5.5.5 5 5.5. 5. 5. 5. 5. 5. 5. 5. 5. 5 . 5. 5. 5. 5. 5. 5.5.5. 5.5.5. 5. 5. 5.5.5.5. 5. 5.5.5.5. 5.5. 5.5. 5.5. 5 . 5. 5. 5. 5. 5. 5. 5.5.5. 5. .5.5.5.5. 5.5.5.5.5. 5. 5.5. 5.5.5. 5. 5. 5.5.5.5 5.5. 5.5. 5.5. 5.5. 5.5.5. 5.5. 5.5.5.5.5.55..55 .5 . .5.5. 5. 5.5. 5.5.5.5.5.5.5. 5.5. 5. 5.5. 5.5. 5.5. 5.5. 5.5. 5.5 5.5. 5.5. 5.5. 5.5. 5. . 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5 . 5. 5. 5. 5. 5. 5. 5. 5.5.5. 5.5.5.5.5.5. 5.5.5. 5.5.5.5.5. 5.5. 5.5. 5. 5. 5.5.5.5.5.5.5. 5.5.5.5.5.5.5. 5.5. 5.5. 5.5. 5.5. 5.5.5. 5.5.5.5. 5. 5.5. 5. 5. 5. 5.5. 5.5. 5.5.5.5.5.5.5.5. 5.5. 5.5. 5.5.5.5.5. 5.5. 5.5. 5.5. 5.5. 5.5. 5.5. 5.5.5. 5.5.5.5.5. 5.5. 5.5. 5. 5.5.5.5.5. 5. 5.5. 5.5. 5.5.5.5.5.5.5. 5.5. 5.5. 5. 5. 5. 5. 5. 5. 5. 5. 5 . 5.5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5 . 5. 5. 5. 5. 5. 5.5.5.5. 5. 5.5.5. 5. 5. 5. 5. 5.5.5.5.5. 5. 5. 5. 5.5.5. 5. 5.5.5.5. 5.5.5.5.5.5. 5.5.5.5. 5.5. 5.5. 5. 5. 5. 5. 5 . 5.5. 5.5. 5.5. 5.5.5.5.5.5.5.5. 5. 5. 5. 5 . 5 . 5. 5. 5. 5. 5. 5. 5. 5. 5. 5 . 5.5.5.5.5. 5. 5.5.5.5. 5.5.5.5.5.5.5.5.5. 5.5. 5. 5. 5.5. 5. 5. 5.5. 5.5. 5.55..55. 5.5.5.5.5. 5.5.5.5.5.5.5.5.5.5. .5.5. 5.5. 5.5. 5.5.5.5. 5. 5.5. 5.5. 5.5. 5.5.5. 5.5.5. 5. 5.5. 5.5. 5. 5.5. 5. 5. 5 . 5. 5. 5.5.5. 5. 5.5.5.5.5.5. . 5.5.5.55 5.5. 5. 5.5. 5.5. 5.5. 5.5. 5.5.5.5.5.5.5. 5.5.5. 5. .5. 5.5. 5.5. 5. 5. 5. 5. 5. 5.5. 5.5. 5.5.5. 5.5.5.5. 5.5.5. 5.5.5. 5.5. 5.5. 5. 5.5. 5. 5.5.5.5.5.5.5.5.5.5.5. 5. 5.5. 5.5.5.5. 5.5. 5.5.5. 5.5.5.5.5.5. 5.5.5.5.5.5.5.5.5.5.5. 5.5.5.5.5. 5.5. 5.5. 5.5. 5.5.5.5.5.5.5.5. 5.5. 5.5.5.5.5. 5.5. 5. 5. 5.5.5. 5. 5. 5.5. 5. 5.5.

Z Y

X


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Rev. 1

3.3.5 Load Case 5 – Power Torque The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global z-direction : generator loads position C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15

load resultant:

turbine loads

torque

node no. 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111,1112 1113,1114 1115 1116 1117

Fz kN 27.9 -27.9 27.9 -27.9 27.9 -27.9 27.9 -27.9 27.9 -27.9

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

position E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 E15 E16 E17

torque Fz kN -134.9 134.9 -7.2 7.2 -7.2 7.2 -7.2 7.2 -7.2 7.2 -7.2 7.2 -7.2 7.2

 Mx  0

V2 L5 C1 G3

134.9

27.9

27.9

27.9

27.9

27.9

7.27.2 7.27.2 7.2 7.2

7.27.2 7.27.2 7.2 7.2

134.9

27.9

27.9

27.9

27.9

27.9

Z Y

X


BUSHAN STEEL LTD.

Page 33


Rev. 1

3.3.6 Load Case 6 – Thermal Forces X The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global x-direction, taking into account moments due to vertical eccentricity: generator loads position C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15

node no. 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111,1112 1113,1114 1115 1116 1117

thermal forces X Fx kN -112 -112 -112 -112 -112 -112 -112 -112 -112 -112 1570 -224 -112 -112

turbine loads

My=Fx*ez kNm -157 -157 -157 -157 -157 -157 -157 -157 -157 -157 2198 -314 -157 -157


thermal forces X

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

Fx kN -21.8 -21.8 -21.5 -21.5 -21.5 -21.5 -21.5 -21.5 21.5 21.5 21.5 21.5 21.5 21.5 86.2 86.2

My=Fx*ez kNm -61 -61 -30 -30 -30 -30 -30 -30 30 30 30 30 30 30 121 121

V2 L6 C1 G6

21.5 21.5 21.5 86.2 30. 30. 30. 121. 21.5 21.5 21.5 30. 30. 30. 785. 21.8 785. 61. 21.8 61.

1099. 1099. 112. 157. 112. 157. 112. 157. 112. 112. 157. 112. 157. 157. 112. 112. 157. 112. 112. 157. 157. 112. 112. 157. 112. 157. 157.157. 157. 112.

21.5 21.5 21.5 86.2 30. 30. 30. 121. 21.5 21.5 21.5 30. 30.30.

Z Y

X


BUSHAN STEEL LTD.

Page 34


Rev. 1

3.3.7 Load Case 7 – Thermal Forces Y The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global y-direction, taking into account moments due to vertical eccentricity: generator loads position C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15

node no. 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111,1112 1113,1114 1115 1116 1117

thermal forces Y Fy kN 112 -112 112 -112 112 -112 112 -112 112 -112 393 224 -112 -112 -393

Mx=-Fy*ez kNm -157 157 -157 157 -157 157 -157 157 -157 157 -550 -314 157 157 550


node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

thermal forces Y Fy kN

Mx=-Fy*ez kNm

21.5 -21.5 21.5 -21.5 21.5 -21.5 21.5 -21.5 21.5 -21.5 21.5 -21.5

-30 30 -30 30 -30 30 -30 30 -30 30 -30 30

V2 L7 C1 G6

21.5 21.5 21.5 21.5 21.5 21.5 21.5 30. 30.30. 30. 30. 30. 30. 112. 196.5 112. 196.5 112. 157. 112. 275. 157. 112. 157. 275. 157. 112. 157. 157. 112. 550. 157. 112. 112. 157. 157. 112. 157. 112. 157. 112. 157. 112. 157.157. 112. 393.

30. 30.30. 30. 21.5 30. 21.5 30. 30. 21.5 21.5 21.5 21.5 21.5

Z Y

X


BUSHAN STEEL LTD.

Page 35


Rev. 1

3.3.8 Load Case 8 – Thermal Forces Z The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global z-direction, taking into account moments due to vertical eccentricity:


node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

thermal forces Z Fz kN

My kNm -49.7 -49.7

6.9 6.9

-6.9 -6.9

V2 L8 C1 G6 6.9

6.9

6.9

49.7 49.7

6.9

Z Y

X


BUSHAN STEEL LTD.

Page 36


Rev. 1

3.3.9 Load case 9 – Pipe Forces X The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global x-direction, taking into account moments due to vertical eccentricity. For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. turbine loads position E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 E15 E16 E17

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

pipe forces X Fx kN

My=Fx*ez kNm

82.5 82.5

116 116

V2 L9 C1 G6

82.5 116.

82.5 116.

Z Y

X


BUSHAN STEEL LTD.

Page 37


Rev. 1

3.3.10 Load case 10 – Pipe Forces Y The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global y-direction, taking into account moments due to vertical eccentricity: For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. turbine loads position E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 E15 E16 E17

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

pipe forces Y Fy kN 31.3 31.3

Mx=-Fy*ez kNm -88 -88

102.5

-103

V2 L10 C1 G6

102.5

103.

31.3 31.3 88. 88.

Z Y

X


BUSHAN STEEL LTD.

Page 38


Rev. 1

3.3.11 Load case 11 – Pipe Forces Z The loads are taken from SIEMENS doc. n° 1CSD420784. They are distributed as single loads acting on nodal points in global z-direction. For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. turbine loads position E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 E15 E16 E17

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

pipe forces Z Fz kN 98.4 98.4 37.2 37.2 11 11 11 11 11 11 11 11 11 11 37.2 37.2

V2 L11 C1 G6 37.2 11. 37.2 11.11.11. 11. 98.4 98.4

37.2 11. 37.2 11.11.11. 11.

Z Y

X


BUSHAN STEEL LTD.

Page 39


Rev. 1

3.3.12 Load case 12 - Erection load The loads are taken from SIEMENS drawing n° 0-13100-B6151. They are distributed as single loads acting on nodal points in global directions : generator loads

erection loads

node no. 1101 1102 1109 1110

position C1 C2 C9 C10

Fx kN -625 -625 625 625

My=Fx*ez kNm -875 -875 875 875

turbine loads

E3 E4 E13 E14

Mx=-Fy*ez kNm -875 875 -875 875

erection loads

node no. 1203 1204 1213 1214

position

Fy kN 625 -625 625 -625

Fx kN -257 -257 257 257

My=Fx*ez kNm -360 -360 360 360

Fy kN 257 -257 257 -257

Mx=-Fy*ez kNm -360 360 -360 360

V2 L18 C1 G6

257. 257. 257. 360. 625.

360. 360. 360.

625.

875. 625.

625. 875.

875. 625. 875.

875. 625.

Z Y

875.

257.

360.

257.

360. 257. 360.

875. 625.

625. 875.

X


257. 360. 257.

BUSHAN STEEL LTD.

Page 40


Rev. 1

3.3.13 Load case 13 - Erection load The loads are taken from FREIGHT WINGS drawings. They are distributed as single loads acting on nodal points in global directions : Generator crane: Turbine crane:

Fz = 2305 kN Fz = 2176 kN

V2 L13 C1 G3

1088. 1088.

Z Y

1152.5 X

1152.5


BUSHAN STEEL LTD.

Page 41


Rev. 1

3.3.14 Load case 14 - Loss of blade Y The loads are taken from SIEMENS doc. n° 1CSD420784. For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. turbine loads position E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 E15 E16 E17

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

loss of blade Y Fy kN 1269.5 1269.5

Mx=-Fy*ez kNm -3555 -3555

5903.1

-5903

Fz kN -2724.2 2724.2

V2 L12 C1 G6

5903.1

1269.5

2724.2

5903.

1269.5 3555. 2724.2 3555.

Z Y

X


BUSHAN STEEL LTD.

Page 42


Rev. 1

3.3.15 Load case 15 - Loss of blade Z The loads are taken from SIEMENS doc. n° 1CSD420784. For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. turbine loads position E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 E15 E16 E17

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

loss of blade Z Fz kN 1269.5 1269.5 491.9 491.9 491.9 491.9 491.9 491.9 491.9 491.9 491.9 491.9 491.9 491.9

V2 L13 C1 G6

491.9 491.9 491.9 491.9 491.9 491.9

491.9 491.9 491.9 491.9 491.9 491.9 1269.5 1269.5

Z Y

X


BUSHAN STEEL LTD.

Page 43


Rev. 1

3.3.16 Load case 16 - Short circuit (±) The loads are taken from SIEMENS drawing n° 1CSD420784. According to DIN 4024, chapter 5.5.2, the loads have to be increased by a factor of 1.7! They are distributed as single loads acting on nodal points in global z-direction : For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. generator loads position C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15

short circuit

node no. 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111,1112 1113,1114 1115 1116 1117

Fz kN 344.3 -344.3 344.3 -344.3 344.3 -344.3 344.3 -344.3 344.3 -344.3

1.7*Fz kN 585 -585 585 -585 585 -585 585 -585 585 -585

V2 L14 C1 G6

585.

585.

585.

Z Y

X

585.

585.

585.

585.

585.

585.

585.


BUSHAN STEEL LTD.

Page 44


Rev. 1

3.3.17 Load case 17 - Seismic load X Relevant machine loads caused by seismic activities are taken from SIEMENS drawing n° 1CSD420784. The dead load of foundation is considered by multiplying with the horizontal seismic acceleration coefficient = 0.200  g as determined in clause [1.9] of the present paper. All loadings are acting in global x-direction. For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. generator loads position C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15

node no. 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111,1112 1113,1114 1115 1116 1117

seismic loads X Fx kN 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.1 51.3 34.2 17.1 17.1

turbine loads

My=Fx*ez kNm 24 24 24 24 24 24 24 24 24 24 72 48 24 24

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217


seismic loads X Fx kN 123.1 123.1

V2 L15 C1 G6

123.1 345.

