Barrier Cable Systems

Barrier Strand (or Barrier Cable) is primarily used in parking structures for vehicular and/or pedestrian restraint along the ramps or perimeter.  This restraint system is different from the ‘Cable Barrier’ used along highways.

Barrier Cable is comprised of a 0.5 inch diameter, 7-wire high-strength steel strand.  This strand should meet the requirements of ASTM-A416 and Post-Tensioning Institute’s ‘Specification for 7-Wire Steel Strand Barrier Cable Applications.’

Typically, Barrier Cable is exposed to the elements and therefore requires a corrosion-protection system to prevent the steel from rusting.  There are several different types of barrier cable that Structural Engineers and Architects can specify for their structure.  The pictures and descriptions show the most common types of Barrier Cable used in the United States.

  • Plastic-Coated: Plastic-Coated Barrier Cable has an extruded plastic HDPE sheathing around the steel strand to prevent rusting.  The protective system is similar to Unbonded Post-Tension strand except the Plastic-Coated Barrier Cable typically does not contain Post-Tension coating (“grease”) inside the sheathing.  Therefore, the extruded sheathing has a tighter bond to the steel strand as the interstitial spaces are filled.
  • Galvanized Barrier Cable:  Galvanized Barrier Cable is zinc-plated per ASTM-A475 to prevent rusting.  It is recommended to use galvanized wedges to hold the cable within the corrosion-protected anchorage device.
  • Epoxy-Coated:  Epoxy-Coated Barrier Cable has thermosetting plastic polymer coating around the steel strand to prevent rusting.  Special wedges may be required to hold the cable within the anchorage device.

In terms of costs, the Plastic-Coated system is the cheapest and the Epoxy-Coated is the most expensive.  In terms of performance and maintenance, opinions differ and greatly depend on the installation and the end-user.  In terms of aesthetics, beauty is in the eye of the beholder!!!

Architects and/or Structural Engineers should also consider the following when designing the Barrier Cable system:

  1. Is the Barrier Cable anchorage device embedded in the column, or will a steel angle iron be required to attach to the column? If the anchors are embedded, then the Contractor will have to install the anchors as the columns are erected.  If steel angle iron is used, then the sides of the column cannot have any obstruction.  Several different anchorage devices are used in either case.
  2. What type of anchorage device should be specified? Among the most common types include a galvanized donut/barrel anchor, encapsulated post-tension anchor, “Grabbit”/adjustable anchor, and spring-loaded anchor.
  3. What type of wedges should be specified? Depending on the anchorage devices, galvanized 2-piece and 3-piece wedge sets are the most common.  Some of the specialized anchorage devices have the wedges included.
  4. What areas have restrictions to stressing the Barrier Cable? Again, different anchorage devices would be required.
  5. What force should the Barrier Cable be stressed at? Typically, Barrier Cable is stressed to 3 to 7 kips (and back-stressed to 28 kips).  Most Barrier Cable is Grade 230, 250 or 270.
  6. How many rows of Barrier Cable are required to protect pedestrian and restrain vehicles? The PTI Barrier Cable Specification defines the requirements per UBC Building Code.  Local Codes or special circumstances should be factored.

Visit the AMSYSCO Inc. website for more information about Barrier Cable and other Post-Tensioning products.

- Neel Khosa, AMSYSCO, Inc.
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Copyright © 2010 by AMSYSCO, Inc. All rights reserved.

Material Properties of Post-Tension Strands

The following is a list of basic formulas for 270 ksi, 7-wire Prestressing steel strand (per ASTM-A416) used in Post-Tensioned concrete.

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Assume 0.5″ diameter strand has cross-sectional area of 0.153 sq.in. and weight of 0.525 lbs/ft.

Assume 0.6″ diameter strand has cross-sectional area of 0.217 sq.in. and weight of 0.740 lbs/ft.

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Minimum Ultimate Tensile Strength (MUTS) = (Grade of Steel) x (Cross-Sectional Area)

0.5″ inch diameter = (270 ksi) x (0.153 sq.in.) = 41.3 kips

0.6″ inch diameter = (270 ksi) x (0.217 sq.in.) = 58.6 kips

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Minimum Yield Strength = 90% of MUTS = MUTS x 0.90 (per ASTM-A416)

0.5″ inch diameter = (41.3 kips) x (0.90) = 37.2 kips

0.6″ inch diameter = (58.6 kips) x (0.90) = 52.7 kips

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Jacking Force = 80% of MUTS = MUTS x 0.80 (per ACI Code)

0.5″ inch diameter = (41.3 kips) x (0.80) = 33.0 kips

0.6″ inch diameter = (58.6 kips) x (0.80) = 46.9 kips

“Jacking Force” is the force that tendons are stressed to.

