UNITED STATES DEPARTMENT OF AGRICULTURE

Rural Development Utilities Programs 

BULLETIN 1724E-206 

RD-GD-2016-83

SUBJECT: Guide Specification for Prestressed Concrete Poles and Concrete Pole 

Structures

TO: All Electric Borrowers

EFFECTIVE DATE: Date of Approval 

OFFICE OF PRIMARY INTEREST: Engineering Standards Branch; Office of Policy, 

Outreach, and Standards 

FILING INSTRUCTIONS: This bulletin updates RUS Bulletin 1724E-206, "Guide 

Specification for Spun, Prestressed Concrete Poles and Concrete Pole Structures” issued

July, 2008. 

AVAILABILITY: This bulletin can be accessed via the Internet at:

http://www.rd.usda.gov/publications/regulations-guidelines/bulletins/electric

PURPOSE: This bulletin provides a basis for procuring prestressed concrete poles and concrete 

pole structures. 

CONTRIBUTORS: Current and former members of the Transmission Subcommittee of the

Transmission and Distribution (T&D) Engineering Committee of the National Rural Electric

Cooperative Association (NRECA).

Current members: 

Ballard, Dominic, East Kentucky Power Coop., Winchester, KY

Beadle, Bob, North Carolina EMC, Raleigh, NC

Beckett, Thomas, Enercon, Kennesaw, GA

Fan, Quan He, Georgia Transmission Corporation, Tucker, GA

Johnson, Wilson, USDA, Rural Development Utilities Program, Washington, DC

Lukkarila, Charles, Great River Energy, Maple Grove, MN

McAndrew, Jeremy, South Mississippi Electric Power Assoc., Hattiesburg, MS

Metro, Patti, National Rural Electric Cooperative Association, Arlington, VA

Nicholson, Norris, USDA, Rural Development Utilities Program, Washington, DC

Nordin, Bryan, Tri-State Generation & Transmission Association, Inc., Denver, CO

Ruggeri, Erik, Power Engineers, Hailey, ID

Shambrock, Aaron, South Central Power Company, Lancaster, OH 

Twitty, John, PowerSouth Energy Cooperative, Andalusia, AL 

_____8/9/2016__ 

 Date

Disclaimer: The contents of this guidance document does not have the force and effect of law and is not meant 

to bind the public in any way. This document is intended only to provide clarity to the public regarding 

existing requirements under the law or agency policies.
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TABLE OF CONTENTS

Page

INSTRUCTIONS WHEN USING THIS GUIDE SPECIFICATION FOR PRESTRESSED

CONCRETE POLES AND CONCRETE POLE STRUCTURES ....................................... v-xiv

TECHNICAL SPECIFICATIONS FOR PRESTRESSED CONCRETE POLES AND 

CONCRETE POLE STRUCTURES...................................................................................... 1-29

1 Scope.........................................................................................................................................1

2 Definitions.................................................................................................................................1

3 Codes and Standards.................................................................................................................5

4 General Requirements...............................................................................................................7

5 Inspection and Testing ............................................................................................................17

6 Shipping and Delivery ............................................................................................................20

7 Drawings and Information to be Supplied by the Manufacturer ............................................21

8 Approvals, Acceptance, and Ownership.................................................................................23

9 List of Attachments.................................................................................................................24

 Attachment A - Structure Dimensions and Other Information..............................................26

 Attachment B - Design Loads................................................................................................28

 Attachment C - Application Requirements ...........................................................................30

 Attachment D - Drawings .....................................................................................................32

 Attachment E - Bid Summary-Design Information, Weights, and 

 Costs (Information to be Submitted with Proposal) ...............................................34

APPENDIX A – COMMENTARY

APPENDIX B - EXAMPLES OF ATTACHMENTS A AND B

APPENDIX C - SELECTED SI-METRIC CONVERSIONS

INDEX:

