Optimum Design of Steel Structures:
Gespeichert in:
| Hauptverfasser: | , |
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| Format: | Buch |
| Sprache: | English |
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Berlin [u.a.]
Springer
2013
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| Online-Zugang: | Inhaltstext Inhaltsverzeichnis |
| Beschreibung: | XXIV, 265 S. Ill., graph. Darst. 235 mm x 155 mm |
| ISBN: | 9783642368677 |
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Datensatz im Suchindex
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CONTENTS
PREFACE V
ACKNOWLEDGEMENTS IX
ABOUT THE AUTHORS XIX
LIST OF SYMBOLS XXI
ABBREVIATIONS XXV
1 EXPERIENCES WITH THE OPTIMUM DESIGN OF STEEL STRUCTURES 1
1.1 INTRODUCTION 1
1.2 FOUNDATION OF THE SCHOOL FOR STRUCTURAL OPTIMIZATION
AT THE UNIVERSITY OF MISKOLC 2
1.3 DERIVATION OF THE STRUCTURAL OPTIMIZATION SYSTEM 2
1.4 ADVANTAGES AND DISADVANTAGES OF TWO DIFFERENT DESIGN METHODS 5
1.4.1 - DESIGN BY ROUTINE 5
1.4.2 OPTIMUM DESIGN 6
1.5 THE PROBLEM OF THE INTERACTION OF TWO INSTABILITIES 6
1.6 DETAILED RESULTS FOR DIFFERENT STRUCTURAL TYPES 7
1.6.1 COMPRESSED AND BENT COLUMNS CONSTRUCTED FROM STIFFENED
SHELL OR FROM SQUARE BOX WALLS OF STIFFENED PLATES 7
1.6.2 STIFFENED OR CELLULAR PLATE SUPPORTED AT FOUR CORNERS
SUBJECT TO A UNIFORMLY DISTRIBUTED NORMAL LOAD (FIG. 1.4) 9
1.6.3 A WIND TURBINE TOWER CONSTRUCTED AS A SHELL OR TUBULAR
TRUSS STRUCTURE 9
1.7 SURVEY OF SELECTED LITERATURE OF THE OPTIMUM DESIGN OF STEEL
STRUCTURES 11
1.7.1 TRUSS STRUCTURES 11
1.7.2 BUILDING FRAMES 11
1.7.3 INDUSTRIAL APPLICATIONS 11
1.8 CONCLUSIONS 13
2 NEWER MATHEMATICAL METHODS IN STRUCTURAL OPTIMIZATION 15
2.1 INTRODUCTION 15
2.2 FIREFLY ALGORITHM 16
2.3 PARTICLE SWARM OPTIMIZATION ALGORITHM 19
2.3.1 THE PSO ALGORITHM 19
2.3.2 MODIFICATION OF PSO ALGORITHM WITH GRADIENT ESTIMATION 21
2.3.3 COMPARING THE STANDARD PSO AND THE MODIFIED PSO (GPSO) 23
2.4 THE IOSO TECHNIQUE 24
HTTP://D-NB.INFO/1031149821
XII
CONTENTS
2.4.1 MAIN FEATURES OF IOSO TECHNOLOGY 24
2.4.2 TESTING OF THE METHOD 25
2.4.3 NOVELTY AND DISTINCTIVE FEATURES OF IOSO 27
3 COST CALCULATIONS 29
3.1 INTRODUCTION 29
3.2 THE COST FUNCTION 29
3.2.1 THE COST OF MATERIALS 30
3.2.2 THE FABRICATION COST IN GENERAL 30
3.2.2.1 FABRICATION TIMES FOR WELDING 30
3.2.2.2 THERMAL AND WATERJET CUTTING 32
3.2.2.3 TIME FOR FLATTENING PLATES 39
3.2.2.4 SURFACE PREPARATION TIME 39
3.2.2.5 PAINTING TIME 40
3.2.2.6 TIMES OF HAND CUTTING AND MACHINE GRINDING
OF STRUT ENDS 40
3.2.2.7 COST OF INTUMESCENT PAINTING 40
3.2.3 TOTAL COST FUNCTION .*. 40