123.1

345. 17.1 25.65 17.1 24. 36. 25.65 17.1 17.124. 36. 17.1 24. 17.1 24. 17.1 24. 17.1 17.124. 24. 17.1 17.1 24. 17.1 17.124. 24. 17.1 24. 24. 24. 24. Z Y

X


My=Fx*ez kNm 345 345

BUSHAN STEEL LTD.

Page 45


Rev. 1

3.3.18 Load case 18 - Seismic load Y Relevant machine loads caused by seismic activities are taken from SIEMENS drawing n° 1CSD420784. The dead load of foundation is considered by multiplying with the horizontal seismic acceleration coefficient = 0.200  g as determined in clause [1.9] of the present paper. All loadings are acting in global y-direction. For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. generator loads position C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15

seismic loads Y

node no. 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111,1112 1113,1114 1115 1116 1117

Fy kN 16.2 16.2 16.2 16.2 16.2 16.2 16.2 16.2 16.2 16.2 48.5 32.3 16.2 16.2 16.2

turbine loads

Mx=-Fy*ez kNm -23 -23 -23 -23 -23 -23 -23 -23 -23 -23 -68 -45 -23 -23 -23


seismic loads Y

node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

Fy kN 36.5 36.5

Mx=-Fy*ez kNm -102 -102

119.7

-120

V2 L16 C1 G6

119.7

120.

36.5

16.2

16.2

16.2

16.2 23.

24.3 24.3 102.

34.516.2 16.2 34.5 16.2 16.2 23. 16.2 23. 16.2 16.2 16.2 23. 16.216.2 23. 23. 23. 23. 23. 23. 23. 23. 23. 16.2

23.

23.

36.5

102.

Z Y

X


BUSHAN STEEL LTD.

Page 46


Rev. 1

3.3.19 Load case 19 - Seismic load Z Relevant machine loads caused by seismic activities are taken from SIEMENS drawing n° 1CSD420784. The dead load of foundation is considered by multiplying with the horizontal seismic acceleration coefficient = 0.133  g as determined in clause [1.9] of the present paper. All loadings are acting in global z-direction. For determination of design forces the internal forces caused by this load case have to be considered with alternating signs. generator loads position C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15

node no. 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111,1112 1113,1114 1115 1116 1117

seismic loads Z Fz kN 16.6 16.6 16.6 16.6 16.6 16.6 16.6 16.6 16.6 16.6 33.2 33.2 16.6 16.6


node no. 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216 1217

seismic loads Z Fz kN 78.4 78.4 30.6 30.6 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 30.6 30.6

V2 L17 C1 G6 30.6 30.6 2.92.9 2.9 2.9

78.4 78.4

16.6

16.6

16.6 16.6 16.616.6

16.6

16.6

16.6

16.6

16.6

16.6

16.6 16.6 16.6

30.6 30.6 2.92.9 2.92.9

16.6

Z Y

X



Page 47 Rev. 1

3.3.20 Load Case 20 to 31 – Seismic Combinations Seismic forces are combined for ±100% acceleration in one direction and ±30% in the other two orthogonal directions. The according superpositions of load case 16 to 18 are stored as load case numbers 19 to 30.

3.3.21 Load Case 32 to 37 – Dynamic Loads at Malfunctional States The displacements and internal forces and moments which result from the excitation of the natural modes of vibration are stored as load case 32 to 37. For the scaling of the mode shapes to maximum amplitudes refer to clause 2.4.


BUSHAN STEEL LTD.

Page 48


3.4

Rev. 1

Superposition of Load Cases

For the determination of design load cases the single load cases are taken into account acc. to the following superposition schema. For operational loads a unique safety factor of  = 1.50 acc. to IS 456 has been used which envelopes the factors defined in DIN 1045-1. For emergency load combinations a reduced factor of  = 1.00 can be considered for all related load cases acc. to DIN 1045-1.

load case description 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37

type

dead load machine load condenser load live load 5 kN/m² operational torque thermal forces X thermal forces Y thermal forces Z vertical pipe forces (+/-Z) horizontal pipe forces (+/-X) horizontal pipe forces (+/-Y) erection load erection load loss of blade (+/-Y) loss of blade (+/-Z) short circuit seismic load +/-X seismic load +/-Y seismic load +/-Z seismic X + 0.3 Y + 0.3 Z seismic X + 0.3 Y - 0.3 Z seismic X - 0.3 Y + 0.3 Z seismic X - 0.3 Y - 0.3 Z seismic Y + 0.3 X + 0.3 Z seismic Y + 0.3 X - 0.3 Z seismic Y - 0.3 X + 0.3 Z seismic Y - 0.3 X - 0.3 Z seismic Z + 0.3 X + 0.3 Y seismic Z + 0.3 X - 0.3 Y seismic Z - 0.3 X + 0.3 Y seismic Z - 0.3 X - 0.3 Y dynamic loads mode 12 dynamic loads mode 14 dynamic loads mode 14 dynamic loads mode 15 dynamic loads mode 16 dynamic loads mode 17

load case types:

G Q W A M

G G Q Q Q W W W W W W M M A A A A A A A A A A A A A A A A A A A A A A A A

design combination operation erection emergency f f f 0.90 / 1.50 0.90 / 1.50 1.00 0.90 / 1.50 0.90 / 1.50 1.00 1.50 1.50 1.00 1.50 1.50 1.00 1.50 1.00 1.50 1.00 1.50 1.00 1.50 1.00 1.50 1.00 1.50 1.00 1.50 1.00 1.50 1.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

permanent load non-permanent load non-permanent load with alternating signs () alternative load with alternating signs () erection load, alternative to all other non-permanent loads


BUSHAN STEEL LTD.

Page 49


Rev. 1

This procedure leads to the following 48 design load cases: LC X01: LC X02: LC X03: LC X04: LC X05: LC X06: LC X07: LC X08: where:

max nxx max nyy max nxy max qxz max mxx max myy max mxy max qyz

LC X09: LC X10: LC X11: LC X12: LC X13: LC X14: LC X15: LC X16:

min nxx min nyy min nxy min qxz min mxx min myy min mxy min qyz

X=1 for operation combination X=2 for erection combinations X=3 for emergency combinations



3.5

Page 50 Rev. 1

Design Forces and Moments 

The reinforcement design is performed within the local coordinate system of the plate elements.



The local coordinate systems corresponds to the global coordinates, i. e. the local z-axis is directed upwardly.



The maximum required reinforcement for the load cases mentioned in clause (3.4) will be determined.



The sign convention of the internal forces for plate elements is shown below (acc. to DIN 1080).

Sign convention of internal plate forces & moments:

The distributions of the calculated maximum und minimum plate moments mxx and myy are shown exemplarily on the following pages.



Page 51 Rev. 1

3.5.1 Design Moments due to Operational Combinations plate moments mxx V5 C1 G3

2098. 1913. 1727. 1542. 1357. 1172. 987. 801.9 616.8 431.7 246.6 61.51 -123.6 -308.7 Y

-493.8

Z X Output Set: MAX Mxx Contour: Plate X Moment

V5 C1 G3

-678.9 -864.

618.1 378. 138. -102.1 -342.2 -582.2 -822.3 -1062. -1302. -1542. -1783. -2023. -2263. -2503. Y

-2743.

Z X Output Set: MIN Mxx Contour: Plate X Moment


-2983. -3223.


Page 52 Rev. 1

plate moments myy V5 C1 G3

329.8 194.5 59.12 -76.24 -211.6 -347. -482.3 -617.7 -753. -888.4 -1024. -1159. -1294. -1430. Y

-1565.

Z X Output Set: MAX Myy Contour: Plate Y Moment V5 C1 G3

-1701. -1836.

105. -202.1 -509.2 -816.3 -1123. -1430. -1738. -2045. -2352. -2659. -2966. -3273. -3580. -3887. Y

-4194.

Z X Output Set: MIN Myy Contour: Plate Y Moment


-4501. -4809.


Page 53 Rev. 1

3.5.2 Design Moments due to Erection Combinations plate moments mxx V5 C1 G3

2911. 2662. 2413. 2164. 1915. 1667. 1418. 1169. 919.9 670.9 422. 173.1 -75.78 -324.7 Y

-573.6


V5 C1 G3

-822.5 -1071.

810.4 379.9 -50.59 -481.1 -911.6 -1342. -1773. -2203. -2634. -3064. -3495. -3925. -4356. -4786. Y

-5217.



-5647. -6078.


Page 54 Rev. 1


600.3 438. 275.6 113.3 -49.01 -211.3 -373.7 -536. -698.3 -860.6 -1023. -1185. -1348. -1510. Y

-1672.


-1835. -1997.

154.5 -139.7 -433.9 -728.2 -1022. -1317. -1611. -1905. -2199. -2494. -2788. -3082. -3376. -3671. Y

-3965.



-4259. -4553.


Page 55 Rev. 1

3.5.3 Design Moments due to Emergency Combinations plate moments mxx V5 C1 G3

3820. 3562. 3305. 3048. 2791. 2534. 2277. 2020. 1763. 1505. 1248. 991.1 734. 476.9 Y

219.7


V5 C1 G3

-37.41 -294.5

400.9 -17.15 -435.2 -853.3 -1271. -1689. -2107. -2526. -2944. -3362. -3780. -4198. -4616. -5034. Y

-5452.



-5870. -6288.


Page 56 Rev. 1


2117. 1906. 1695. 1484. 1272. 1061. 849.6 638.3 426.9 215.6 4.326 -207. -418.3 -629.6 Y

-840.9


-1052. -1264.

18.18 -340.7 -699.6 -1058. -1417. -1776. -2135. -2494. -2853. -3212. -3571. -3929. -4288. -4647. Y

-5006.



-5365. -5724.

BUSHAN STEEL LTD.

Page 57


3.6

Rev. 1

Design of Reinforcement

The foundation plate is designed for the maximum values of internal forces, which are determined as described in clause (3.4).

3.6.1 Building materials Concrete:

Grade (IS 456 - 2000) Compressive strength Design strength Static modulus of elasticity Density of reinforced concrete Poisson’s ratio

M 35 fck = 35 N/mm² fcd = 23.45/ 1.5 = 15.6 N/mm² Ec = 29580 MN/m²  = 25 kN/m³  = 0.20

Reinforcing Steel:

Grade (IS 1786 - 1985) Yield strength Design strength Modulus of elasticity

Fe 415 fyk = 415 MN/m² fyd = 415 MN/m² / 1.15 = 360 N/mm² 210000 MN/m²

3.6.2 Calculation method The reinforcement design is performed according to the German standard DIN 1045-1. The design forces of the different reinforcement layers are calculated acc. to the method of Baumann (3). First the internal forces and moments are converted to normal forces in both outer layers (+z/-z) of the plate. The static height is conservatively assessed as d  h – 0.10m. Tensile forces Zx, Zy in the reinforcement directions and a resulting compression force of the concrete result from equilibrium conditions. The required reinforcement then can be calculated as: asx(+z) = Zx(+z) / fyd asx(-z) = Zx(-z) / fyd

asy(+z) asy(-z)

= Zy(+z) / fyd = Zy(-z) / fyd

The shear reinforcement design is performed by use of the design shear force VEd,sy = qz =  (qxz² + qyz²) The inclination angle of the compressive forces can be assessed acc. to DIN 1045-1 as  = 45° or cot  = 1.0 respectively. The required shear (stirrup) reinforcement then results to: asst = asw/sw = w = vEd,sy / (fyd * z) The results of the calculation showing the required reinforcement for each element of the foundation plate are graphically shown by plots on the following pages.



Page 58 Rev. 1

3.6.3 Required Reinforcement Longitudinal Reinforcement V5 C1 G3

93.35 87.52 81.69 75.85 70.02 64.19 58.36 52.52 46.69 40.86 35.03 29.19 23.36 17.53 Y

11.7

Z X Output Set: REINFORCEMENT ENVELOPE Contour: Top layer As,x [cm²/m] V5 C1 G3

5.864 0.0316

89.75 84.16 78.58 72.99 67.41 61.82 56.24 50.65 45.07 39.48 33.9 28.31 22.73 17.14 Y

11.56

Z X Output Set: REINFORCEMENT ENVELOPE Contour: Bottom layer As,x [cm²/m]


5.972 0.387


Page 59 Rev. 1

Transversal Reinforcement V5 C1 G3

123.7 116. 108.3 100.5 92.8 85.07 77.34 69.61 61.87 54.14 46.41 38.68 30.95 23.22 Y

15.48

Z X Output Set: REINFORCEMENT ENVELOPE Contour: Top layer As,y [cm²/m] V5 C1 G3

7.753 0.0215

67.15 62.99 58.83 54.67 50.51 46.35 42.19 38.04 33.88 29.72 25.56 21.4 17.24 13.08 Y

8.922

Z X Output Set: REINFORCEMENT ENVELOPE Contour: Bottom layer As,y [cm²/m]


4.763 0.603


Page 60 Rev. 1

Stirrup Reinforcement V5 C1 G3

129.1 121.1 113.2 105.2 97.26 89.31 81.36 73.4 65.45 57.5 49.55 41.59 33.64 25.69 Y

17.74

Z X Output Set: REINFORCEMENT ENVELOPE Contour: Stirrups As,Q [cm²/m²]


9.783 1.831


3.6.4 Chosen reinforcement minimum reinforcement cross-wise reinforcement on lower side d = 28 mm, e = 15 cm, as = 41.0 cm²/m cross-wise reinforcement on upper side d = 25 mm, e = 15 cm, as = 32.7 cm²/m cross-wise reinforcement on vertical faces d = 20 mm, e = 15 cm, as = 20.9 cm²/m supplementary reinforcement of longitudinal beams beside turbine opening longitudinal reinforcement on lower side 16 bars d = 28 mm, As = 98 cm²/m longitudinal reinforcement on upper side 6 bars d = 28 mm, As = 37 cm²/m supplementary reinforcement of transverse beams on left side of turbine opening transverse reinforcement on lower side 6 bars d = 25 mm, As = 29 cm²/m supplementary reinforcement of transverse beams on right side of turbine opening transverse reinforcement on upper side (refers to loads from loss of blade Y) 30 bars d = 28 mm, As = 185 cm²/m


Page 61 Rev. 1

BUSHAN STEEL LTD.