POLES: Concrete

MATERIALS AND EQUIPMENT: Guide Specification for Prestressed Concrete Poles and 

Concrete Pole Structures 

SPECIFICATIONS AND STANDARDS: Guide Specification for Prestressed Concrete Poles 

and Concrete Pole Structures

TRANSMISSION FACILITIES: Poles (Concrete)
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ABBREVIATIONS

ACI American Concrete Institute

AISC American Institute of Steel Construction

ANSI American National Standards Institute

ASCE American Society of Civil Engineers

ASTM American Society for Testing and Materials

AWS American Welding Society

EPRI Electric Power Research Institute

IFI Industrial Fasteners Institute

kip 1,000 pounds

ksi kips (1000 lb.) per square inch

LF Load Factor

mph miles per hour

NESC National Electrical Safety Code

OHGW Overhead ground wire

PCI Prestressed Concrete Institute

psi pounds per square inch

PVC Polyvinyl chloride

DEFINITIONS

Borrower - An entity which borrows or seeks to borrow money from, or arranges financing with 

the assistance of the Agency through guarantees, lien accommodations or lien subordinations.

Rural Development Utilities Programs Forms – All forms and bulletins referred to in this 

bulletin are Rural Development Utilities Programs forms and bulletins, unless otherwise noted.

RUS Form 198 - Equipment Contract

Rural Development Electric Program – A program within Rural Development, under the Rural 

Utilities Service (RUS).
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INSTRUCTIONS WHEN USING GUIDE SPECIFICATION FOR 

PRESTRESSED CONCRETE POLES AND CONCRETE POLE STRUCTURES

1 PURPOSE

The intent of this guide specification is to provide Rural Development Electric Program 

borrowers with a basis for procuring prestressed concrete poles or concrete pole 

structures. Use of this specification should help eliminate ambiguities that might arise in 

the evaluation process of competitively bid concrete pole procurements.

Terminology used in this specification has been simplified in order to provide 

consistency. Referring to the owner can also mean the owner's representative or 

Engineer.

Borrowers or their engineering representatives will need to complete and add to this 

specification other information, drawings and supplemental requirements as appropriate. 

Modifications of this specification may be necessary to consider special applications or 

preferences of the owner.

2 SCOPE

This suggested purchase specification covers the technical aspects of design, materials, 

manufacturing, inspection, testing, and delivery of prestressed concrete poles and 

concrete pole structures. This specification does not include contract (front-end)

documents or specifications for construction. The user of this specification should add 

these documents, including general conditions and any supplemental instructions to the 

bidders. This specification may be expanded to include H-frame structures.

3 INITIAL DESIGN CONSIDERATIONS 

There are engineering decisions that should be made before completing the 

specifications. Some examples include:

• Amount of foundation rotation to consider for incorporating P-delta moments;

• Location of point of fixity;

• Embedment depths;

• Guy wire modulus of elasticity;

• Load cases to be considered in addition to those required by the National Electrical 

Safety Code (NESC); and

• Deflection limitations.

The user should perform the engineering required for these types of issues or employ an 

engineering consultant to do so.
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4 INFORMATION TO BE COMPLETED BY THE OWNER

When using these specifications the owner should detach the instructions and the 

appendices and complete the following:

a Documents and general information to be added to the technical specification: A 

number of front-end documents and general information need to be added to this 

technical specification.

(1) Form 198 (Recommended for competitive bidding)

(2) Supplemental Instructions to Bidders

(3) General Conditions

When there is competitive bidding, it is recommended that RUS Form 198 be 

used. This form covers Notice and Instructions to Bidders, Proposal, and 

Equipment Contract. For item (2) above, Supplemental Instructions to Bidders, 

the user may want to add such items as Bid Submission, Bid Price, and Schedule, 

Bid Acceptance Period, Bid Requirements, and Bid Data. A section on General 

Conditions could include such items as Definition of Terms, Interpretation of Bid 

Documents, Addenda to the Bid Documents, Insurance, Method of Payment (if 

RUS Form 198 is not used), Quantities, and Tabulation of Unit Prices.

b Requirements to the technical specifications to be added or completed by the 

owner or owner’s representative:

(1) Configuration requirements and other information (Attachment A of the 

Specification or equivalent):

• Structure dimensions;

• Conductor support locations (orientation and height);

• Overhead ground wire support location(s) (orientation and height);

• Underbuild support locations (orientation and height); 

• Guy attachment locations (orientation and height); and

• General load information.