3.3 CONCLUSION 41
4 BEAMS AND COLUMNS 43
4.1 COMPARISON OF MINIMUM VOLUME AND MINIMUM COST DESIGN
OF A WELDED BOX BEAM 43
4.1.1 INTRODUCTION 43
4.1.2 MINIMUM CROSS-SECTIONAL AREA DESIGN 44
4.1.3 MINIMUM COST DESIGN 46
4.1.4 NUMERICAL DATA AND RESULTS 46
4.2 MINIMUM COST DESIGN FOR FIRE RESISTANCE OF A WELDED BOX COLUMN
ANDAWELDEDBOXBEAM 47
4.2.1 INTRODUCTION 47
4.2.2 THE CRITICAL TEMPERATURE METHOD 48
4.2.3 A CENTRALLY COMPRESSED COLUMN WITH PINNED ENDS OF WELDED
SQUARE BOX CROSS-SECTION 50
4.2.3.1 OVERALL BUCKLING CONSTRAINT FOR AMBIENT
TEMPERATURE 51
4.2.3.2 OVERALL BUCKLING CONSTRAINT IN FIRE 51
4.2.3.3 LOCAL BUCKLING CONSTRAINT 52
4.2.3.4 COST FUNCTION 52
* . 4.2.3.5 NUMERICAL DATA AND RESULTS 53
4.2.3.6 COST INCLUDING PROTECTION 53
^ 4.2.4 A SIMPLY SUPPORTED UNIFORMLY LOADED WELDED BOX BEAM 54
4.2.4.1 OPTIMUM DESIGN 54
4.2.4.2 OPTIMUM DESIGN OF UNPROTECTED BEAM WITH STRESS
CONSTRAINT 55
4.2.4.3 OPTIMUM DESIGN OF THE PROTECTED BEAM WITH STRESS
*:-I
CONSTRAINT .I. 57
CONTENTS XIII
4.2.4.4 OPTIMUM DESIGN OF UNPROTECTED BEAM WITH DEFLECTION
CONSTRAINT 57
4.2.4.5 OPTIMUM DESIGN OF THE PROTECTED BEAM WITH DEFLECTION
CONSTRAINT 58
4.2.5 CONCLUSIONS 58
5 TUBULAR TRUSSES 61
5.1 SURVEY OF SELECTED LITERATURE 62
5.2 COMPARISON OF MINIMUM VOLUME AND MINIMUM COST DESIGN
OF A WELDED TUBULAR TRUSS 63
5.2.1 INTRODUCTION 63
5.2.2 MINIMUM VOLUME DESIGN 63
5.2.3 MINIMUM COST DESIGN 66
5.2.4 NUMERICAL DATA AND RESULTS 67
5.2.5 CONCLUSIONS 68
5.3 OPTIMUM DESIGN OF TUBULAR TRUSSES FOR DISPLACEMENT CONSTRAINT 68
5.3.1 INTRODUCTION * 69
5.3.2 THE DISPLACEMENT CONSTRAINT 69
5.3.3 DESIGN FOR OVERALL BUCKLING 69
5.3.4 A TRUSS COLUMN WITH PARALLEL CHORDS (FIG. 5.2) 70
5.3.5 A TRUSS COLUMN WITH NON-PARALLEL CHORDS (FIG. 5.3) 72
5.4 VOLUME AND COST MINIMIZATION OF A TUBULAR TRUSS WITH NON-PARALLEL
CHORDS IN THE CASE OF A DISPLACEMENT-CONSTRAINT 75
5.4.1 INTRODUCTION 75
5.4.2 MINIMUM VOLUME DESIGN OF THE TUBULAR TRUSS
WITH NON-PARALLEL CHORDS 76
5.4.3 CHECK OF THE COMPRESSION RODS FOR OVERALL BUCKLING 80
5.4.4 THE COST FUNCTION 80
5.4.5 NUMERICAL DATA 82
5.4.6 THE OPTIMIZATION PROCESS 82
5.4.7 RESULTS OF THE OPTIMIZATION 82
5.4.8 CHECK OF STRENGTH OF A TUBULAR JOINT 83
5.4.9 CONCLUSIONS 85
5.5 MINIMUM COST DESIGN AND COMPARISON OF TUBULAR TRUSSES
WITH N- AND CROSS-(RHOMBIC)-BRACING 86
5.5.1 INTRODUCTION 86
5.5.2 THE OPTIMIZATION PROCESS 87
5.5.3 OPTIMUM DESIGN OF AN N-TYPE PLANAR TUBULAR TRUSS 88
5.5.3.1 OPTIMUM HEIGHT AND CROSS-SECTIONAL AREAS
FOR STRESS AND OVERALL BUCKLING CONSTRAINTS 88
5.5.3.2 OPTIMUM HEIGHT AND CROSS-SECTIONAL AREAS
FOR DEFLECTION CONSTRAINT 90