Page 62


Rev. 1

4 S P R I NG F O R C E S 4.1

Spring Forces and Deflections

Load case 1 (dead load foundation) and load case 2 (machine loads) are taken into account. The support reactions are taken from the Appendix (clause (5.4.2)): column no.

A1 B1 C1 D1 A2 B2 C2 D2

nodal spring LC 1 point stiffness dead load Kv Fz uz KN/mm kN mm 4001 103.38 1221 11.8 4002 206.76 2255 10.9 4003 206.76 2090 10.1 4004 68.92 739 10.7 4005 103.38 1161 11.2 4006 206.76 2129 10.3 4007 206.76 1980 9.6 4008 68.92 712 10.3 total 1171.6 12286 10.6

LC 2 machine load Fz uz kN mm 348 3.4 749 3.6 754 3.6 229 3.3 345 3.3 747 3.6 760 3.7 228 3.3 4160 3.5

LC 3 LC 1+2+3 load horiz. condenser load permanent load capacity load Fz uz Fz uz Fnom Fh kN mm kN mm kN kN -37 -0.4 1532 14.8 2274 171 39 0.2 3043 14.7 4548 341 164 0.8 3007 14.5 4548 341 120 1.7 1088 15.8 1516 114 -37 -0.4 1470 14.2 2274 171 39 0.2 2915 14.1 4548 341 164 0.8 2904 14.0 4548 341 119 1.7 1059 15.4 1516 114 571 0.6 17017 14.7 25772

Description of the used abbreviations in the upper table: kv F u

4.2

= vertical stiffness per spring supported = bearing force = static deflections

Loads on Substructure

To consider short-time loadings resulting from extraordinary load conditions at maintenance, emergency etc. the nominal load capacity of the spring units should be used for the design of the substructure (refer to next to last column in table above). In horizontal direction ca. 9.3 % of the permanent load (i. e. ca. 7.5 % of the nominal load capacity) should be used. This value is based on a response reduction factor of the substructure of R = 3.0 (cp. cl. (1.9)). The horizontal loads are to be considered in both horizontal directions with alternating sign.



5 APPENDIX 5.1

Data sheets of spring units


Seite 1001 Rev. 1



Seite 1002 Rev. 1


5.2

Files of Dynamic Analysis

5.3

Files of Dynamic Analysis

Seite 1003 Rev. 1

5.3.1 Input File of Modal Extraction START 10. **********************************************************************X Written by : Femap with NX Nastran X Version : 10.02 X From Model : D:\projekte\TUM-INDIA\58144 Meramandali\stardyne-rev1X Date : Wed Jun 22 14:54:42 2011 X ********************************************************************** MATLG,1,M35,36500000.,0.2,25.,1.E-5,0.01 MATLG,10,MASSLESS,36500000.,0.2,0.,0., END NODE, 1, 0., -5.3, 11. NODE, 2, 0.49803921569, -5.3, 11. NODE, 3, 0.99607843137, -5.3, 11. NODE, 4, 1.63, -5.3, 11. NODE, 5, 2.225, -5.3, 11. NODE, 6, 2.6, -5.3, 11. NODE, 7, 3.125, -5.3, 11. NODE, 8, 3.55, -5.3, 11. NODE, 9, 3.98431372549, -5.3, 11. NODE, 10, 4.48235294118, -5.3, 11. NODE, 11, 4.98039215686, -5.3, 11. NODE, 12, 5.47843137255, -5.3, 11. NODE, 13, 5.97647058824, -5.3, 11. NODE, 14, 6.55, -5.3, 11. NODE, 15, 6.97254901961, -5.3, 11. NODE, 16, 7.47058823529, -5.3, 11. NODE, 17, 7.96862745098, -5.3, 11. NODE, 18, 8.46666666667, -5.3, 11. NODE, 19, 9.071, -5.3, 11. NODE, 20, 9.46274509804, -5.3, 11. NODE, 21, 9.7, -5.3, 11. NODE, 22, 10.4588235294, -5.3, 11. NODE, 23, 10.875, -5.3, 11. NODE, 24, 11.615, -5.3, 11. NODE, 25, 12.2, -5.3, 11. NODE, 26, 12.86, -5.3, 11. NODE, 27, 13.3, -5.3, 11. NODE, 28, 13.66, -5.3, 11. NODE, 29, 13.9450980392, -5.3, 11. NODE, 30, 14.36, -5.3, 11. NODE, 31, 14.859, -5.3, 11. NODE, 32, 15.4392156863, -5.3, 11. NODE, 33, 15.937254902, -5.3, 11. NODE, 34, 16.4352941176, -5.3, 11. NODE, 35, 16.9333333333, -5.3, 11. NODE, 36, 17.431372549, -5.3, 11. NODE, 37, 17.859, -5.3, 11. NODE, 38, 18.419, -5.3, 11. NODE, 39, 19.037, -5.3, 11. NODE, 40, 19.655, -5.3, 11. NODE, 41, 19.964, -5.3, 11. NODE, 42, 20.273, -5.3, 11. NODE, 43, 20.891, -5.3, 11. NODE, 44, 21.509, -5.3, 11.


BUSHAN STEEL LTD.

Seite 1004


NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE, NODE,

45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 78, 79, 80, 81, 82, 83, 84, 85, 86, 87, 88, 89, 90, 91, 92, 93, 94, 95, 96, 97, 98, 99, 100, 101, 102, 103, 104, 105,

21.934, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 12.86, 13.3, 13.66, 13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.859, 18.419, 19.037, 19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 22.4117647059, 22.9098039216, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255, 5.97647058824, 6.55, 6.97254901961, 7.47058823529, 7.96862745098, 8.46666666667, 9.071, 9.46274509804, 9.7, 10.4588235294, 10.875, 11.615, 12.2, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 13.66,

Rev. 1 -5.3, -5.3, -5.3, -5.3, -5.3, -5.3, -5.3, -5.3, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.81818181818, -4.405,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


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106, 107, 108, 109, 110, 111, 112, 113, 114, 115, 116, 117, 118, 119, 120, 121, 122, 123, 124, 125, 126, 127, 128, 129, 130, 131, 132, 133, 134, 135, 136, 137, 138, 139, 140, 141, 142, 143, 144, 145, 146, 147, 148, 149, 150, 151, 152, 153, 154, 155, 156, 157, 158, 159, 160, 161, 162, 163, 164, 165, 166,

13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.859, 18.419, 19.037, 19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 22.4117647059, 22.9098039216, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255, 5.97647058824, 6.55, 6.97254901961, 7.47058823529, 7.96862745098, 8.46666666667, 9.071, 9.46274509804, 9.7, 10.4588235294, 10.875, 11.615, 12.2, 12.86, 13.3, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.859, 18.419, 19.037,

Rev. 1 -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.33636363636, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.405, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1006



167, 168, 169, 170, 171, 172, 173, 174, 175, 176, 177, 178, 179, 180, 181, 182, 183, 184, 185, 186, 187, 188, 189, 190, 191, 192, 193, 194, 195, 196, 197, 198, 199, 200, 201, 202, 203, 204, 205, 206, 207, 208, 209, 210, 211, 212, 213, 214, 215, 216, 217, 218, 219, 220, 221, 222, 223, 224, 225, 226, 227,

19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 3.98431372549, 9.7, 10.4588235294, 10.875, 11.615, 12.2, 12.86, 13.3, 13.66, 13.9450980392, 4.48235294118, 4.87, 5.47843137255, 5.97647058824, 6.55, 6.97254901961, 7.47058823529, 7.96862745098, 8.46666666667, 9.071, 9.46274509804, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.87, 9.071, 9.46274509804, 9.7, 10.4588235294, 10.875, 11.615, 12.2, 12.86,

Rev. 1 -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -3.85454545455, -4.105, -4.105, -4.105, -4.105, -4.105, -4.105, -3.754, -3.7, -3.7, -3.7, -3.7, -3.7, -3.7, -3.7, -3.7, -3.7, -3.754, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.7, -3.7, -3.7,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


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Seite 1007



228, 229, 230, 231, 232, 233, 234, 235, 236, 237, 238, 239, 240, 241, 242, 243, 244, 245, 246, 247, 248, 249, 250, 251, 252, 253, 254, 255, 256, 257, 258, 259, 260, 261, 262, 263, 264, 265, 266, 267, 268, 269, 270, 271, 272, 273, 274, 275, 276, 277, 278, 279, 280, 281, 282, 283, 284, 285, 286, 287, 288,

13.3, 13.66, 13.9450980392, 14.36, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 17.859, 21.934, 17.859, 18.419, 19.037, 19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 22.4117647059, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.87, 9.071, 9.46274509804, 9.7, 10.4588235294, 10.875, 11.615, 12.2, 12.86, 13.3, 13.66, 13.9450980392, 14.36, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 11.615, 12.2, 14.859, 12.86, 15.4392156863, 13.3, 13.66, 13.9450980392, 14.36,

Rev. 1 -3.7, -3.7, -3.7, -3.7, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.37272727273, -3.32, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -2.89090909091, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -2.475, -2.475, -3.7, -2.475, -3.7, -2.475, -2.475, -2.475, -2.475,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


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289, 290, 291, 292, 293, 294, 295, 296, 297, 298, 299, 300, 301, 302, 303, 304, 305, 306, 307, 308, 309, 310, 311, 312, 313, 314, 315, 316, 317, 318, 319, 320, 321, 322, 323, 324, 325, 326, 327, 328, 329, 330, 331, 332, 333, 334, 335, 336, 337, 338, 339, 340, 341, 342, 343, 344, 345, 346, 347, 348, 349,

21.934, 22.4117647059, 22.9098039216, 23.4078431373, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 3.98431372549, 9.7, 10.4588235294, 10.875, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 4.48235294118, 4.87, 5.2405, 5.7, 6.55, 7., 7.47058823529, 7.96862745098, 8.3, 9.071, 9.46274509804, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 3.98431372549, 15.937254902, 4.87, 5.2405, 6.55, 7.47058823529, 7.96862745098, 8.96470588235, 9.46274509804, 16.4352941176, 10.4588235294, 10.875, 11.615, 12.86, 13.3, 13.66, 13.9450980392, 14.36, 21.934, 22.4117647059, 22.9098039216, 23.4078431373,

Rev. 1 -2.475, -2.475, -2.475, -2.475, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.40909090909, -2.475, -2.475, -2.475, -2.475, -2.254, -2.254, -2.254, -2.254, -2.254, -2.254, -2.254, -2.254, -2.254, -2.254, -2.254, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -3.7, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -3.37272727273, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


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350, 351, 352, 353, 354, 355, 356, 357, 358, 359, 360, 361, 362, 363, 364, 365, 366, 367, 368, 369, 370, 371, 372, 373, 374, 375, 376, 377, 378, 379, 380, 381, 382, 383, 384, 385, 386, 387, 388, 389, 390, 391, 392, 393, 394, 395, 396, 397, 398, 399, 400, 401, 402, 403, 404, 405, 406, 407, 408, 409, 410,

23.9058823529, 24.4039215686, 24.9019607843, 25.4, 3.55, 3.98431372549, 4.3, 4.87, 5.2405, 5.7, 6.55, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 7., 7.47058823529, 7.96862745098, 8.3, 8.96470588235, 9.46274509804, 9.7, 10.4588235294, 10.875, 21.934, 22.4117647059, 22.945, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 11.615, 12.2, 16.9333333333, 12.86, 17.431372549, 13.3, 13.61, 13.9450980392, 14.36, 21.934, 22.4117647059, 22.945, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 6.55, 7., 7.47058823529, 7.96862745098, 8.3, 8.96470588235, 9.46274509804, 9.7, 10.4588235294,

Rev. 1 -1.92727272727, -1.92727272727, -1.92727272727, -1.92727272727, -1.6, -1.6, -1.6, -1.6, -1.6, -1.6, -1.6, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.44545454545, -1.63, -1.63, -1.63, -1.63, -1.63, -1.63, -1.63, -1.63, -1.23, -1.23, -3.37272727273, -1.23, -3.37272727273, -1.23, -1.23, -1.23, -1.23, -1.14, -1.14, -1.14, -1.14, -1.14, -1.14, -1.14, -1.14, -0.96363636364, -0.96363636364, -0.96363636364, -0.96363636364, -0.96363636364, -0.96363636364, -0.96363636364, -0.96363636364, -0.8,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1010



411, 412, 413, 414, 415, 416, 417, 418, 419, 420, 421, 422, 423, 424, 425, 426, 427, 428, 429, 430, 431, 432, 433, 434, 435, 436, 437, 438, 439, 440, 441, 442, 443, 444, 445, 446, 447, 448, 449, 450, 451, 452, 453, 454, 455, 456, 457, 458, 459, 460, 461, 462, 463, 464, 465, 466, 467, 468, 469, 470, 471,