(2) Structural requirements:

(a) Design loads, with and without load factors for deflection and 

cracking requirements (Attachment B of the Specification to be 

added).

Minimum loads should meet appropriate NESC District Loads, 

NESC extreme wind loads, NESC extreme ice with concurrent 

winds, any extreme ice conditions and local code loads with the 
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appropriate load factors. In addition, all structures should have 

sufficient strength before conductor stringing to withstand the 

extreme wind load applied in any direction on the structure. The 

ASCE Guidelines for Electrical Transmission Line Structural

Loading can be used for developing loads produced by climate, 

accidents, construction, and maintenance. Calculations need to 

include the vertical, transverse, and longitudinal loads with wind 

on the structure and the dead weight of the structure for any given 

loading condition applied simultaneously. If crossarms or nearhorizontal members are required, consideration should be made for 

including appropriate vertical loads from workers. 

(b) Pole deflection limitations, if any, Attachment C of the 

Specification, to be added. If deflection limitations are required, 

specify the loading condition(s) without load factors.

(c) Embedment depth(s), Attachment C of the Specification, to be 

completed. The owner should specify the embedment depth and 

the point of fixity, if different from the groundline. The owner 

should specify the maximum anticipated foundation rotation or 

deflection in Attachment C. If different for individual loading 

cases, the owner must indicate these requirements in the loading 

tables (Attachment B). The manufacturer should consider them in 

the design of the poles when specified. 

(d) Location, orientation, slope, type, size, strength of guys, 

(Attachment A of the Specification, and modulus of elasticity of 

guys, Attachment C of the Specification should be completed.

(3) Application Requirements (Attachment C of the Specification to be 

completed).

(a) The supplier of the steel arms, guy attachments, and hardware.

(b) Diameter and taper limitations. 

(c) Guy wire modulus of elasticity

(d) Location of climbing and/or working devices and the quantity of 

each to be supplied with the poles. 

(e) Pole tests and number of load cases for each test. 

(f) Component weight and/or length restrictions.
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(g) Delivery schedule, free on board (FOB) location, and owner's 

contact. 

(h) Special handling requirements.

(i) Additional requirements. Additional items such as special pole 

color (stain, paint, or dye additive), attachment requirements, arms, 

attachment hardware, bolts, grounding requirements, hot line 

maintenance requirements, rigging requirements, cant holes, pole 

splices, switch operating mechanisms, etc. 

(4) Structure drawing details (Attachment D of the Specification, to be added 

by owner). 

Drawings TUC series, TM-C1, and TM-C2 on pages ix, x, xi, xii and xiiii 

of these instructions are provided as guidance drawings for development 

of Attachment D of the Specification.

5 INFORMATION TO BE COMPLETED BY THE MANUFACTURER

a The owner should have the following information completed and submitted by 

each bidder. Attachment E of the specification is a sample bid summary which 

includes this information.

(1) Calculated weight of each concrete pole and concrete pole structure;

(2) For the controlling load case and any other load cases as required by 

owner for evaluating bids, design calculations including the maximum 

reactions (moments, shears, and axial loads, including load factors) in 

poles at the groundline or point of fixity, and guy wire loads;

(3) Pole diameter or width at top, bottom, and groundline;

(4) Tip and butt wall thickness;

(5) Prestress strand details concerning quantity, size, and dropout location;

(6) 28-day compressive strength of concrete; and

(7) Diameter taper (in/ft).

b The owner should have the following information completed by the successful 

bidder prior to pole manufacture:
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(1) For each load case, design calculations including the maximum reactions 

(moments, shears, and axial loads, including load factors) in poles at the 

groundline or point of fixity, and in guy wires;

(2) Deflections and analyzed stress reactions every 5 feet;

(3) Type of material of major components (ASTM number and grade);

(4) Quantity, size, and grade of prestressing strands or other reinforcement; 

(5) Description of pole including thickness, length, diameter, and taper. 