5.5.4 OPTIMUM DESIGN OF A RHOMBIC-TYPE PLANAR TUBULAR TRUSS 91
5.5.4.1 OPTIMUM HEIGHT AND CROSS-SECTIONAL AREAS FOR STRESS
AND OVERALL BUCKLING CONSTRAINTS 91
XIV
CONTENTS
5.5.4.2 CHECK OF A TRUSS JOINT WITH AVAILABLE TUBULAR
PROFILES 94
5.5.4.3 OPTIMUM HEIGHT AND CROSS-SECTIONAL AREAS
FOR DEFLECTION CONSTRAINT 95
5.5.5 COMPARISON OF THE TWO BRACING TYPES 97
5.5.6 CONCLUSIONS 97
5.6 OPTIMUM DESIGN OF A TRANSMISSION LINE TOWER CONSTRUCTED
FROM WELDED TUBULAR TRUSS 98
5.6.1 INTRODUCTION 98
5.6.2 LOADS 99
5.6.3 GEOMETRIC DATA (FIG. 5.10, 5.11) 100
5.6.4 ROD FORCES FROM A HORIZONTAL FORCE F = 1 103
5.6.5 ROD FORCES FROM H, FJ AND F2 104
5.6.6 OPTIMIZATION PROCESS 104
5.6.7 FORMULAE FOR CROSS-SECTIONAL AREAS OF GOVERNING RODS 104
5.6.8 FORMULAE FOR VOLUME V AND COST K OF THE TRUSS
IN THE FUNCTION OF /? 105
5.6.9 SEARCH FOR P
OPT
FOR V
MIN
AND K
MIN
106
5.6.10 SELECTION OF AVAILABLE PROFILES 107
5.6.11 OPTIMUM MASS OF THE TOWER 107
5.6.12 MASS COMPARISON WITH THE TOWER PUBLISHED BY RAO (1995) 107
6 FRAMES 109
6.1 MINIMUM COST SEISMIC DESIGN OF A WELDED STEEL PORTAL FRAME
WITH X-BRACING 110
6.1.1 ABSORBED ENERGY OF CHS AND SHS BRACES CYCLICALLY LOADED
IN TENSION-COMPRESSION 110
6.1.2 SEISMIC DESIGN OF A PORTAL FRAME 116
6.1.2.1 CALCULATION OF THE SEISMIC FORCE 116
6.1.2.2 NORMAL FORCES AND BENDING MOMENTS IN VERTICAL
FRAMES (FIG. 6.6) 118
6.1.2.3 GEOMETRIC CHARACTERISTICS OF THE SQUARE HOLLOW
SECTION (FIG. 6.7) 119
6.1.2.4 CALCULATION OF THE ELASTIC SWAY 120
6.1.2.5 CONSTRAINT ON SWAY LIMITATION 121
6.1.2.6 LOCAL BUCKLING CONSTRAINTS 123
6.1.2.7 STRESS CONSTRAINT FOR THE COLUMNS 123
6.1.2.8 STRESS CONSTRAINT FOR THE BEAMS 124
6.1.2.9 INVESTIGATION OF THE JOINT OF THE BEAM AND BRACE 125
6.1.2.10 THE COST FUNCTION 126
6.1.2.11 OPTIMIZATION AND RESULTS 127
6.1.2.12 CONCLUSIONS 128
6.2 SEISMIC DESIGN OF A V-BRACED 3D MULTI-STOREY STEEL FRAME 129
6.2.1 INTRODUCTION 129
6.2.2 MAIN DIMENSIONS OF THE GIVEN FRAME 130
6.2.3 LOADS 131
6.2.3.1 VERTICAL LOADS 131
CONTENTS XV
6.2.3.2 SEISMIC LOAD 131
6.2.4 DESIGN OF CHS V-BRACINGS 132
6.2.4.1 CONSTRAINT ON TENSILE STRESS 132
6.2.4.2 CONSTRAINT ON OVERALL BUCKLING 133
6.2.4.3 CONSTRAINT ON STRUT SLENDERNESS FOR SEISMIC ZONE 133
6.2.4.4 CONSTRAINT ON ENERGY ABSORPTION CAPACITY 133
6.2.4.5 DESIGN RESULTS 134
6.2.5 DESIGN OF BEAMS 135
6.2.6 DESIGN OF COLUMNS 137
6.2.7 DESIGN OF JOINTS 139
6.2.7.1 BEAM-TO-COLUMN CONNECTIONS 139
6.2.7.2 JOINTS OF BRACES 140
6.2.8 CONCLUSIONS 141
7 STIFFENED PLATES 143
7.1 MINIMUM COST DESIGN OF AN ORTHOGONALLY STIFFENED WELDED STEEL
PLATE WITH A DEFLECTION CONSTRAINT 144
7.1.1 INTRODUCTION 144
