FLANGED I-SHAPED MEMBERS AND CHANNELS This Article applies to singly or doubly symmetric
5.18—MINIMUM PROTECTION FOR STRUCTURAL STEEL
5.18.1—General
Steel structures shall be protected from the effects of corrosion by means such as galvanizing, metalizing, painting, or other methods approved by the Designer or Owner. Corrosion likely to occur as a result of entrapped moisture or other factors shall be eliminated or minimized by appropriate design and detailing. Positive means to drain moisture and condensation shall be provided unless the member is completely sealed.
Corrosion protection is not required for the surfaces of enclosed spaces that are permanently sealed from any external source of oxygen.
5.18.2—Painted Structures
For painted structures, the materials and methods shall conform to the Standard Specifications for Highway Bridges. Parts inaccessible after erection, except the inside of tubing or pipe, shall be given three shop coats of paint.
5.18.3—Galvanized Structures C5.18.3
Hot-dip galvanizing after fabrication shall conform to the requirements of AASHTO M 111 (ASTM A 123).
Tubular steel pole shafts to be galvanized preferably shall have a silicon content equal to or less than 0.06 percent.
Other components, such as base plates, should have silicon content controlled as required to prevent detrimental galvanizing effects. The placement of drainage and vent holes shall not adversely affect the strength requirements of a galvanized member. Damage to the coating shall be repaired subsequent to erection by a method approved by the Owner.
Drainage and vent holes result in a reduction of a member’s net section and cause stress risers, thereby reducing fatigue resistance. Holes shall be placed at noncritical locations where these reductions will not result in the member’s strength being less than the required strength for maximum design loadings or fatigue.
For structural bolts and other steel hardware, hot-dip galvanizing shall conform to the requirements of AASHTO M 232 (ASTM A 153). Exposed parts of anchor bolts shall be zinc coated or otherwise suitably protected. The zinc coating should extend a minimum of 100 mm (4 in.) into the concrete. Steel anchorages located below grade and not encased in concrete shall require further corrosion protection in addition to galvanizing.
5.19—REFERENCES
AASHTO. 1990. Standard Specification for Steel Anchor Bolts, M 314. American Association of State Highway and Transportation Officials, Washington, DC. Available individually in downloadable form; also in Standard Specifications for Transportation Materials and Methods of Sampling and Testing, 28th Edition, HM-28.
AASHTO. 2004. Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products, M 111M/M 111. American Association of State Highway and Transportation Officials, Washington, DC. Available individually in downloadable form; also in Standard Specifications for Transportation Materials and Methods of Sampling and Testing, 28th Edition, HM-28.
AASHTO. 2006. Zinc Coating (Hot-Dip) on Iron and Steel Hardware, M 232M/M 232. American Association of State Highway and Transportation Officials, Washington, DC. Available individually in downloadable form; also in Standard Specifications for Transportation Materials and Methods of Sampling and Testing, 28th Edition, HM-28.
AASHTO. 2002. Standard Specifications for Highway Bridges, 17th Edition, HB-17. American Association of State Highway and Transportation Officials, Washington, DC.
ACI. 1991. State-of-the-Art Report on Anchorage to Concrete, ACI 355.1R-91. American Concrete Institute, Farmington Hills, MI.
ACI. 1995. Building Code Requirements for Structural Concrete, ACI 318-95. American Concrete Institute, Farmington Hills, MI.
ACI. 1995. “Code Requirements for Nuclear Safety Related Concrete Structures,” Appendix B, "Steel Embedments,"
ACI 349-90. American Concrete Institute, Farmington Hills, MI.
AISC. 1989. Manual of Steel Construction—Allowable Stress Design, Ninth Edition. American Institute of Steel Construction, Chicago, IL.
AISC. 1994. Manual of Steel Construction—Load and Resistance Factor Design, Second Edition. American Institute of Steel Construction, Chicago, IL.
ASCE. 1990. Design of Steel Transmission Pole Structures, Second Edition. Manuals and Reports on Engineering Practice No. 72. American Society of Civil Engineers, New York, NY.
ASTM. 1998. “Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength,” ASTM F 1554-94, Annual Book of ASTM Standards. American Society for Testing Materials, West Conshohocken, PA.
AWS. 1996. Structural Welding Code—Steel, ANSI/AWS D1.1-96. American Welding Society, Miami, FL.
Cannon, D. D., and R. A. LeMaster. 1987. Local Buckling Strength of Polygonal Tubular Poles. Transmission Line Mechanical Research Center, Electric Power Research Institute, Haslet, TX.