(6) Method of attaching arms, braces, hardware, and miscellaneous equipment 

to the pole if supplied by the bidder;

(7) Design exceptions; and

(8) Assembly and handling instructions

c Final documentation (as built) after construction. 

d Test reports as requested by the owner.
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TECHNICAL SPECIFICATIONS FOR PRESTRESSED 

CONCRETE POLES AND CONCRETE POLE STRUCTURES

1 SCOPE 

This specification covers the design, materials, manufacture, inspection, testing, 

drawings, shipping, and delivery of prestressed, concrete poles or concrete pole 

structures.

2 DEFINITIONS

Admixture - Any material other than water, aggregate, or cement that is used as an 

ingredient of concrete and added to concrete before or during its mixing to modify its 

properties. 

Appurtenance - Any hardware or structural members that are attached to the concrete 

pole to make a complete structure.

Bonding, electrical - The electrical interconnecting of conductive parts, designed to 

maintain a common electrical potential.

Cant hole - A through hole in the pole which is used in rotating the pole about its axis 

during setting. The hole is typically 1-1/2” in diameter and located approximately 4 feet 

above the groundline. Additional through holes below the groundline at 4 foot spacing

may be specified to facilitate rotating the pole while it is being lowered into the ground.

Circumferential cracks - Cracks that parallel a cross-section of a concrete pole.

Cracking moment - The moment which is developed in the pole at the time the cracking 

strength of the pole is experienced.

Cracking strength - The point at which the concrete just begins to separate due to 

exceeding the tensile strength of the concrete on the tension face of the pole.

Deadend structure - A type of guyed or unguyed structure on which the conductors are 

connected by strain insulators, with the usual purpose of terminating the conductor 

tension.

Deleterious substance - Any substance that is not desirable in a mixture, usually causing 

harm in sufficient quantities. 

Dropout, steel cable - The terminating point of any longitudinal steel that is not 

continuous for the length of the pole.

Efflorescence - The formation of a white film on the surface of the pole, typically caused 

by the emergence of chlorides during curing.
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Embedment - That portion of the pole which is designed to be located in the ground or 

other supporting medium.

Factored load - See Ultimate Load.

Foundation deflection - The magnitude and direction of displacement of the embedded 

portion of the pole or supporting foundation which is expected to occur with the response 

of the soil or supporting medium to the applied loading conditions. It is usually 

expressed in inches from the plumb position at the groundline or point below the 

groundline where supporting soil begins.

Foundation rotation - The degree and direction of rotation of the embedded portion of the 

pole or supporting foundation about the groundline or point of fixity, if specified, which is 

expected to occur with the response of the soil or supporting medium to the applied 

loading conditions.

Groundline - The point at which the embedment begins. Groundline is used for 

transmission line design such as determining ground clearances. Resistance from the 

supporting soils or other medium begins at or below groundline.

Group of bolt holes - All of the holes in which a single hardware assembly will be 

attached. For an assembly that requires only one bolt hole, that one hole constitutes a 

group.

Guyed structure - A structure in which cable supports are used to increase its lateral load 

resistance.

In-line face - The face of the pole which “faces” an adjacent structure in the line.

Load cycle - The point at which a structure has undergone the range of loadings that are 

expected to occur over the life of the structure.

Load case - A group of loadings, restraints, (foundation deflections and foundation 

rotations) which are simultaneously applied to the structure at a particular point in time. 

Additional structural performance requirements may also be included.

Load factor - A multiplier which is applied to each of the vertical, transverse, and 

longitudinal structure loadings to obtain an ultimate factored load. 

Longitudinal cracks - Cracks in concrete that parallel to the long axis of the pole.