11.615, 12.2, 12.86, 13.3, 13.9450980392, 14.36, 0., 0.49803921569, 0.99607843137, 1.63, 2.6, 3.55, 21.934, 22.4117647059, 22.945, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 6.55, 7., 7.47058823529, 7.96862745098, 8.3, 8.96470588235, 9.46274509804, 9.7, 10.4588235294, 10.875, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 0., 0.49803921569, 0.99607843137, 2.225, 2.6, 3.125, 3.55, 6.55, 7., 7.47058823529, 7.96862745098, 8.3, 8.96470588235, 9.46274509804, 9.7, 10.4588235294,

Rev. 1 -0.8, -0.96363636364, -1.063, -1.063, -1.063, -1.063, -0.8, -0.8, -0.8, -0.8, -0.8, -0.8, -0.525, -0.525, -0.525, -0.525, -0.525, -0.525, -0.525, -0.525, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, -0.48181818182, 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0.,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1011



472, 473, 474, 475, 476, 477, 478, 479, 480, 481, 482, 483, 484, 485, 486, 487, 488, 489, 490, 491, 492, 493, 494, 495, 496, 497, 498, 499, 500, 501, 502, 503, 504, 505, 506, 507, 508, 509, 510, 511, 512, 513, 514, 515, 516, 517, 518, 519, 520, 521, 522, 523, 524, 525, 526, 527, 528, 529, 530, 531, 532,

10.875, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 21.934, 22.945, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 6.55, 7., 7.47058823529, 7.96862745098, 8.3, 8.96470588235, 9.46274509804, 9.7, 10.4588235294, 10.875, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 21.934, 22.4117647059, 22.945, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 0., 0.49803921569, 0.99607843137, 1.63, 2.6, 3.55, 6.55, 7., 7.47058823529, 7.96862745098, 8.3, 8.96470588235, 9.46274509804,

Rev. 1 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.48181818182, 0.525, 0.525, 0.525, 0.525, 0.525, 0.525, 0.525, 0.525, 0.8, 0.8, 0.8, 0.8, 0.8, 0.8, 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1012



533, 534, 535, 536, 537, 538, 539, 540, 541, 542, 543, 544, 545, 546, 547, 548, 549, 550, 551, 552, 553, 554, 555, 556, 557, 558, 559, 560, 561, 562, 563, 564, 565, 566, 567, 568, 569, 570, 571, 572, 573, 574, 575, 576, 577, 578, 579, 580, 581, 582, 583, 584, 585, 586, 587, 588, 589, 590, 591, 592, 593,

9.7, 10.4588235294, 11.615, 12.2, 12.86, 13.3, 13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.994, 21.934, 22.4117647059, 22.945, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 7., 7.47058823529, 7.96862745098, 8.3, 8.96470588235, 9.46274509804, 9.7, 10.4588235294, 10.875, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.994, 21.934, 22.4117647059, 22.945, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4,

Rev. 1 0.96363636364, 0.8, 0.8, 0.96363636364, 1.063, 1.063, 1.063, 1., 1., 1., 1., 1., 1., 1., 1., 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364, 0.96363636364, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.44545454545, 1.63, 1.63, 1.63, 1.63, 1.63, 1.63, 1.63, 1.63,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1013



594, 595, 596, 597, 598, 599, 600, 601, 602, 603, 604, 605, 606, 607, 608, 609, 610, 611, 612, 613, 614, 615, 616, 617, 618, 619, 620, 621, 622, 623, 624, 625, 626, 627, 628, 629, 630, 631, 632, 633, 634, 635, 636, 637, 638, 639, 640, 641, 642, 643, 644, 645, 646, 647, 648, 649, 650, 651, 652, 653, 654,

3.55, 3.98431372549, 4.3, 4.98039215686, 5.2405, 5.7, 6.55, 0., 0.49803921569, 0.99607843137, 1.63, 2.225, 2.6, 3.125, 3.55, 3.98431372549, 4.98039215686, 5.2405, 6.55, 7.47058823529, 7.96862745098, 8.96470588235, 9.46274509804, 10.4588235294, 10.875, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 15.359, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.994, 21.934, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 14.36, 14.86, 0., 0.49803921569, 0.99607843137, 1.49411764706, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255, 5.97647058824, 6.55, 7., 7.47058823529,

Rev. 1 1.6, 1.6, 1.6, 1.6, 1.6, 1.6, 1.6, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 2., 2., 2., 2., 2., 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 1.92727272727, 2., 2., 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1014



655, 656, 657, 658, 659, 660, 661, 662, 663, 664, 665, 666, 667, 668, 669, 670, 671, 672, 673, 674, 675, 676, 677, 678, 679, 680, 681, 682, 683, 684, 685, 686, 687, 688, 689, 690, 691, 692, 693, 694, 695, 696, 697, 698, 699, 700, 701, 702, 703, 704, 705, 706, 707, 708, 709, 710, 711, 712, 713, 714, 715,

7.96862745098, 8.46666666667, 8.96470588235, 9.46274509804, 10.9568627451, 11.615, 12.2, 15.359, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.994, 21.934, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 14.86, 1.8, 2.6, 9.9, 10.7, 0., 0.49803921569, 0.99607843137, 1.49411764706, 1.8, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255, 5.97647058824, 6.55, 7., 7.47058823529, 7.96862745098, 8.46666666667, 8.96470588235, 9.46274509804, 9.9, 10.7, 10.9568627451, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36,

Rev. 1 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.475, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.40909090909, 2.475, 2.475, 2.475, 2.475, 2.475, 2.475, 2.5, 2.5, 2.5, 2.5, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1015



716, 717, 718, 719, 720, 721, 722, 723, 724, 725, 726, 727, 728, 729, 730, 731, 732, 733, 734, 735, 736, 737, 738, 739, 740, 741, 742, 743, 744, 745, 746, 747, 748, 749, 750, 751, 752, 753, 754, 755, 756, 757, 758, 759, 760, 761, 762, 763, 764, 765, 766, 767, 768, 769, 770, 771, 772, 773, 774, 775, 776,

14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 17.994, 18.419, 19.037, 19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 17.994, 21.934, 0., 0.49803921569, 0.99607843137, 1.49411764706, 1.8, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255, 5.97647058824, 6.55, 7., 7.47058823529, 7.96862745098, 8.46666666667, 8.96470588235, 9.46274509804, 9.9, 10.7, 10.9568627451, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 22.4117647059,

Rev. 1 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 2.89090909091, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.005, 3.32, 3.32, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1016



777, 778, 779, 780, 781, 782, 783, 784, 785, 786, 787, 788, 789, 790, 791, 792, 793, 794, 795, 796, 797, 798, 799, 800, 801, 802, 803, 804, 805, 806, 807, 808, 809, 810, 811, 812, 813, 814, 815, 816, 817, 818, 819, 820, 821, 822, 823, 824, 825, 826, 827, 828, 829, 830, 831, 832, 833, 834, 835, 836, 837,

22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 0., 0.49803921569, 0.99607843137, 1.49411764706, 1.8, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255, 5.97647058824, 6.55, 7., 7.47058823529, 7.96862745098, 8.46666666667, 8.96470588235, 9.46274509804, 9.9, 10.7, 10.9568627451, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 17.994, 18.419, 19.037, 19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 0., 0.49803921569, 0.99607843137,

Rev. 1 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.37272727273, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.7, 3.7, 3.7, 3.7, 3.7, 3.7, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 3.85454545455, 4.105, 4.105, 4.105, 4.105, 4.105, 4.105, 4.105, 4.105, 4.105, 4.33636363636, 4.33636363636, 4.33636363636,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1017



838, 839, 840, 841, 842, 843, 844, 845, 846, 847, 848, 849, 850, 851, 852, 853, 854, 855, 856, 857, 858, 859, 860, 861, 862, 863, 864, 865, 866, 867, 868, 869, 870, 871, 872, 873, 874, 875, 876, 877, 878, 879, 880, 881, 882, 883, 884, 885, 886, 887, 888, 889, 890, 891, 892, 893, 894, 895, 896, 897, 898,

1.49411764706, 1.8, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255, 5.97647058824, 6.55, 7., 7.47058823529, 7.96862745098, 8.46666666667, 8.96470588235, 9.46274509804, 9.9, 10.7, 10.9568627451, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.994, 18.419, 19.037, 19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 0., 0.49803921569, 0.99607843137, 1.49411764706, 1.8, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255,

Rev. 1 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.33636363636, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1018



899, 900, 901, 902, 903, 904, 905, 906, 907, 908, 909, 910, 911, 912, 913, 914, 915, 916, 917, 918, 919, 920, 921, 922, 923, 924, 925, 926, 927, 928, 929, 930, 931, 932, 933, 934, 935, 936, 937, 938, 939, 940, 941, 942, 943, 944, 945, 946, 947, 948, 949, 950, 951, 952, 953, 954, 955, 956, 957, 958, 959,

5.97647058824, 6.55, 7., 7.47058823529, 7.96862745098, 8.46666666667, 8.96470588235, 9.46274509804, 9.9, 10.7, 10.9568627451, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.994, 18.419, 19.037, 19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 0., 0.49803921569, 0.99607843137, 1.49411764706, 1.8, 2.6, 3.125, 3.55, 3.98431372549, 4.48235294118, 4.98039215686, 5.47843137255, 5.97647058824, 6.55, 7., 7.47058823529, 7.96862745098, 8.46666666667, 8.96470588235, 9.46274509804, 9.9,

Rev. 1 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 4.81818181818, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1019



960, 961, 962, 963, 964, 965, 966, 967, 968, 969, 970, 971, 972, 973, 974, 975, 976, 977, 978, 979, 980, 981, 982, 983, 984, 985, 986, 987, 988, 989, 990, 991, 992, 993, 994, 995, 996, 997, 998, 999, 1000, 1001, 1002, 1003, 1101, 1102, 1103, 1104, 1105, 1106, 1107, 1108, 1109, 1110, 1111, 1112, 1113, 1114, 1115, 1116, 1117,

10.7, 10.9568627451, 11.615, 12.2, 12.86, 13.3, 13.61, 13.9450980392, 14.36, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 17.994, 18.419, 19.037, 19.655, 19.964, 20.273, 20.891, 21.509, 21.934, 22.4117647059, 22.9098039216, 23.4078431373, 23.9058823529, 24.4039215686, 24.9019607843, 25.4, 14.859, 15.4392156863, 15.937254902, 16.4352941176, 16.9333333333, 17.431372549, 14.859, 14.859, 14.859, 14.859, 14.859, 14.859, 14.859, 4.3, 4.3, 5.7, 5.7, 7., 7., 8.3, 8.3, 9.7, 9.7, 10.875, 10.875, 3.125, 3.125, 2.225, 2.225, 1.63,

Rev. 1 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, 5.3, -3.005, -3.005, -3.005, -3.005, -3.005, -3.005, -2.475, -1.92727272727, -1.23, -1.063, -0.48181818182, 0., 0.48181818182, 1.89, -1.89, 1.89, -1.89, 1.89, -1.89, 1.89, -1.89, 1.89, -1.89, -0.8, 0.8, -0.8, 0.8, -0.8, 0.8, 0.,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11.


BUSHAN STEEL LTD.

Seite 1020


NODE, 1201, 13.61, NODE, 1202, 13.61, NODE, 1203, 18.419, NODE, 1204, 18.419, NODE, 1205, 19.037, NODE, 1206, 19.037, NODE, 1207, 19.655, NODE, 1208, 19.655, NODE, 1209, 20.273, NODE, 1210, 20.273, NODE, 1211, 20.891, NODE, 1212, 20.891, NODE, 1213, 21.509, NODE, 1214, 21.509, NODE, 1215, 19.964, NODE, 1216, 19.964, NODE, 1217, 22.4117647059, NODE, 3001, 3.125, NODE, 3002, 10.875, NODE, 3003, 13.61, NODE, 3004, 19.964, NODE, 3005, 4.3, NODE, 3006, 9.7, NODE, 3011, 3.125, NODE, 3012, 10.875, NODE, 3013, 13.61, NODE, 3014, 19.964, NODE, 3015, 4.3, NODE, 3016, 9.7, NODE, 3022, 3.125, NODE, 3025, 4.3, NODE, 3028, 9.7, NODE, 3031, 10.875, NODE, 3034, 13.61, NODE, 3037, 19.964, NODE, 4001, 0.5, NODE, 4002, 7.9, NODE, 4003, 14.85, NODE, 4004, 24.9, NODE, 4005, 0.5, NODE, 4006, 7.9, NODE, 4007, 14.85, NODE, 4008, 24.9, NODE, 4101, 0.5, NODE, 4102, 7.9, NODE, 4103, 14.85, NODE, 4104, 24.9, NODE, 4105, 0.5, NODE, 4106, 7.9, NODE, 4107, 14.85, NODE, 4108, 24.9, END RESTG,4101,,,123456 RESTG,4102,,,123456 RESTG,4103,,,123456 RESTG,4104,,,123456 RESTG,4105,,,123456 RESTG,4106,,,123456 RESTG,4107,,,123456 RESTG,4108,,,123456 END

Rev. 1 1.063, -1.063, 3.32, -3.32, 3.32, -3.32, 3.32, -3.32, 3.32, -3.32, 3.32, -3.32, 3.32, -3.32, 3.32, -3.32, 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 0., 4.4, 4.5, 4.5, 4.4, -4.4, -4.5, -4.5, -4.4, 4.4, 4.5, 4.5, 4.4, -4.4, -4.5, -4.5, -4.4,