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Allowable Initial Force = (Jacking Force) minus (Short-Term Losses) = 70% of MUTS = MUTS x 0.70 (per ACI-318)

Short-Term Losses include:

  1. Angular Profile of Tendon
  2. Horizontal sweeps in Tendon
  3. Wedge-Seating (typically 0.25 inch)
  4. Wobble due to installation (CLICK HERE to view the video on how to calculate Angular and Wobble Coefficients in unbonded post-tensioning tendons.)

0.5″ inch diameter = (41.3 kips) x (0.70) = 28.9 kips

0.6″ inch diameter = (58.6 kips) x (0.70) = 41.0 kips

“Initial Force” is the force at the anchorage after the wedges are seated and stressing jack is removed.  The calculated values above are approximate since the actual short-term losses may differ from the theoretical values.

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Final Force = (Initial Force) minus (Long-Term Losses)

Long-Term Losses include:

  1. Creep of concrete (permanent deflection due application of constant load)
  2. Elastic Shortening of concrete
  3. Relaxation of steel prestressing strand
  4. Shrinkage of concrete during curing

0.5″ inch diameter = approx 26.9 kips

0.6″ inch diameter = approx. 38.1 kips

“Final Force” is the force at the anchorage after the long-term losses are accounted for.  The calculated values above are approximate since the actual long-term losses may differ from the theoretical values.

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Average Tendon Elongation (approx.) = (P x L) / (A x E)

P = Prestress jacking force (70% of MUTS)

L = Length of steel (inches)

A = Cross-Sectional Area of steel (sq.in.) on mill certificates

E = Modulus of Elasticity of steel (ksi) on mill certificates

For example, using a 100-foot tendon (L = 100 x 12 inches) with Modulus of Elasticity of 28,500 ksi.

0.5″ inch diameter = (28.9 kips x 1,200 inches) / (0.153 sq.in. x 28,500 ksi) = 7.95 inches

0.6″ inch diameter = (41.0 kips x 1,200 inches) / (0.217 sq.in. x 28,500 ksi) = 7.95 inches

***Notice that the 0.5″ and 0.6″ have the same Avg. Elongation***

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Post-Tensioning Institute recommends an allowable elongation range of plus/minus 7% of the Average Tendon Elongation for unbonded post-tensioning tendons.

Min. Allowable Elongation = 93% of Avg. Elongation = 0.93 x (Avg.El.)

Max. Allowable Elongation = 107% of Avg. Elongation = 1.07 x (Avg.El.)

If we use the same 100-foot tendon with average elongation of 7.95 inches, then Min.El. = 0.93 x 7.95 inches = 7.40 inches and Max.El. = 1.07 x 7.95 inches = 8.51 inches.

- Rattan Khosa, President, AMSYSCO

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Copyright © 2010 by AMSYSCO, Inc. All rights reserved.

Unbonded Post Tensioning – Preconstruction Checklist

The following is a preconstruction checklist for General Contractors / Construction Managers that can be used for Unbonded Post Tensioning projects.  It has saved AMSYSCO, Inc. and its Clients from costly errors, revisions, delays and problems.  These checklist(s) are not inclusive and are only meant to help post tensioned concrete projects.

Checklist – BEFORE Post Tensioning shop drawings are started

1. Does the Post Tensioning Supplier have the latest and complete set of Structural Drawings and/or Architectural elevations/floor Plans?

2. Does the Post Tensioning Supplier have the latest Post Tensioning specifications and/or Barrier Cable specifications?

3. Has the pour sequence been finalized showing pour numbers, construction joints and/or pour strips?

4. Are there any restrictions to stressing tendons due to existing buildings, shear/elevator/stair walls or space limitations?

5. Have the major slab openings been coordinated and approved by the Structural Engineer?

6. Are structural CAD Files available to save time on detailing shop drawings?

7. For residential/office buildings:  Are MEP CAD Files available for coordination with Post Tensioning drawings?

Checklist – BEFORE Post Tensioning is awarded

1. Does the jobsite have a copy of the Post Tensioning Institute’s “Field Procedures Manual for Unbonded Single Strand Tendons” (3rd Edition is current as of 2009)?

2. Does the Post Tensioning Installer have an individual who is currently certified under the Post Tensioning Institute’s “Level 2 Field Certification for Superstructure Ironworkers” program (or approved equal certification program)?  Are the other members of the installation crew certified under the Post-Tensioning Institute’s “Level 1 Field Fundamentals of Installation” program?

3. Does the Post Tensioning Inspector have an individual who is currently certified under the Post Tensioning Institute’s “Level 2 Field Certification for Inspector” program (or approved equal certification program)?

4. Is the Post Tensioning Supplier certified under the Post Tensioning Institute’s “Plant Certification” program?

5. Does the Post Tensioning Installer have an individual with experience with hydraulic stressing equipment for Post Tensioning?  This individual should have a current PTI-Certification (Level 2 Ironworker), be onsite and have a proven track record of working with stressing equipment.  Safety is priority one.

- Rattan Khosa, AMSYSCO

Copyright © 2009 by AMSYSCO, Inc. All rights reserved.

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