Longitudinal reinforcement - The reinforcing steel which is installed along the long axis 

of the pole.
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Manufacturer - The supplier responsible for the fabrication of the poles. The 

manufacturer makes the poles based on the design drawings developed by the structural 

designer, who is the engineer responsible for the structural design of the poles and is 

usually employed by the manufacturer.

Modulus of elasticity - The slope of the stress-strain diagram within the proportional 

range of an elastic material.

Owner - The Rural Development Utilities Programs borrower procuring the concrete 

poles.

P-delta (P-∆) moment - The additional moment created by vertical loads acting on the 

structure which deflects from its unloaded position.

Point of fixity - The point on the pole at or below groundline where the maximum 

moment occurs. Location of this point is dependent on the characteristics of soils around 

the embedded portion of the pole

Pole end squareness – A measure of how perpendicular the finished surface of the pole 

butt is to the longitudinal axis of the pole.

Pole failure - The point at which the maximum strength of the pole is realized. Failure 

usually occurs with crushing of the concrete or permanent deformation.

Pole sweep - The measure of deviation from straightness along the length of the pole.

Post-tensioned steel strand - The longitudinal reinforcement that has been tensioned after 

the concrete has hardened.

Prestressed concrete - Reinforced concrete in which internal stresses have been 

introduced to reduce potential tensile stress in concrete resulting from loads.

Pretensioned steel strand - The longitudinal reinforcement that has been tensioned before 

concrete is placed. Also referred to as prestressed steel strand.

Pyrite staining - A pale brass-yellow colored stain in the concrete caused from the 

concrete mixture containing an excess amount of iron disulfides.

Reinforcing steel - Any steel for the purpose of reinforcement of the concrete, including 

longitudinal reinforcement, spiral reinforcement, and deformed reinforcing bars.

Release strength - The minimum concrete strength that is necessary before the 

pretensioned strands can be released.

Secondary stresses - The additional stresses created by continued application of the loads 

as the structure displaces or deflects from its unloaded position.
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Service load - The loading which is usually synonymous to the NESC district loadings 

without load factors applied, and sometimes referred to as unfactored district load or 

working load. The service load may also be a greater ice and/or wind load when 

compared to the NESC district loads. Any service load, multiplied by the appropriate 

load factor will give the ultimate load.

Spiral reinforcement - Steel reinforcement, continuously wound in the form of a 

cylindrical helix that encloses the longitudinal steel.

Spun concrete pole - A pole which is manufactured by placing prestressed steel strands

and spiral reinforcement in a mold, adding fresh concrete and spinning the mold to form 

the pole through centrifugal force.

Statically cast concrete pole - A pole which is manufactured by placing prestressed steel 

strands and spiral reinforcement in a mold, then adding fresh concrete to form the pole.

Structural designer - The engineer(s) responsible for structural design of the poles, 

usually employed by or is a hired consultant of a company which fabricates concrete pole 

structures.

Ultimate load - The maximum design load which includes the appropriate load factor

specified.

Ultimate moment capacity - The moment which is developed in the pole at the time the 

ultimate strength of the structure is realized.

Unbalanced lateral load - Any loading of a significant duration and magnitude which is 

not restrained or offset by guys or cables which generates bending moments along a 

section of the pole.

Ultimate strength - The maximum strength in the stress-strain diagram. For the pole, this 

is considered to be the point at which the pole fails, usually with crushing of the concrete.

Unfactored district load - See Service Load.

Unfactored extreme load - The extreme wind, ice, or other extreme loading without 

considering a load factor.

Unfactored load - A loading in which the load factor has not been applied.

Working load - See Service Load.

Yield strength - The minimum stress at which a material will start to physically deform 

without further increase in load or which produces a permanent strain. This is known as 

the elastic limit of the material.
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Zero tension strength - The moment at which a crack that was previously created by 

exceeding the cracking moment strength will open again. Under this condition, an 

applied moment will not cause any tensile stress in the concrete. It will always be less 

than the cracking moment strength.