11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 14.6 14.6 14.6 14.6 14.6 14.6 12.78 12.78 13.53 13.53 12.78 12.78 11. 11. 11. 11. 11. 11. 10. 10. 10. 10. 10. 10. 10. 10. 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6



WGHT,3001,313.,313.,313.,0.,0.,0. WGHT,3005,875.,875.,875.,0.,0.,0. WGHT,3006,875.,875.,875.,0.,0.,0. WGHT,3002,313.,313.,313.,0.,0.,0. WGHT,3003,628.4,628.4,628.4,0.,0.,0. WGHT,3004,1029.6,1029.6,1029.6,0.,0.,0. WGHT,1115,63.,63.,63.,0.,0.,0. WGHT,1116,63.,63.,63.,0.,0.,0. WGHT,1204,47.6,47.6,47.6,0.,0.,0. WGHT,1206,47.6,47.6,47.6,0.,0.,0. WGHT,1208,47.6,47.6,47.6,0.,0.,0. WGHT,1210,47.6,47.6,47.6,0.,0.,0. WGHT,1212,47.6,47.6,47.6,0.,0.,0. WGHT,1214,47.6,47.6,47.6,0.,0.,0. WGHT,1203,47.6,47.6,47.6,0.,0.,0. WGHT,1205,47.6,47.6,47.6,0.,0.,0. WGHT,1207,47.6,47.6,47.6,0.,0.,0. WGHT,1209,47.6,47.6,47.6,0.,0.,0. WGHT,1211,47.6,47.6,47.6,0.,0.,0. WGHT,1213,47.6,47.6,47.6,0.,0.,0. END BEAMG,1001,,391,,1202,,9999,10,11,000000,0. BEAMG,1002,,1202,,453,,9999,10,11,000000,0. BEAMG,1003,,509,,1201,,9999,10,11,000000,0. BEAMG,1004,,1201,,576,,9999,10,11,000000,0. BEAMG,1005,,376,,1111,,9999,10,11,000000,0. BEAMG,1006,,1111,,448,,9999,10,11,000000,0. BEAMG,1007,,504,,1112,,9999,10,11,000000,0. BEAMG,1008,,1112,,571,,9999,10,11,000000,0. BEAMG,1009,,414,,1202,,9999,10,11,000000,0. BEAMG,1010,,1202,,415,,9999,10,11,000000,0. BEAMG,1011,,538,,1201,,9999,10,11,000000,0. BEAMG,1012,,1201,,539,,9999,10,11,000000,0. BEAMG,1013,,410,,1111,,9999,10,11,000000,0. BEAMG,1014,,1111,,411,,9999,10,11,000000,0. BEAMG,1015,,534,,1112,,9999,10,11,000000,0. BEAMG,1016,,1112,,535,,9999,10,11,000000,0. BEAMG,1017,,421,,1113,,9999,10,11,000000,0. BEAMG,1018,,1113,,422,,9999,10,11,000000,0. BEAMG,1019,,524,,1114,,9999,10,11,000000,0. BEAMG,1020,,1114,,525,,9999,10,11,000000,0. BEAMG,1021,,367,,1113,,9999,10,11,000000,0. BEAMG,1022,,1113,,437,,9999,10,11,000000,0. BEAMG,1023,,493,,1114,,9999,10,11,000000,0. BEAMG,1024,,1114,,562,,9999,10,11,000000,0. BEAMG,1025,,1208,,1216,,9999,10,11,000000,0. BEAMG,1026,,1216,,1210,,9999,10,11,000000,0. BEAMG,1027,,1207,,1215,,9999,10,11,000000,0. BEAMG,1028,,1215,,1209,,9999,10,11,000000,0. BEAMG,1041,,413,,414,,9999,10,11,000000,0. BEAMG,1042,,415,,416,,9999,10,11,000000,0. BEAMG,1043,,537,,538,,9999,10,11,000000,0. BEAMG,1044,,539,,540,,9999,10,11,000000,0. BEAMG,3101,,1113,,3022,,9999,10,11,111100,0. BEAMG,3102,,3022,,1114,,9999,10,11,110011,0. BEAMG,3103,,3022,,3001,,9999,10,11,000000,180. BEAMG,3104,,3011,,3001,,9999,10,11,100000,180. BEAMG,3105,,1113,,3011,,9999,10,10,000000,0. BEAMG,3106,,1114,,3011,,9999,10,10,000000,180. BEAMG,3107,,1111,,3031,,9999,10,11,111100,0. BEAMG,3108,,3031,,1112,,9999,10,11,110011,0.


Seite 1021 Rev. 1


BEAMG,3109,,3031,,3002,,9999,10,11,000000,180. BEAMG,3110,,3012,,3002,,9999,10,11,100000,180. BEAMG,3111,,1111,,3012,,9999,10,10,000000,0. BEAMG,3112,,1112,,3012,,9999,10,10,000000,180. BEAMG,3113,,3001,,3002,,9999,10,11,110101,0. BEAMG,3114,,1102,,3025,,9999,10,11,111100,0. BEAMG,3115,,3025,,1101,,9999,10,11,110011,0. BEAMG,3116,,3025,,3005,,9999,10,11,000000,180. BEAMG,3117,,3015,,3005,,9999,10,11,100000,180. BEAMG,3118,,1102,,3015,,9999,10,10,000000,0. BEAMG,3119,,1101,,3015,,9999,10,10,000000,180. BEAMG,3120,,1110,,3028,,9999,10,11,111100,0. BEAMG,3121,,3028,,1109,,9999,10,11,110011,0. BEAMG,3122,,3028,,3006,,9999,10,11,000000,180. BEAMG,3123,,3016,,3006,,9999,10,11,100000,180. BEAMG,3124,,1110,,3016,,9999,10,10,000000,0. BEAMG,3125,,1109,,3016,,9999,10,10,000000,180. BEAMG,3126,,1202,,3034,,9999,10,11,111100,0. BEAMG,3127,,3034,,1201,,9999,10,11,110011,0. BEAMG,3128,,3034,,3003,,9999,10,11,000000,180. BEAMG,3129,,3013,,3003,,9999,10,11,100000,180. BEAMG,3130,,1202,,3013,,9999,10,10,000000,0. BEAMG,3131,,1201,,3013,,9999,10,10,000000,180. BEAMG,3132,,1216,,3037,,9999,10,11,111100,0. BEAMG,3133,,3037,,1215,,9999,10,11,110011,0. BEAMG,3134,,3037,,3004,,9999,10,11,000000,180. BEAMG,3135,,3014,,3004,,9999,10,11,100000,180. BEAMG,3136,,1216,,3014,,9999,10,10,000000,0. BEAMG,3137,,1215,,3014,,9999,10,10,000000,180. BEAMG,3138,,3005,,3006,,9999,10,11,110101,0. BEAMG,3139,,3003,,3004,,9999,10,11,110101,0. BEAMG,4101,,4005,,126,,9999,10,10,000000,268.232 BEAMG,4102,,4005,,76,,9999,10,10,000000,90.2912 BEAMG,4103,,4005,,127,,9999,10,10,000000,353.455 BEAMG,4104,,4001,,836,,9999,10,10,000000,91.7684 BEAMG,4105,,4001,,888,,9999,10,10,000000,269.709 BEAMG,4106,,4001,,837,,9999,10,10,000000,6.5449 BEAMG,4107,,4002,,851,,9999,10,10,000000,66.9288 BEAMG,4108,,4002,,850,,9999,10,10,000000,160.901 BEAMG,4109,,4002,,903,,9999,10,10,000000,282.78 BEAMG,4110,,4006,,140,,9999,10,10,000000,199.099 BEAMG,4111,,4006,,141,,9999,10,10,000000,293.071 BEAMG,4112,,4006,,91,,9999,10,10,000000,77.2202 BEAMG,4113,,4003,,865,,9999,10,10,000000,86.81 BEAMG,4114,,4003,,864,,9999,10,10,000000,163.474 BEAMG,4115,,4003,,917,,9999,10,10,000000,271.7 BEAMG,4116,,4007,,108,,9999,10,10,000000,275.436 BEAMG,4117,,4007,,107,,9999,10,10,000000,189.841 BEAMG,4118,,4007,,58,,9999,10,10,000000,88.2997 BEAMG,4119,,4004,,885,,9999,10,10,000000,88.2316 BEAMG,4120,,4004,,937,,9999,10,10,000000,270.291 BEAMG,4121,,4004,,884,,9999,10,10,000000,173.455 BEAMG,4122,,4008,,155,,9999,10,10,000000,68.5867 BEAMG,4123,,4008,,154,,9999,10,10,000000,179.483 BEAMG,4124,,4008,,103,,9999,10,10,000000,89.7088 END BPROP1,10,1000.,0.,0.,0.,, BPROP2,10,0.,0.,,,,0. BPROP1,11,1000.,1000.,1000.,1000.,1.,1. BPROP2,11,0.,0.,,,,0. END


Seite 1022 Rev. 1


QUADS,1,,1,,2,,76,,75,,1,1,2.78, QUADS,2,,2,,3,,77,,76,,1,1,2.78, QUADS,3,,3,,4,,78,,77,,1,1,2.78, QUADS,4,,4,,5,,79,,78,,1,1,2.78, QUADS,5,,5,,6,,80,,79,,1,1,2.78, QUADS,6,,6,,7,,81,,80,,1,1,2.78, QUADS,7,,7,,8,,82,,81,,1,1,2.78, QUADS,8,,8,,9,,83,,82,,1,1,2.78, QUADS,9,,9,,10,,84,,83,,1,1,2.78, QUADS,10,,10,,11,,85,,84,,1,1,2.78, QUADS,11,,11,,12,,86,,85,,1,1,2.78, QUADS,12,,12,,13,,87,,86,,1,1,2.78, QUADS,13,,13,,14,,88,,87,,1,1,2.78, QUADS,14,,14,,15,,89,,88,,1,1,2.78, QUADS,15,,15,,16,,90,,89,,1,1,2.78, QUADS,16,,16,,17,,91,,90,,1,1,2.78, QUADS,17,,17,,18,,92,,91,,1,1,2.78, QUADS,18,,18,,19,,93,,92,,1,1,2.78, QUADS,19,,19,,20,,94,,93,,1,1,2.78, QUADS,20,,20,,21,,95,,94,,1,1,2.78, QUADS,21,,21,,22,,96,,95,,1,1,2.78, QUADS,22,,22,,23,,97,,96,,1,1,2.78, QUADS,23,,23,,24,,98,,97,,1,1,2.78, QUADS,24,,24,,25,,99,,98,,1,1,1.5, QUADS,25,,25,,26,,53,,99,,1,1,1.5, QUADS,26,,26,,27,,54,,53,,1,1,1.5, QUADS,27,,27,,28,,55,,54,,1,1,1.5, QUADS,28,,28,,29,,56,,55,,1,1,1.5, QUADS,29,,29,,30,,57,,56,,1,1,1.5, QUADS,30,,30,,31,,58,,57,,1,1,1.5, QUADS,31,,31,,32,,59,,58,,1,1,1.5, QUADS,32,,32,,33,,60,,59,,1,1,1.5, QUADS,33,,33,,34,,61,,60,,1,1,1.5, QUADS,34,,34,,35,,62,,61,,1,1,1.5, QUADS,35,,35,,36,,63,,62,,1,1,1.5, QUADS,36,,36,,37,,64,,63,,1,1,1.5, QUADS,37,,37,,38,,65,,64,,1,1,1.5, QUADS,38,,38,,39,,66,,65,,1,1,1.5, QUADS,39,,39,,40,,67,,66,,1,1,1.5, QUADS,40,,40,,41,,68,,67,,1,1,1.5, QUADS,41,,41,,42,,69,,68,,1,1,1.5, QUADS,42,,42,,43,,70,,69,,1,1,1.5, QUADS,43,,43,,44,,71,,70,,1,1,1.5, QUADS,44,,44,,45,,72,,71,,1,1,1.5, QUADS,45,,45,,46,,73,,72,,1,1,1.5, QUADS,46,,46,,47,,74,,73,,1,1,1.5, QUADS,47,,47,,48,,100,,74,,1,1,1.5, QUADS,48,,48,,49,,101,,100,,1,1,1.5, QUADS,49,,49,,50,,102,,101,,1,1,1.5, QUADS,50,,50,,51,,103,,102,,1,1,1.5, QUADS,51,,51,,52,,104,,103,,1,1,1.5, QUADS,52,,99,,53,,150,,149,,1,1,1.5, QUADS,53,,53,,54,,151,,150,,1,1,1.5, QUADS,54,,54,,55,,105,,151,,1,1,1.5, QUADS,55,,55,,56,,106,,105,,1,1,1.5, QUADS,56,,56,,57,,107,,106,,1,1,1.5, QUADS,57,,57,,58,,108,,107,,1,1,1.5, QUADS,58,,58,,59,,109,,108,,1,1,1.5, QUADS,59,,59,,60,,110,,109,,1,1,1.5, QUADS,60,,60,,61,,111,,110,,1,1,1.5, QUADS,61,,61,,62,,112,,111,,1,1,1.5,