Cook, R. A., G. T. Doerr, and R. E. Klingner. 1989. Design Guide for Steel-to-Concrete Connections, Report No. FHWA/TX-89+1126–4F. Center for Transportation Research, Texas State Department of Highways and Public Transportation, Austin, TX.
Cook, R. A., D. S. Ellifritt, S. E. Schmid, A. Adediran, and W. Beese. 1995. Design Procedure for Annular Base Plates, Final Project Report No. FL/DOT/RMC/0697-8804, Structures and Materials Research Report No. 95-4. Florida Department of Transportation, Tallahassee, FL.
Currence, W. C. 1974. “Local Buckling Stability of Polygonal Cross-Sections in Bending.” Paper presented at the American Society of Civil Engineers National Water Resources Meeting, Los Angeles, CA.
Dexter, R., and M. Ricker. 2002. Fatigue-Resistant Design of Cantilever Signal, Sign, and Light Supports, NCHRP Report 469. Transportation Research Board, National Research Council, Washington, DC.
Fiss, R. A. 1971. “Local Buckling of Tubular Steel Poles in Bending.” Paper presented at the American Society of Civil Engineers Annual and National Environmental Engineering Meeting, St. Louis, MO.
Fouad, F., et al. 2003. Structural Supports for Highway Signs, Luminaries, and Traffic Signals, NCHRP Report 494.
Transportation Research Board, National Research Council, Washington, DC.
Fuchs, W., R. Eligenhausen, and J. E. Breen. 1995. “Concrete Capacity Design Approach for Fastening to Concrete,” ACI Structural Journal 92, American Concrete Institute, Farmington Hills, MI, No. 1 (January–February 1995).
5-32 STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS,LUMINAIRES, AND TRAFFIC SIGNALS
Hall, J. H. 2005. “The Effect of Baseplate Flexibility on the Fatigue Performance of Welded Socket Connections in Cantilevered Sign Structures.” Master’s thesis, Graduate School of Engineering, Lehigh University, Bethlehem, PA.
James, R. W., P. B. Keating, R. W. Bolton, F. C. Benson, D. E. Bray, R. C. Abraham, and J. B. Hodge. Tightening Procedures for Large-Diameter Anchor Bolts. Report No. FHWA/TX-98/1472-IF. Austin, Texas: Texas Transportation Institute, Texas Department of Transportation, June 1997.
Jirsa, J. O., et al. 1984. Strength and Behavior of Bolt Installations Anchored in Concrete Piers, Report No. FHWA/TX-85/51+305–1F. Texas State Department of Highways and Public Transportation, Austin, TX.
Johns, K. W., and R. J. Dexter. 1988. Fatigue Related Wind Loads on Highway Support Structures, Final ATLSS Report No. 98-03. Lehigh University, Bethlehem, PA. Prepared for New Jersey Department of Transportation.
Kaczinski, M. R., R. J. Dexter, and J. P. Van Dien. 1998. Fatigue-Resistant Design of Cantilevered Signal, Sign and Light Supports, NCHRP Report 412. Transportation Research Board, National Research Council, Washington, DC.
Koenigs, M. T., T. A. Botros, D. Freytag, and K. H. Frank. 2003. Fatigue Strength of Signal Mast Arm Connections, Research Report 4178-2. Texas Department of Transportation, Austin, TX.
Plantema, F. J. 1946. Collapsing Stresses of Circular Cylinders and Round Tubes. Report No. S. 280. Nat.
Luchtvaartlabatiorium, Amsterdam, The Netherlands.
Schilling, C. G. 1965. “Buckling Strength of Circular Tubes,” Journal of the Structural Division 19, No. ST5 (October 1965). American Society of Civil Engineers, New York, NY, pp. 325–348.
Seely, F. B., and J. O. Smith. 1967. Advanced Mechanics of Materials. John Wiley & Sons, New York, NY.
Till, R. D., and N. A. Lefke. 1994. The Relationship Between Torque, Tension, and Nut Rotation of Large Diameter Anchor Bolts, Research Report No. R-1330. Michigan Department of Transportation, Lansing, MI.
Timoshenko, S. P., and J. M. Gere. 1961. Theory of Elastic Stability McGraw–Hill, New York, NY.
Warpinski, M. K. 2006. The Effect of Base Connection Geometry on the Fatigue Performance of Welded Socket Connections in Multi-Sided High-Mast Lighting Towers. Master’s thesis, Graduate School of Engineering, Lehigh University, Bethlehem, PA.