3 CODES AND STANDARDS

Codes, standards, or other documents referred to in this specification are to be considered 

as part of this specification. In the event of a conflict between this specification and the 

National Electrical Safety Code (NESC), the NESC shall be followed. In the event of a 

conflict between this specification and all other referenced documents, this specification 

shall be followed. If a conflict between several referenced documents occurs, the more 

stringent requirement shall be followed. If clarification is necessary, contact the owner. 

The most recent editions of the following codes and standards shall be followed in the 

design, manufacture, inspection, testing, and shipment of prestressed concrete poles:

a American Concrete Institute (ACI): 

ACI 318, Building Code Requirements for Structural Concrete

b Prestressed Concrete Institute (PCI):

MNL 116, Manual for Quality Control for Plants and Production of Precast 

Prestressed Concrete Products

c American Welding Society (AWS):

AWS D1.1, Structural Welding Code – Steel 
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d American Society for Testing Materials (ASTM):

ASTM A416 Standard Specification for Steel Strand, Uncoated Seven-Wire For 

Prestressed Concrete

ASTM A421 Standard Specification for Uncoated Stress-Relieved Steel Wire For 

Prestressed Concrete

ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars 

For Concrete Reinforcement

ASTM A641 Standard Specification for Zinc-Coated (Galvanized) Carbon Steel 

Wire

ASTM A706 Standard Specification for Deformed and Plain Low-Alloy Steel 

Bars For Concrete Reinforcement

ASTM A1064 Standard Specification for Carbon-Steel Wire and Welded Wire 

Reinforcement, Plain and Deformed, for Concrete

ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens 

in the Field

ASTM C33 Standard Specification for Concrete Aggregates

ASTM C39 Standard Test Method for Compressive Strength of Cylindrical 

Concrete Specimens

ASTM C131 Standard Test Method for Resistance to Degradation of Small-Size 

Coarse Aggregate by Abrasion and Impact in the Los Angeles 

Machine

ASTM C150 Standard Specification for Portland Cement

ASTM C172 Standard Practice for Sampling Freshly Mixed Concrete

ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C289 Standard Test Method for Potential Alkali-Silica Reactivity of 

Aggregates (Chemical Method)

ASTM C494 Standard Specification for Chemical Admixtures For Concrete

ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined 

Natural Pozzolan for Use in Concrete

ASTM C881 Standard Specification for Epoxy-Resin-Base Bonding Systems for 

Concrete

ASTM C935 Standard Specification for General Requirements for Prestressed

Concrete Poles Statically Cast

ASTM C1089 Standard Specification For Spun Cast Prestressed Concrete Poles

e Industrial Fasteners Institute (IFI):

Fastener Standards 

f Institute of Electrical and Electronics Engineers (IEEE):

National Electrical Safety Code (NESC)
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g American Society of Civil Engineers/Prestressed Concrete Institute (ASCE/PCI) 

Joint Committee on Concrete Poles:

Guide for the Design of Prestressed Concrete Poles, latest edition

4 GENERAL REQUIREMENTS

The design, fabrication, processes, tolerances, and inspection of poles shall conform to 

the following:

a Design 

(1) Pole designs shall be prepared from the attached configuration drawings 

and design loads. The pole shall be capable of withstanding all specified 

loading cases including wind on pole and secondary stresses from 

foundation deflection and rotation, and from vertical loads acting on 

lateral pole deflection (P-delta effect). Design of poles for these 

secondary stresses shall not consider the possible restraining effect of 

conductors or shield wires. The pole shall withstand the loads without 

failure and without exceeding any specified deflection limitations.

(2) Poles shall withstand the loading conditions, including specified load 

factors. The pole design shall include allowances for loads from handling, 

transportation, and erection without failure, permanent deformation, or 

damage to the pole when handled according to the manufacturer’s 

instructions.