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QUADS,855,,901,,902,,954,,953,,1,1,2.78, QUADS,856,,902,,903,,955,,954,,1,1,2.78, QUADS,857,,903,,904,,956,,955,,1,1,2.78, QUADS,858,,904,,905,,957,,956,,1,1,2.78, QUADS,859,,905,,906,,958,,957,,1,1,2.78, QUADS,860,,906,,907,,959,,958,,1,1,2.78, QUADS,861,,907,,908,,960,,959,,1,1,2.38, QUADS,862,,908,,909,,961,,960,,1,1,2.78, QUADS,863,,909,,910,,962,,961,,1,1,2.78, QUADS,864,,910,,911,,963,,962,,1,1,1.1, QUADS,865,,911,,912,,964,,963,,1,1,1.1, QUADS,866,,912,,913,,965,,964,,1,1,1.5, QUADS,867,,913,,914,,966,,965,,1,1,1.5, QUADS,868,,914,,915,,967,,966,,1,1,1.5, QUADS,869,,915,,916,,968,,967,,1,1,1.5, QUADS,870,,916,,917,,969,,968,,1,1,1.5, QUADS,871,,917,,918,,970,,969,,1,1,1.5, QUADS,872,,918,,919,,971,,970,,1,1,1.5, QUADS,873,,919,,920,,972,,971,,1,1,1.5, QUADS,874,,920,,921,,973,,972,,1,1,1.5, QUADS,875,,921,,922,,974,,973,,1,1,1.5, QUADS,876,,922,,923,,975,,974,,1,1,1.5, QUADS,877,,923,,924,,976,,975,,1,1,1.5, QUADS,878,,924,,925,,977,,976,,1,1,1.5, QUADS,879,,925,,926,,978,,977,,1,1,1.5, QUADS,880,,926,,927,,979,,978,,1,1,1.5, QUADS,881,,927,,928,,980,,979,,1,1,1.5, QUADS,882,,928,,929,,981,,980,,1,1,1.5, QUADS,883,,929,,930,,982,,981,,1,1,1.5, QUADS,884,,930,,931,,983,,982,,1,1,1.5, QUADS,885,,931,,932,,984,,983,,1,1,1.5, QUADS,886,,932,,933,,985,,984,,1,1,1.5, QUADS,887,,933,,934,,986,,985,,1,1,1.5, QUADS,888,,934,,935,,987,,986,,1,1,1.5, QUADS,889,,935,,936,,988,,987,,1,1,1.5, QUADS,890,,936,,937,,989,,988,,1,1,1.5, QUADS,891,,937,,938,,990,,989,,1,1,1.5, QUADS,892,,157,,158,,282,,231,,1,1,1.5, QUADS,893,,158,,159,,284,,282,,1,1,1.5, QUADS,894,,159,,160,,329,,284,,1,1,1.5, QUADS,895,,160,,161,,337,,329,,1,1,1.5, QUADS,896,,161,,162,,387,,337,,1,1,1.5, QUADS,897,,162,,163,,389,,387,,1,1,1.5, QUADS,898,,163,,164,,239,,389,,1,1,1.5, QUADS,899,,231,,282,,991,,273,,1,1,2.3, QUADS,900,,282,,284,,992,,991,,1,1,1.5, QUADS,901,,284,,329,,993,,992,,1,1,1.5, QUADS,902,,329,,337,,994,,993,,1,1,1.5, QUADS,903,,337,,387,,995,,994,,1,1,1.5, QUADS,904,,387,,389,,996,,995,,1,1,1.5, QUADS,905,,389,,239,,241,,996,,1,1,1.5, QUADS,906,,273,,991,,997,,288,,1,1,2.3, QUADS,907,,288,,997,,998,,345,,1,1,2.3, QUADS,908,,345,,998,,999,,393,,1,1,2.3, QUADS,909,,393,,999,,1000,,416,,1,1,2.3, QUADS,910,,416,,1000,,1001,,455,,1,1,2.3, QUADS,911,,455,,1001,,1002,,479,,1,1,2.3, QUADS,912,,479,,1002,,1003,,511,,1,1,2.3, QUADS,913,,511,,1003,,541,,540,,1,1,2.3, END MADDXINC,4101,4001,1,1,,,,,73800.


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MADDXINC,4105,4005,1,1,,,,,73800. MADDXINC,4101,4001,2,2,,,,,73800. MADDXINC,4105,4005,2,2,,,,,73800. MADDXINC,4101,4001,3,3,,,,,103380. MADDXINC,4105,4005,3,3,,,,,103380. MADDXINC,4102,4002,1,1,,,,,147600. MADDXINC,4106,4006,1,1,,,,,147600. MADDXINC,4102,4002,2,2,,,,,147600. MADDXINC,4106,4006,2,2,,,,,147600. MADDXINC,4102,4002,3,3,,,,,206760. MADDXINC,4106,4006,3,3,,,,,206760. MADDXINC,4103,4003,1,1,,,,,147600. MADDXINC,4107,4007,1,1,,,,,147600. MADDXINC,4103,4003,2,2,,,,,147600. MADDXINC,4107,4007,2,2,,,,,147600. MADDXINC,4103,4003,3,3,,,,,206760. MADDXINC,4107,4007,3,3,,,,,206760. MADDXINC,4104,4004,1,1,,,,,49200. MADDXINC,4108,4008,1,1,,,,,49200. MADDXINC,4104,4004,2,2,,,,,49200. MADDXINC,4108,4008,2,2,,,,,49200. MADDXINC,4104,4004,3,3,,,,,68920. MADDXINC,4108,4008,3,3,,,,,68920. END ENDGEOM **********************************************************************X Written by : Femap with NX Nastran X Version : 10.02 X From Model : D:\projekte\TUM-INDIA\58144 Meramandali\stardyne-rev1X Date : Wed Jun 22 14:54:42 2011 X ********************************************************************** DYNAMIC 0 0 0 30 100. 0. OPTION 0 1 0 0 66 0 00 OUTPUT 1 222 111 11 11 11 TAPE4G 1 10220 0000 11 TITLE1 TITLE2 TITLE3 WRITTEN BY Femap with NX Nastran VERSION 10.02 TITLE4 58144-9.mod TITLE5 06/22/11 ENDMODEL


BUSHAN STEEL LTD.

Seite 1039


Rev. 1

5.3.2 Results of Modal Extraction Analysis M O D A L MODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29

EIGENVALUE ( OMEGA**2 ) 408.469 425.482 585.612 673.402 748.040 1541.96 3105.78 6661.17 21141.3 29859.3 35413.1 72594.1 76458.7 84599.7 87251.0 121435. 142586. 157584. 167347. 171381. 181184. 209259. 242213. 293455. 302075. 320594. 337636. 357859. 385102.

NATURAL FREQUENCY 3.217 3.283 3.851 4.130 4.353 6.250 8.870 12.990 23.141 27.502 29.950 42.882 44.008 46.292 47.012 55.462 60.098 63.179 65.107 65.887 67.745 72.805 78.328 86.217 87.474 90.115 92.479 95.209 98.766

E X T R A C T I O N

PERIOD 0.3109 0.3046 0.2596 0.2421 0.2297 0.1600 0.1127 0.0770 0.0432 0.0364 0.0334 0.0233 0.0227 0.0216 0.0213 0.0180 0.0166 0.0158 0.0154 0.0152 0.0148 0.0137 0.0128 0.0116 0.0114 0.0111 0.0108 0.0105 0.0101

GENERALIZED WEIGHT 10691.1 14735.0 5194.40 9271.31 7022.53 5443.74 3028.34 1423.38 6065.80 1214.41 1721.73 4371.15 904.863 2568.45 3320.65 437.809 2574.17 1790.89 2980.52 3644.41 1756.67 1605.67 3273.53 4203.39 501.822 491.891 1503.90 1019.35 2363.79

D A T A

MAX TRANSLATION NODE-DOF VALUE 3004-2 1.0000 3005-1 1.0000 555-2 1.0000 555-3 1.0000 601-3 1.0000 52-3 1.0000 401-3 1.0000 52-3 1.0000 990-2 1.0000 486-3 1.0000 52-3 1.0000 939-3 1.0000 52-3 1.0000 593-3 1.0000 3014-3 1.0000 990-3 1.0000 52-3 1.0000 990-3 1.0000 1-3 1.0000 1203-2 1.0000 990-3 1.0000 14-3 1.0000 939-3 1.0000 990-1 1.0000 972-3 1.0000 35-3 1.0000 547-3 1.0000 3001-2 1.0000 3001-2 1.0000

--- M O D A L W E I G H T S --(GEN. WGT. * PARTICIPATION FACTORS**2) X1 X2 X3 3.44085 15873.60602 3.61613 13954.61895 4.99409 4.44774 1.00189 59.00993 0.26974 152.72990 5.45094 16375.71408 2902.98937 1.20205 618.81640 0.06633 1071.72865 5.39070 2.44138 0.30107 8.25706 0.00292 0.55088 0.04162 0.00018 0.34949 0.00176 0.00006 0.00005 0.00489 0.00001 0.10563 0.00553 0.00173 0.00003 0.01335 0.00693 0.01252 0.00307 0.01312 0.00000 0.00136 0.00326 0.00114 0.00027 0.00080 0.00006 0.34093 0.00225 0.00668 0.01579 0.00015 0.00001 0.00347 0.00205 0.00014 0.00210 0.00000 0.00140 0.00004 0.00071 0.00137 0.01716 0.00074 0.00055 0.33130 0.00342 0.00046 0.00723 0.00063 0.00358 0.00009 0.00431 0.00610 0.03573 0.00253 0.00744 0.00381 0.00219 0.00050 0.00011 0.00596 0.00043 0.00061 0.00092 0.00141 0.00008



Page 1040 Rev. 1

5.3.3 Input Files of Forced Vibration Analysis Excitation at node 3001/3002 (Generator) /DESC ***************************************************************** /DESC ***** DYNRE2-Input-File E-58144 /DESC ***** Generator 40-60 Hz /DESC ***************************************************************** /DESC ***** Frequency Range: 40 - 60 Hz START2,1,0,40,60,0 /DESC ***** Type: Distributed Force, No Print /DESC 2000,0,0,0,0 /DESC ***** Type: Distributed Force, Print Modal Response of Displacements 2000,2,+4,0,0 END /DESC 30 Modes, modal damping D=3% MODES,1 1,30,0.03,0,0 END /DESC Print Modal Responses without Phase Angle Plots PLOT,3,1,0 /DESC Print relative velocity versus frequency 3001,2,2,3001,3,2 3002,2,2,3002,3,2 3003,2,2,3003,3,2 3004,2,2,3004,3,2 3011,2,2,3011,3,2 3012,2,2,3012,3,2 3013,2,2,3013,3,2 3014,2,2,3014,3,2 END /DESC Extra Frequency Points from 40 - 60 Hz, delta-f= 0.1 Hz XTRA, 0 -40,60,0.1 END FORCE DIST,1,0,1 /DESC Force is not frequency-dependent /DESC Unbalance Forces at f=50Hz (omega=314.2/s) /DESC Ui = 46 - 46 - 0 CONC,3001,0,46,46,0,0,0 CONC,3002,0,46,46,0,0,0 /DESC END /DESC Amplitude Y factored by squared output frequency AMPL,1,0,1,2,0,2 1,40,1,60,1 END /DESC Amplitude Z factored by squared output frequency AMPL,1,0,1,3,0,2 1,40,1,60,1 END /DESC Phase Z AMPL,1,0,8,3,0,2 1,40,90,60,90 END ALL DONE GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420


Page 1041 Rev. 1

Excitation at node 3003/3004 (Turbine) /DESC ***************************************************************** /DESC ***** DYNRE2-Input-File E-58144 /DESC ***** Turbine 40-60 Hz /DESC ***************************************************************** /DESC ***** Frequency Range: 40 - 60 Hz START2,1,0,40,60,0 /DESC ***** Type: Distributed Force, No Print /DESC 2000,0,0,0,0 /DESC ***** Type: Distributed Force, Print Modal Response of Displacements 2000,2,+4,0,0 END /DESC 30 Modes, modal damping D=3% MODES,1 1,30,0.03,0,0 END /DESC Print Modal Responses without Phase Angle Plots PLOT,3,1,0 /DESC Print relative velocity versus frequency 3001,2,2,3001,3,2 3002,2,2,3002,3,2 3003,2,2,3003,3,2 3004,2,2,3004,3,2 3011,2,2,3011,3,2 3012,2,2,3012,3,2 3013,2,2,3013,3,2 3014,2,2,3014,3,2 END /DESC Extra Frequency Points from 40 - 60 Hz, delta-f= 0.1 Hz XTRA, 0 -40,60,0.1 END FORCE DIST,1,0,1 /DESC Force is not frequency-dependent /DESC Unbalance Forces at f=50Hz (omega=314.2/s) /DESC Ui = 29 - 29 - 0 CONC,3003,0,29,29,0,0,0 CONC,3004,0,29,29,0,0,0 /DESC END /DESC Amplitude Y factored by squared output frequency AMPL,1,0,1,2,0,2 1,40,1,60,1 END /DESC Amplitude Z factored by squared output frequency AMPL,1,0,1,3,0,2 1,40,1,60,1 END /DESC Phase Z AMPL,1,0,8,3,0,2 1,40,90,60,90 END ALL DONE