7.1.2 RESIDUAL WELDING DEFLECTION FROM LONGITUDINAL WELDS
OF A STRAIGHT BEAM 145
7.1.3 RESIDUAL WELDING CURVATURES IN AN ORTHOGONALLY STIFFENED
PLATE 147
7.1.4 THE GRID EFFECT 148
7.1.5 ASSEMBLY DESK OF SQUARE SYMMETRY WITH 4-4 STIFFENERS 150
7.1.5.1 SOLUTION OF THE GRIDWORK FROM SHRINKAGE OF WELDS
(FIG. 7.4) 150
7.1.5.2 SOLUTION OF THE GRIDWORK FROM THE UNIFORMLY
DISTRIBUTED NORMAL LOAD (FIG. 7.5) 152
7.1.6 MINIMUM COST DESIGN OF THE ASSEMBLY DESK WITH 4-4
STIFFENERS CONSIDERING THE GRID-EFFECT 153
7.1.6.1 STRESS CONSTRAINT 153
7.1.6.2 DEFLECTION CONSTRAINT 154
7.1.6.3 COST FUNCTION 155
7.1.6.4 RESULTS OF OPTIMIZATION 156
7.1.7 MINIMUM COST DESIGN OF THE ASSEMBLY DESK
WITHOUT GRID EFFECT 156
7.1.7.1 STRESS CONSTRAINT 156
7.1.7.2 DEFLECTION CONSTRAINT 157
7.1.7.3 COST FUNCTION 158
7.1.7.4 RESULTS OF OPTIMIZATION 158
7.1.8 CONCLUSIONS 159
7.2 MINIMUM COST DESIGN OF A WELDED STIFFENED STEEL SECTORIAL PLATE 159
7.2.1 INTRODUCTION 160
7.2.2 NON-EQUIDISTANT TANGENTIAL STIFFENING 160
7.2.2.1 CALCULATION OF STIFFENER DISTANCES (X
OI
) 160
7.2.2.2 DESIGN OF STIFFENERS 162
XVI
CONTENTS
7.2.2.3 COST CALCULATION FOR A SECTORIAL STIFFENED PLATE
ELEMENT 164
7.2.3 EQUIDISTANT TANGENTIAL STIFFENING WITH STEPWISE VARYING BASE
PLATE THICKNESS 167
7.2.3.1 DESIGN OF BASE PLATE THICKNESSES 167
7.2.3.2 DESIGN OF STIFFENERS 167
7.2.3.3 COST CALCULATION 168
7.2.4 EQUIDISTANT TANGENTIAL STIFFENING COMBINED WITH RADIAL
STIFFENERS 170
7.2.5 COST OF THE UNSTIFFENED PLATE 172
7.2.6 CONCLUSIONS 173
7.3 OPTIMUM DESIGN OF WELDED STIFFENED PLATE STRUCTURE FOR A FIXED
STORAGE TANK ROOF 174
7.3.1 INTRODUCTION 174
7.3.2 LOADS 175
7.3.3 NUMERICAL DATA (FIG. 7.11) 175
7.3.4 DESIGN OF SECTORIAL STIFFENED DECK PLATE ELEMENTS 176
7.3.4.1 COST CALCULATION FOR A SECTORIAL STIFFENED PLATE
ELEMENT 177
7.3.5 DESIGN OF RADIAL BEAMS 179
7.3.6 COST OF A RADIAL BEAM 180
7.3.7 ADDITIONAL COST 180
7.3.8 OPTIMIZATION RESULTS 181
7.3.9 CONCLUSIONS 181
7.4 A CIRCULAR FLOOR CONSTRUCTED FROM WELDED STIFFENED STEEL
SECTORIAL PLATES 182
7.4.1 INTRODUCTION 182
7.4.2 PROBLEM FORMULATION 183
7.4.3 SOLUTION STRATEGY FOR THE THREE OPTIMIZATION PHASES 183
7.4.4 MINIMUM COST DESIGN OF A SECTORIAL PLATE 183
7.4.5 OPTIMUM DESIGN OF RADIAL BEAMS 188
7.4.6 OPTIMUM NUMBER OF SECTORIAL PLATES 190
7.4.7 COST COMPARISON WITH AN UNSTIFFENED THICK-BASE-PLATE
VERSION 191
7.4.8 CONCLUSIONS 193
7.5 MINIMUM COST DESIGN OF A CELLULAR PLATE LOADED BY UNIAXIAL
COMPRESSION 193
7.5.1 INTRODUCTION 194
. 7.5.2 THE BASIC FORMULAE OF CELLULAR PLATES 194
7.5.3 THE OVERALL BUCKLING CONSTRAINT 195
7.5.4 THE COST FUNCTION 198
