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to derive equations for partially end-restrained columns. This paper might behelpful if a detailed analysis of members is desired.TRUSS STABILITY [3.3.4]Tarnai, T. “Lateral Buckling of Plane Trusses with Parallel Chords and HingedJoints.” Acta Technica Academiae Scientiarium Hungaricae 85 (1977)179-196 (605 AC81 Library Storage) (C).In the analysis of trusses, the buckling behavior of the structure is often anintricate, difficult problem. The two widely accepted continuum models fortrusses include a cross-section with a deformable web, and a hinged cross-sectionwith non-torsional flanges. The author, using the second method, derives a seriesof differential equations for the laterally buckled shape. Boundary conditions forvarious truss layouts are discussed. This article is very in depth as far asmathematical computations, and probably would not be helpful in the designarena.TRUSS STABILITY [3.3.5]Machaly, El-Sayad Bahaa. “Buckling Contribution to the Analysis of SteelTrusses.” Computers and Structures 22, no. 3 (1986): 445-458 (TA 641C65) (C).This article deals with the stability of semi-rigid steel trusses in flexure.The author outlines previous work related to the topic and suggests that theeffects due to partial rigidity have not been investigated. A series of differentialequations and stability functions are used to model trusses with one to six panels.38
For practical cases it was found that stresses due to moment were approximately12% that of normal stresses in the web members. This article would probably notbe helpful in the design arena.STRUCTURAL ANALYSIS [3.4.1]Adeli, H. and K. V. Balasubramanyam. “A Heuristic Approach for InteractiveAnalysis of Bridge Trusses Under Moving Loads.” Microcomputers inCivil Engineering 2 (March 1987): 1-18 (ILL) (C).The authors have developed a method for determining the maximumstresses using influence line diagrams (ILD). ILD’s are generated for eachmember and like shapes are grouped together. A logic tree for calculatingmaximum stresses due to AASHTO loadings of uniform lane loading, two axle,and two axle plus one axle are presented. By following the steps in theprocedures, maximum forces can be found. However, this procedure seemscatered to an expert system which can analyze many parameters to recommend anoptimal structure. The procedure noted is valid for only Pratt trusses.STRUCTURAL ANALYSIS [3.4.2]Adeli, H. and K. V. Balasubramanyam. “Heuristic Analysis of Bridge TrussesUnder AASHTO Live Loads.” Microcomputers in Civil Engineering 2(June 1987): 1-18 (ILL) (C).This article expands upon the study presented in the previous work. Theanalysis is extended to include determinate K-trusses and indeterminate Parkertrusses. Generalized ILD types are recommended for various members of a truss.39
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Preservation Alternatives for Histo
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DedicationTo my parents, Russell an
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AbstractPreservation Alternatives f
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3.2.1 Survey Overview .............
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Question 7: .......................
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LIST OF FIGURESFigure 3.1: Response
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xiii
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esearchers have identified tasks, w
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1.3.3 Summary of Literature Review
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2.2 METHODOLOGYThe methodology used
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3. Superimposed Truss4. Coverplatin
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the University of Texas at Austin,
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in the previous section, including
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3.2.1 Survey OverviewThe two compon
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3.3.1 Question 1Has your state deve
Page 33 and 34: 3.3.3 Question 3Have you used advan
Page 35 and 36: 3.3.5 Question 5What are the most c
Page 37 and 38: members are understrength. By utili
Page 39 and 40: None13%ConcreteBarrier9%Other26%W-B
Page 41: contacted.From these follow-up call
Page 45: 5.2 RECOMMENDATIONS FOR FUTURE INVE
Page 48 and 49: INTRODUCTORY INFORMATION [1.2]Nicho
Page 50 and 51: INTRODUCTORY INFORMATION [1.6]Licht
Page 52 and 53: Rehabilitation TechniquesGENERAL [2
Page 54 and 55: This article describes a structural
Page 56 and 57: POST-TENSIONING [2.2.3]Ayyub, Bilal
Page 58 and 59: A572-50 steel were added to the old
Page 60 and 61: To increase the portal rigidity of
Page 62 and 63: sponsored by the Structural Divisio
Page 64 and 65: Tension rods were attached to the t
Page 66 and 67: is a conservative designation for r
Page 68 and 69: A truss bridge built in 1926-27 con
Page 70 and 71: hanger type connection. The pins on
Page 72 and 73: This handbook provides an overview
Page 74 and 75: This technical brief outlines the a
Page 76 and 77: crossing the Charles River was dama
Page 78 and 79: for inspection procedures in the fu
Page 80 and 81: model and 3-D model were both used.
Page 82 and 83: In this article, the authors discus
Page 86 and 87: Maximum forces due to uniform lane
Page 88 and 89: This article investigate the contri
Page 90 and 91: described along with the necessary
Page 92 and 93: RELIABILITY ANALYSIS [3.6.3]Frangop
Page 94 and 95: STRUCTURE [4.1.3]Aktan, A. E., K. L
Page 96 and 97: modified from published values usin
Page 98 and 99: case, the pin ended calculation pro
Page 100 and 101: The bridge was instrumented and a s
Page 102 and 103: MEMBERS [4.2.2]Schindler, Hans-Jako
Page 104: MEMBERS [4.2.4]Keating, Peter B., J
Page 107 and 108: double splices with different stres
Page 109 and 110: References : Virginia Highway and T
Page 111 and 112: ehabilitation project. The Steel St
Page 113 and 114: Board, National Cooperative Highway
Page 116 and 117: APPENDIX ASURVEY OF DEPARTMENTS OF
Page 118 and 119: Preservation of Historic Metal Trus
Page 121 and 122: 4. Have you used load testing to as
Page 124 and 125: 8. What methods, if any, have you u
Page 126: 12. Additional Comments:13. Please
Page 129 and 130: MD : We haven’t developed any off
Page 131 and 132: Yes:MD: We used load testing to eva
Page 133 and 134: TN: Replace members. Add section to
Page 135 and 136:
Widening bridge: AZ, [NE (tested in
Page 137 and 138:
SK: We do not have any historic met
Page 139 and 140:
• We replaced the deck of bridge
Page 141 and 142:
• Reuse the floorbeams by bolting
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