5.4

Page 1042 Rev. 1

Files of Static Analysis

5.4.1 Input File of Static Calculation START 10. **********************************************************************X Written by : Femap with NX Nastran X Version : 10.02 X From Model : D:\projekte\TUM-INDIA\58144 Meramandali\stardyne-rev1X Date : Wed Jun 22 14:57:32 2011 X ********************************************************************** MATLG,1,M35,29580000.,0.2,25.,1.E-5,0.01 MATLG,10,MASSLESS,29580000.,0.2,0.,0., END … ENDGEOM **********************************************************************X Written by : Femap with NX Nastran X Version : 10.02 X From Model : D:\projekte\TUM-INDIA\58144 Meramandali\stardyne-rev1X Date : Wed Jun 22 14:57:32 2011 X ********************************************************************** STATIC 0 0 0 1 Foundation Weight CONC,3005,0.,0.,875. CONC,3006,0.,0.,875. CONC,3003,0.,0.,628.4 CONC,3004,0.,0.,1029.6 CONC,3002,0.,0.,313. CONC,3001,0.,0.,313. CONC,1115,0.,0.,63. CONC,1116,0.,0.,63. CONC,1203,0.,0.,47.6 CONC,1204,0.,0.,47.6 CONC,1205,0.,0.,47.6 CONC,1206,0.,0.,47.6 CONC,1207,0.,0.,47.6 CONC,1208,0.,0.,47.6 CONC,1209,0.,0.,47.6 CONC,1210,0.,0.,47.6 CONC,1211,0.,0.,47.6 CONC,1212,0.,0.,47.6 CONC,1213,0.,0.,47.6 CONC,1214,0.,0.,47.6 END ACCEL,-1,0.,0.,1.,0.,0.,0. END END CASE Machine Weight CONC,1102,0.,0.,-175. CONC,1104,0.,0.,-175. CONC,1106,0.,0.,-175. CONC,1108,0.,0.,-175. CONC,1110,0.,0.,-175. CONC,1101,0.,0.,-175. CONC,1103,0.,0.,-175. CONC,1105,0.,0.,-175. CONC,1107,0.,0.,-175. GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420


CONC,1109,0.,0.,-175. CONC,1113,0.,0.,-156.5 CONC,1111,0.,0.,-156.5 CONC,1114,0.,0.,-156.5 CONC,1112,0.,0.,-156.5 CONC,1115,0.,0.,-63. CONC,1116,0.,0.,-63. CONC,1202,0.,0.,-314.2 CONC,1201,0.,0.,-314.2 CONC,1204,0.,0.,-85.8 CONC,1206,0.,0.,-85.8 CONC,1208,0.,0.,-85.8 CONC,1210,0.,0.,-85.8 CONC,1212,0.,0.,-85.8 CONC,1214,0.,0.,-85.8 CONC,1203,0.,0.,-85.8 CONC,1205,0.,0.,-85.8 CONC,1207,0.,0.,-85.8 CONC,1209,0.,0.,-85.8 CONC,1211,0.,0.,-85.8 CONC,1213,0.,0.,-85.8 END END CASE Condenser Load CONC,1204,0.,0.,-47.6 CONC,1206,0.,0.,-47.6 CONC,1208,0.,0.,-47.6 CONC,1210,0.,0.,-47.6 CONC,1212,0.,0.,-47.6 CONC,1214,0.,0.,-47.6 CONC,1203,0.,0.,-47.6 CONC,1205,0.,0.,-47.6 CONC,1207,0.,0.,-47.6 CONC,1209,0.,0.,-47.6 CONC,1211,0.,0.,-47.6 CONC,1213,0.,0.,-47.6 END END CASE Live Load QPRSN,1,913,1,-5. END END CASE Torque CONC,1101,0.,0.,27.9 CONC,1103,0.,0.,27.9 CONC,1105,0.,0.,27.9 CONC,1107,0.,0.,27.9 CONC,1109,0.,0.,27.9 CONC,1102,0.,0.,-27.9 CONC,1104,0.,0.,-27.9 CONC,1106,0.,0.,-27.9 CONC,1108,0.,0.,-27.9 CONC,1110,0.,0.,-27.9 CONC,1201,0.,0.,-134.9 CONC,1202,0.,0.,134.9 CONC,1203,0.,0.,-7.2 CONC,1205,0.,0.,-7.2 CONC,1207,0.,0.,-7.2 GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

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CONC,1209,0.,0.,-7.2 CONC,1211,0.,0.,-7.2 CONC,1213,0.,0.,-7.2 CONC,1204,0.,0.,7.2 CONC,1206,0.,0.,7.2 CONC,1208,0.,0.,7.2 CONC,1210,0.,0.,7.2 CONC,1212,0.,0.,7.2 CONC,1214,0.,0.,7.2 END END CASE Thermal Forces X CONC,1101,-112.,0.,0. CONC,1102,-112.,0.,0. CONC,1103,-112.,0.,0. CONC,1104,-112.,0.,0. CONC,1105,-112.,0.,0. CONC,1106,-112.,0.,0. CONC,1107,-112.,0.,0. CONC,1108,-112.,0.,0. CONC,1109,-112.,0.,0. CONC,1110,-112.,0.,0. CONC,1113,-112.,0.,0. CONC,1114,-112.,0.,0. CONC,1115,-112.,0.,0. CONC,1116,-112.,0.,0. CONC,1101,,,,0.,-157.,0. CONC,1102,,,,0.,-157.,0. CONC,1103,,,,0.,-157.,0. CONC,1104,,,,0.,-157.,0. CONC,1105,,,,0.,-157.,0. CONC,1106,,,,0.,-157.,0. CONC,1107,,,,0.,-157.,0. CONC,1108,,,,0.,-157.,0. CONC,1109,,,,0.,-157.,0. CONC,1110,,,,0.,-157.,0. CONC,1113,,,,0.,-157.,0. CONC,1114,,,,0.,-157.,0. CONC,1115,,,,0.,-157.,0. CONC,1116,,,,0.,-157.,0. CONC,1111,785.,0.,0. CONC,1112,785.,0.,0. CONC,1111,,,,0.,1099.,0. CONC,1112,,,,0.,1099.,0. CONC,1201,-21.8,0.,0. CONC,1202,-21.8,0.,0. CONC,1203,-21.5,0.,0. CONC,1204,-21.5,0.,0. CONC,1205,-21.5,0.,0. CONC,1206,-21.5,0.,0. CONC,1207,-21.5,0.,0. CONC,1208,-21.5,0.,0. CONC,1209,21.5,0.,0. CONC,1210,21.5,0.,0. CONC,1211,21.5,0.,0. CONC,1212,21.5,0.,0. CONC,1213,21.5,0.,0. CONC,1214,21.5,0.,0. GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

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CONC,1215,86.2,0.,0. CONC,1216,86.2,0.,0. CONC,1201,,,,0.,-61.,0. CONC,1202,,,,0.,-61.,0. CONC,1203,,,,0.,-30.,0. CONC,1204,,,,0.,-30.,0. CONC,1205,,,,0.,-30.,0. CONC,1206,,,,0.,-30.,0. CONC,1207,,,,0.,-30.,0. CONC,1208,,,,0.,-30.,0. CONC,1209,,,,0.,30.,0. CONC,1210,,,,0.,30.,0. CONC,1211,,,,0.,30.,0. CONC,1212,,,,0.,30.,0. CONC,1213,,,,0.,30.,0. CONC,1214,,,,0.,30.,0. CONC,1215,,,,0.,121.,0. CONC,1216,,,,0.,121.,0. END END CASE Thermal Forces Y CONC,1101,0.,112.,0. CONC,1103,0.,112.,0. CONC,1105,0.,112.,0. CONC,1107,0.,112.,0. CONC,1109,0.,112.,0. CONC,1102,0.,-112.,0. CONC,1104,0.,-112.,0. CONC,1106,0.,-112.,0. CONC,1108,0.,-112.,0. CONC,1110,0.,-112.,0. CONC,1115,0.,-112.,0. CONC,1116,0.,-112.,0. CONC,1111,0.,196.5,0. CONC,1112,0.,196.5,0. CONC,1113,0.,112.,0. CONC,1114,0.,112.,0. CONC,1117,0.,-393.,0. CONC,1101,-157.,0.,0. CONC,1103,-157.,0.,0. CONC,1105,-157.,0.,0. CONC,1107,-157.,0.,0. CONC,1109,-157.,0.,0. CONC,1113,-157.,0.,0. CONC,1114,-157.,0.,0. CONC,1102,-157.,0.,0. CONC,1104,-157.,0.,0. CONC,1106,-157.,0.,0. CONC,1108,-157.,0.,0. CONC,1110,-157.,0.,0. CONC,1115,-157.,0.,0. CONC,1116,-157.,0.,0. CONC,1111,-275.,0.,0. CONC,1112,-275.,0.,0. CONC,1117,550.,0.,0. CONC,1203,0.,21.5,0. CONC,1204,0.,-21.5,0. CONC,1205,0.,21.5,0. GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

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CONC,1206,0.,-21.5,0. CONC,1207,0.,21.5,0. CONC,1208,0.,-21.5,0. CONC,1209,0.,21.5,0. CONC,1210,0.,-21.5,0. CONC,1211,0.,21.5,0. CONC,1212,0.,-21.5,0. CONC,1213,0.,21.5,0. CONC,1214,0.,-21.5,0. CONC,1215,0.,21.5,0. CONC,1216,0.,-21.5,0. CONC,1203,,,,-30.,0.,0. CONC,1204,,,,30.,0.,0. CONC,1205,,,,-30.,0.,0. CONC,1206,,,,30.,0.,0. CONC,1207,,,,-30.,0.,0. CONC,1208,,,,30.,0.,0. CONC,1209,,,,-30.,0.,0. CONC,1210,,,,30.,0.,0. CONC,1211,,,,-30.,0.,0. CONC,1212,,,,30.,0.,0. CONC,1213,,,,-30.,0.,0. CONC,1214,,,,30.,0.,0. CONC,1215,,,,-30.,0.,0. CONC,1216,,,,30.,0.,0. END END CASE Thermal Forces Z CONC,1203,0.,0.,6.9 CONC,1204,0.,0.,6.9 CONC,1213,0.,0.,-6.9 CONC,1214,0.,0.,-6.9 CONC,1201,,,,0.,-49.7,0. CONC,1202,,,,0.,-49.7,0. END END CASE Pipe forces X CONC,1215,82.5,0.,0. CONC,1216,82.5,0.,0. CONC,1215,,,,0.,116.,0. CONC,1216,,,,0.,116.,0. END END CASE Pipe forces Y CONC,1201,0.,31.3,0. CONC,1202,0.,31.3,0. CONC,1217,0.,102.5,0. CONC,1201,,,,-88.,0.,0. CONC,1202,,,,-88.,0.,0. CONC,1217,,,,-103.,0.,0. END END CASE Pipe forces Z CONC,1201,0.,0.,98.4 CONC,1202,0.,0.,98.4 CONC,1203,0.,0.,37.2 CONC,1204,0.,0.,37.2 CONC,1215,0.,0.,37.2 GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

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CONC,1216,0.,0.,37.2 CONC,1205,0.,0.,11. CONC,1206,0.,0.,11. CONC,1207,0.,0.,11. CONC,1208,0.,0.,11. CONC,1209,0.,0.,11. CONC,1210,0.,0.,11. CONC,1211,0.,0.,11. CONC,1212,0.,0.,11. CONC,1213,0.,0.,11. CONC,1214,0.,0.,11. END END CASE Erection Loads CONC,1101,-625.,0.,0. CONC,1102,-625.,0.,0. CONC,1109,625.,0.,0. CONC,1110,625.,0.,0. CONC,1203,-257.,0.,0. CONC,1204,-257.,0.,0. CONC,1213,257.,0.,0. CONC,1214,257.,0.,0. CONC,1101,,,,0.,-875.,0. CONC,1102,,,,0.,-875.,0. CONC,1109,,,,0.,875.,0. CONC,1110,,,,0.,875.,0. CONC,1203,,,,0.,-360.,0. CONC,1204,,,,0.,-360.,0. CONC,1213,,,,0.,360.,0. CONC,1214,,,,0.,360.,0. CONC,1101,0.,625.,0. CONC,1109,0.,625.,0. CONC,1102,0.,-625.,0. CONC,1110,0.,-625.,0. CONC,1101,,,,-875.,0.,0. CONC,1109,,,,-875.,0.,0. CONC,1102,,,,875.,0.,0. CONC,1110,,,,875.,0.,0. CONC,1203,0.,257.,0. CONC,1213,0.,257.,0. CONC,1204,0.,-257.,0. CONC,1214,0.,-257.,0. CONC,1203,,,,-360.,0.,0. CONC,1213,,,,-360.,0.,0. CONC,1204,,,,360.,0.,0. CONC,1214,,,,360.,0.,0. END END CASE Erection Loads CONC,133,0.,0.,-1152.5 CONC,139,0.,0.,-1152.5 CONC,115,0.,0.,-1088. CONC,121,0.,0.,-1088. END END CASE Loss of Blade Y CONC,1202,0.,1269.5,0. CONC,1201,0.,1269.5,0. GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