7.5.5 THE OPTIMUM DESIGN DATA AND RESULTS 199
7.5.6 CONCLUSIONS 200
7.6 MINIMUM COST DESIGN OF A SQUARE BOX COLUMN WITH WALLS
CONSTRUCTED FROM CELLULAR PLATES WITH RHS STIFFENERS 200
7.6.1 INTRODUCTION 201
CONTENTS XVII
7.6.2 CHARACTERISTICS OF CELLULAR PLATES 202
7.6.3 MINIMUM COST DESIGN OF THE SQUARE BOX COLUMN 203
7.6.3.1 CONSTRAINT ON OVERALL BUCKLING OF A CELLULAR PLATE
WALL (FIG. 7.21) 203
7.6.3.2 CONSTRAINT ON HORIZONTAL DISPLACEMENT
OF THE COLUMN TOP 205
7.6.3.3 NUMERICAL DATA (FIG. 7.20) 205
7.6.3.4 COST FUNCTION 205
7.6.3.5 OPTIMIZATION AND RESULTS 208
7.6.4 CONCLUSIONS 208
8 CYLINDRICAL AND CONICAL SHELLS 211
8.1 MINIMUM COST DESIGN FOR VARIOUS DIAMETERS OF A RING-STIFFENED
CYLINDRICAL SHELL LOADED BY EXTERNAL PRESSURE 212
8.1.1 INTRODUCTION 212
8.1.2 CHARACTERISTICS OF THE OPTIMIZATION PROBLEM 213
8.1.3 CONSTRAINT ON SHELL BUCKLING 213
8.1.4 CONSTRAINT ON RING-STIFFENER BUCKLING 214
8.1.5 THE COST FUNCTION 215
8.1.6 RESULTS OF THE OPTIMIZATION 216
8.1.7 CONCLUSIONS 218
8.2 COST COMPARISON OF OPTIMIZED UNSTIFFENED CYLINDRICAL
AND CONICAL SHELLS FOR A CANTILEVER COLUMN LOADED BY AXIAL
COMPRESSION AND BENDING 218
8.2.1 INTRODUCTION 218
8.2.2 CONSTRAINT ON CONICAL SHELL BUCKLING 219
8.2.3 THE COST FUNCTION 221
8.2.4 NUMERICAL DATA AND RESULTS 222
8.2.5 CONCLUSIONS 223
8.3 CONICAL SHELL WITH NON-EQUIDISTANT RING-STIFFENING LOADED
BY EXTERNAL PRESSURE 223
8.3.1 INTRODUCTION 223
8.3.2 DESIGN OF SHELL SEGMENT LENGTHS 224
8.3.3 DESIGN OF A RING-STIFFENER FOR EACH SHELL SEGMENT 225
8.3.4 THE COST FUNCTION 227
8.3.5 NUMERICAL DATA 228
8.3.6 RESULTS OF THE OPTIMIZATION 228
8.3.7 CONCLUSIONS 229
APPENDIX A-D 231
REFERENCES 251
SUBJECT INDEX 263 |
| any_adam_object | 1 |
| author | Farkas, Jószef Jármai, Károly |
| author_facet | Farkas, Jószef Jármai, Károly |
| author_role | aut aut |
| author_sort | Farkas, Jószef |
| author_variant | j f jf k j kj |
| building | Verbundindex |
| bvnumber | BV041446824 |
| classification_rvk | ZI 7200 |
| ctrlnum | (OCoLC)864641651 (DE-599)DNB1031149821 |
| dewey-full | 624.1821 620 |
| dewey-hundreds | 600 - Technology (Applied sciences) |
| dewey-ones | 624 - Civil engineering 620 - Engineering and allied operations |
| dewey-raw | 624.1821 620 |
| dewey-search | 624.1821 620 |
| dewey-sort | 3624.1821 |
| dewey-tens | 620 - Engineering and allied operations |
| discipline | Maschinenbau / Maschinenwesen Bauingenieurwesen |
| format | Book |
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| id | DE-604.BV041446824 |
| illustrated | Illustrated |
| indexdate | 2024-08-03T01:06:03Z |
| institution | BVB |