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CONC,1217,0.,5903.1,0. CONC,1201,0.,0.,-2724.2 CONC,1202,0.,0.,2724.2 CONC,1202,,,,-3555.,0.,0. CONC,1201,,,,-3555.,0.,0. CONC,1217,,,,-5903.,0.,0. END END CASE Loss of Blade Z CONC,1202,0.,0.,-1269.5 CONC,1201,0.,0.,-1269.5 CONC,1204,0.,0.,-491.9 CONC,1206,0.,0.,-491.9 CONC,1208,0.,0.,-491.9 CONC,1210,0.,0.,-491.9 CONC,1212,0.,0.,-491.9 CONC,1214,0.,0.,-491.9 CONC,1203,0.,0.,-491.9 CONC,1205,0.,0.,-491.9 CONC,1207,0.,0.,-491.9 CONC,1209,0.,0.,-491.9 CONC,1211,0.,0.,-491.9 CONC,1213,0.,0.,-491.9 END END CASE Short Circuit CONC,1103,0.,0.,585. CONC,1105,0.,0.,585. CONC,1107,0.,0.,585. CONC,1109,0.,0.,585. CONC,1101,0.,0.,585. CONC,1102,0.,0.,-585. CONC,1104,0.,0.,-585. CONC,1106,0.,0.,-585. CONC,1108,0.,0.,-585. CONC,1110,0.,0.,-585. END END CASE Seismic X CONC,1101,17.1,0.,0. CONC,1102,17.1,0.,0. CONC,1103,17.1,0.,0. CONC,1104,17.1,0.,0. CONC,1105,17.1,0.,0. CONC,1106,17.1,0.,0. CONC,1107,17.1,0.,0. CONC,1108,17.1,0.,0. CONC,1109,17.1,0.,0. CONC,1110,17.1,0.,0. CONC,1111,25.65,0.,0. CONC,1112,25.65,0.,0. CONC,1113,17.1,0.,0. CONC,1114,17.1,0.,0. CONC,1115,17.1,0.,0. CONC,1116,17.1,0.,0. CONC,1101,,,,0.,24.,0. CONC,1102,,,,0.,24.,0. CONC,1103,,,,0.,24.,0. GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

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CONC,1104,,,,0.,24.,0. CONC,1105,,,,0.,24.,0. CONC,1106,,,,0.,24.,0. CONC,1107,,,,0.,24.,0. CONC,1108,,,,0.,24.,0. CONC,1109,,,,0.,24.,0. CONC,1110,,,,0.,24.,0. CONC,1111,,,,0.,36.,0. CONC,1112,,,,0.,36.,0. CONC,1113,,,,0.,24.,0. CONC,1114,,,,0.,24.,0. CONC,1115,,,,0.,24.,0. CONC,1116,,,,0.,24.,0. CONC,1201,123.1,0.,0. CONC,1202,123.1,0.,0. CONC,1201,,,,0.,345.,0. CONC,1202,,,,0.,345.,0. END ACCEL,-1,-0.2,0.,0.,0.,0.,0. END END CASE Seismic Y CONC,1101,0.,16.2,0. CONC,1102,0.,16.2,0. CONC,1103,0.,16.2,0. CONC,1104,0.,16.2,0. CONC,1105,0.,16.2,0. CONC,1106,0.,16.2,0. CONC,1107,0.,16.2,0. CONC,1108,0.,16.2,0. CONC,1109,0.,16.2,0. CONC,1110,0.,16.2,0. CONC,1111,0.,24.3,0. CONC,1112,0.,24.3,0. CONC,1113,0.,16.2,0. CONC,1114,0.,16.2,0. CONC,1115,0.,16.2,0. CONC,1116,0.,16.2,0. CONC,1101,,,,-23.,0.,0. CONC,1102,,,,-23.,0.,0. CONC,1103,,,,-23.,0.,0. CONC,1104,,,,-23.,0.,0. CONC,1105,,,,-23.,0.,0. CONC,1106,,,,-23.,0.,0. CONC,1107,,,,-23.,0.,0. CONC,1108,,,,-23.,0.,0. CONC,1109,,,,-23.,0.,0. CONC,1110,,,,-23.,0.,0. CONC,1111,,,,-34.5,0.,0. CONC,1112,,,,-34.5,0.,0. CONC,1113,,,,-23.,0.,0. CONC,1114,,,,-23.,0.,0. CONC,1115,,,,-23.,0.,0. CONC,1116,,,,-23.,0.,0. CONC,1201,0.,36.5,0. CONC,1202,0.,36.5,0. CONC,1217,0.,119.7,0. CONC,1201,,,,-102.,0.,0. GERB Engineering GmbH Ruhrallee 311, D - 45136 Essen / Germany,  +49-201-2660420

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CONC,1202,,,,-102.,0.,0. CONC,1217,,,,-120.,0.,0. CONC,1117,0.,16.2,0. CONC,1117,,,,-23.,0.,0. END ACCEL,-1,0.,-0.2,0.,0.,0.,0. END END CASE Seismic Z CONC,1101,0.,0.,16.6 CONC,1102,0.,0.,16.6 CONC,1103,0.,0.,16.6 CONC,1104,0.,0.,16.6 CONC,1105,0.,0.,16.6 CONC,1106,0.,0.,16.6 CONC,1107,0.,0.,16.6 CONC,1108,0.,0.,16.6 CONC,1109,0.,0.,16.6 CONC,1110,0.,0.,16.6 CONC,1111,0.,0.,16.6 CONC,1112,0.,0.,16.6 CONC,1113,0.,0.,16.6 CONC,1114,0.,0.,16.6 CONC,1115,0.,0.,16.6 CONC,1116,0.,0.,16.6 CONC,1201,0.,0.,78.4 CONC,1202,0.,0.,78.4 CONC,1203,0.,0.,30.6 CONC,1204,0.,0.,30.6 CONC,1215,0.,0.,30.6 CONC,1216,0.,0.,30.6 CONC,1205,0.,0.,2.9 CONC,1206,0.,0.,2.9 CONC,1207,0.,0.,2.9 CONC,1208,0.,0.,2.9 CONC,1211,0.,0.,2.9 CONC,1212,0.,0.,2.9 CONC,1213,0.,0.,2.9 CONC,1214,0.,0.,2.9 END ACCEL,-1,0.,0.,-0.133,0.,0.,0. END END CASE ALL DONE OPTION 0 1 0 0 00 OUTPUT 1 222 111 11 11 11 SEL-NODEG,4001,4008,1 TAPE4G 1 10220 0000 11 TITLE1 TITLE2 TITLE3 WRITTEN BY Femap with NX Nastran VERSION 10.02 TITLE4 58144-9.mod TITLE5 06/22/11 ENDMODEL

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5.4.2 Support Reactions for Single Load Cases

REACTION FORCES LC NODE 4001 4002 4003 4004 4005 4006 4007 4008

Fx [kN] -2.150 6.544 1.009 -3.573 -2.477 3.705 1.017 -4.075


NODE 4001 4002 4003 4004 4005 4006 4007 4008

Fx [kN] -0.006 0.581 -0.205 -0.273 -0.021 0.384 -0.141 -0.319

Fz [kN] -1220.778 -2255.117 -2089.833 -738.565 -1161.011 -2128.966 -1979.803 -712.100

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 1.007 3.502 5.653 1.295 -1.453 -3.696 -4.673 -1.636

Fz [kN] -348.302 -748.835 -753.811 -229.097 -345.349 -746.952 -759.694 -227.960

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 0.049 0.273 0.968 0.461 0.002 -0.201 -0.974 -0.578

Fz [kN] 37.319 -38.933 -163.732 -120.263 36.683 -39.360 -164.039 -118.875

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 0.142 0.437 1.025 0.445 -0.133 -0.574 -0.902 -0.440

Fz [kN] -80.821 -181.634 -204.276 -90.578 -74.389 -167.725 -191.141 -87.153

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

3

Fx [kN] 0.740 0.645 -2.596 0.942 0.784 0.674 -2.283 1.094

REACTION FORCES LC

Fy [kN] 1.666 5.307 11.500 4.038 -1.964 -6.895 -9.719 -3.933 2

Fx [kN] -4.471 -3.007 3.577 4.381 -4.770 -4.248 3.951 4.587


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MERAMANDALI 165 MW STG - UNIT 4 Vibration Isolation of a Turbo Generator Set REACTION FORCES LC NODE 4001 4002 4003 4004 4005 4006 4007 4008

NODE 4001 4002 4003 4004 4005 4006 4007 4008

NODE 4001 4002 4003 4004 4005 4006 4007 4008

NODE 4001 4002 4003 4004 4005 4006 4007 4008

Fx [kN] 14.786 29.373 28.769 9.556 14.797 29.397 28.741 9.582

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 0.566 -0.995 0.618 0.219 -0.100 0.541 -0.950 0.100

Fz [kN] -3.131 10.561 2.108 -9.531 -3.468 11.068 2.282 -9.890

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] -51.195 -29.642 32.917 40.464 -52.733 -26.619 44.144 42.664

Fz [kN] -42.914 -21.868 34.115 30.669 -44.361 -23.648 36.062 31.945

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 0.001 -0.000 -0.044 0.002 -0.001 -0.012 0.039 0.017

Fz [kN] -1.446 -0.845 1.942 0.350 -1.392 -0.737 1.977 0.151

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] -0.085 0.184 0.330 0.018 0.024 -0.140 -0.243 -0.088

Fz [kN] 4.963 5.055 -1.085 -8.929 5.023 5.175 -0.961 -9.240

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

8

Fx [kN] -0.006 0.022 0.142 -0.125 -0.009 0.019 0.088 -0.130

REACTION FORCES LC

Fz [kN] 1.998 2.148 -4.864 -4.492 -1.793 -2.137 4.346 4.793

7

Fx [kN] -218.596 -435.137 -426.346 -143.844 -174.056 -343.907 -340.115 -115.998

REACTION FORCES LC

Fy [kN] 0.170 0.406 -0.169 -0.345 0.182 0.313 -0.197 -0.360 6

Fx [kN] 12.532 23.219 22.194 7.420 12.362 23.253 22.338 7.482


5

Fx [kN] -0.138 -0.544 -1.125 -0.101 0.095 0.576 1.107 0.130

REACTION FORCES LC

Rev. 1

9


BUSHAN STEEL LTD.

Page 1053


NODE 4001 4002 4003 4004 4005 4006 4007 4008

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] -0.046 -0.232 -0.938 -0.266 0.022 0.236 0.841 0.384

Fz [kN] -14.793 50.912 126.928 64.763 -14.382 51.116 127.566 63.490

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] -0.861 -1.014 -0.431 -2.610 0.179 1.266 1.845 1.625

Fz [kN] -4.752 6.914 -0.645 -1.458 -6.932 8.597 2.774 -4.498

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 0.744 -3.351 -2.989 2.914 1.533 -4.095 -0.665 5.909

Fz [kN] 58.144 44.925 -50.447 -102.574 -675.224 -1456.497 -1586.765 -712.562

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] -201.277 914.288 2128.260 1398.267 -200.056 908.885 2102.452 1391.282

Fz [kN] -455.703 -999.024 -1137.373 -455.730 461.180 1000.507 1121.566 464.577

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

11

12

13

Fx [kN] 3.287 7.291 1.681 -0.227 -2.638 7.986 -17.579 0.197


Fz [kN] -7.405 -16.171 -18.457 -7.650 7.510 16.207 18.140 7.825

Fx [kN] 0.696 -0.061 -1.170 0.329 0.662 0.612 -1.357 0.290


Fy [kN] -2.524 18.828 40.739 25.868 -2.503 18.703 40.250 25.741

Fx [kN] 0.424 1.154 0.233 -1.643 0.399 1.111 0.053 -1.731


10

Fx [kN] -7.222 -14.640 -14.439 -4.798 7.285 14.800 14.282 4.731

REACTION FORCES LC

Fx [kN] -399.146 -810.829 -801.318 -266.428 402.780 820.426 792.496 262.017

Rev. 1

14


BUSHAN STEEL LTD.

Page 1054


NODE 4001 4002 4003 4004 4005 4006 4007 4008

NODE 4001 4002 4003 4004 4005 4006 4007 4008

NODE 4001 4002 4003 4004 4005 4006 4007 4008

Fx [kN] 1.461 0.363 -0.769 -1.306 1.556 0.970 -0.946 -1.329

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 1.770 4.714 -1.857 -3.419 1.395 2.974 -1.851 -3.726

Fz [kN] 235.684 479.802 416.472 104.061 -234.679 -479.288 -419.781 -102.270

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 1.505 6.305 6.257 -1.557 4.882 -1.131 -12.094 -4.167

Fz [kN] 156.637 84.245 -126.336 -114.570 156.435 84.128 -128.238 -112.302

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] 338.671 683.947 684.125 243.438 338.647 679.135 677.402 242.409

Fz [kN] -144.859 -299.502 -299.698 -98.060 145.937 299.108 297.749 99.326

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fy [kN] -0.510 -1.634 -3.289 -0.956 0.624 1.905 2.779 1.081

Fz [kN] 242.330 502.722 512.843 179.215 233.993 485.651 499.792 174.765

Mx [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

My [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Mz [kNm] 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

18

Fx [kN] -5.217 -2.557 0.269 -1.082 5.862 4.382 -2.139 0.482

REACTION FORCES LC

Fz [kN] 366.015 -816.588 -2365.555 -1404.917 358.014 -820.673 -2374.185 -1383.911

17

Fx [kN] 352.870 700.193 691.255 237.414 349.232 692.138 682.312 234.958

REACTION FORCES LC

Fy [kN] 0.835 4.190 16.556 5.632 -0.245 -4.010 -15.413 -7.545 16

Fx [kN] 0.043 -4.569 -11.970 -2.517 -0.580 4.600 12.272 2.721


15

Fx [kN] -1.244 -10.386 -15.267 23.656 -0.777 -9.791 -11.592 25.401

REACTION FORCES LC

Rev. 1

19


Dynamic and static analysis of turbogenerator foundation

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