| isbn | 9783642368677 |
| language | English |
| oai_aleph_id | oai:aleph.bib-bvb.de:BVB01-026893469 |
| oclc_num | 864641651 |
| open_access_boolean | |
| owner | DE-29T |
| owner_facet | DE-29T |
| physical | XXIV, 265 S. Ill., graph. Darst. 235 mm x 155 mm |
| publishDate | 2013 |
| publishDateSearch | 2013 |
| publishDateSort | 2013 |
| publisher | Springer |
| record_format | marc |
| spelling | Farkas, Jószef Verfasser aut Optimum Design of Steel Structures József Farkas and Károly Jármai Berlin [u.a.] Springer 2013 XXIV, 265 S. Ill., graph. Darst. 235 mm x 155 mm txt rdacontent n rdamedia nc rdacarrier Stahlkonstruktion (DE-588)4182836-7 gnd rswk-swf Bemessung (DE-588)4005461-5 gnd rswk-swf Strukturoptimierung (DE-588)4183811-7 gnd rswk-swf Stahlkonstruktion (DE-588)4182836-7 s Strukturoptimierung (DE-588)4183811-7 s Bemessung (DE-588)4005461-5 s DE-604 Jármai, Károly Verfasser aut Erscheint auch als Online-Ausgabe 978-3-642-36868-4 X:MVB text/html http://deposit.dnb.de/cgi-bin/dokserv?id=4252131&prov=M&dok_var=1&dok_ext=htm Inhaltstext DNB Datenaustausch application/pdf http://bvbr.bib-bvb.de:8991/F?func=service&doc_library=BVB01&local_base=BVB01&doc_number=026893469&sequence=000001&line_number=0001&func_code=DB_RECORDS&service_type=MEDIA Inhaltsverzeichnis |
| spellingShingle | Farkas, Jószef Jármai, Károly Optimum Design of Steel Structures Stahlkonstruktion (DE-588)4182836-7 gnd Bemessung (DE-588)4005461-5 gnd Strukturoptimierung (DE-588)4183811-7 gnd |
| subject_GND | (DE-588)4182836-7 (DE-588)4005461-5 (DE-588)4183811-7 |
| title | Optimum Design of Steel Structures |
| title_auth | Optimum Design of Steel Structures |
| title_exact_search | Optimum Design of Steel Structures |
| title_full | Optimum Design of Steel Structures József Farkas and Károly Jármai |
| title_fullStr | Optimum Design of Steel Structures József Farkas and Károly Jármai |
| title_full_unstemmed | Optimum Design of Steel Structures József Farkas and Károly Jármai |
| title_short | Optimum Design of Steel Structures |
| title_sort | optimum design of steel structures |
| topic | Stahlkonstruktion (DE-588)4182836-7 gnd Bemessung (DE-588)4005461-5 gnd Strukturoptimierung (DE-588)4183811-7 gnd |
| topic_facet | Stahlkonstruktion Bemessung Strukturoptimierung |
| url | http://deposit.dnb.de/cgi-bin/dokserv?id=4252131&prov=M&dok_var=1&dok_ext=htm http://bvbr.bib-bvb.de:8991/F?func=service&doc_library=BVB01&local_base=BVB01&doc_number=026893469&sequence=000001&line_number=0001&func_code=DB_RECORDS&service_type=MEDIA |
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