(3) Poles shall be designed by the ultimate strength method as explained in 

ACI 318 and in accordance with the PCI Guide for the Design of 

Prestressed Concrete Poles. Poles shall be designed so that the ultimate 

strength of the pole exceeds the required strength calculated from the 

factored loads applied to the pole including wind on the pole, as specified 

by the owner. The point of fixity on the pole shall be considered at 

groundline or other location as specified with the embedment depths 

shown on the attached drawings.

(4) Poles shall be designed so that the cracking strength of the pole exceeds 

the required strength calculated from the service loads applied to the pole, 

as specified by the owner.

(5) Poles that are subjected to a permanent unbalanced lateral load (such as 

unguyed angle or unguyed deadend structures), or any other structures 

specified by the owner, shall be designed so that the zero tension strength 

of the pole exceeds the required strength calculated from the service loads 

applied to the pole, as specified by the owner. 
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(6) Poles shall be designed in combination with the appropriate column load 

applied along the pole axis as a result of the guys, braces, etc. When guys 

are specified, the ultimate load in the guy should not exceed 65 percent of 

the rated breaking strength of the guy for all load cases. The 

manufacturer shall advise the owner if the specified guy size is 

inappropriate prior to submitting a bid. The owner may elect to change the 

guying or allow an increase up to 90 percent of the rated breaking strength 

of the guy as per the NESC. For design purposes, guy wire modulus of 

elasticity should be specified by the owner.

(7) Poles shall be designed to withstand a one-point (tilting) pickup during 

erection. The manufacturer shall include the weight of the pole with all 

insulators and hardware attached. The poles shall be designed for twopoint pickup for horizontal handling. All pickup points shall be clearly 

shown on the fabrication drawings. All poles shall be designed for the 

loads generated from handling and erecting without exceeding the 

cracking moment capacity of the poles.

(8) The design of each pole shall be performed using the applicable codes and 

standards listed in Section 3, Codes and Standards, of this specification.

(9) Pole design and design calculations shall be the responsibility of the 

manufacturer.

b Materials

(1) The chemical properties of materials used in the manufacture of the poles 

shall meet the requirements of the applicable ASTM specifications and be 

such that noticeable pyrite staining or efflorescence due to sulfates and/or 

chlorides does not occur.

(2) All load bearing anchors and inserts provided by the manufacturer shall be 

hot dip galvanized steel, stainless steel, or die-cast zinc alloy. Cadmiumplated and aluminum material shall not be used. All inserts shall be 

noncorrosive materials designed and manufactured for the intended 

purpose, shall not stain or react unfavorably with the concrete or fasteners,

and used according to manufacturer's recommendations. If the 

manufacturer considers lifting devices necessary or desirable, suitable 

flush inserts may be cast into the pole with removable lifting attachments.

(3) The concrete shall have a minimum 28-day compressive strength of 8,000 

psi for spun concrete and 5,000 psi for statically cast concrete with a 

maximum water-cement ratio of 0.40. Higher strengths and lower watercement ratios are encouraged and may be necessary to offset steel cover 

requirements.
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(4) The cement shall be either Type I, II, III, or V Portland cement 

conforming to ASTM C150. 

(5) Fine aggregate shall be a natural sand, manufactured sand, or a 

combination thereof, consisting of clean, strong, hard, durable uncoated 

particles conforming to ASTM C33, and all specifications included 

therein. The aggregate shall be well graded from No. 4 to No. 200 sieve. 

Deleterious substances shall not comprise more than 5 percent of the 

sample.

(6) Coarse aggregate shall be clean, tough, crushed stone conforming to 

ASTM C33, and all specifications included therein. The aggregate shall 

be well graded from a 3/4 inch to a No. 8 sieve with no more than 

5 percent of the sample passing a No. 8 sieve. Deleterious substance 

content shall not exceed 5 percent of the sample. Resistance to abrasion 

shall not exceed 40 percent as tested in conformance with ASTM C131. 

Absorption shall be less than 4 percent or aggregate shall be saturated with 

water prior to use in concrete.

(7) Aggregate shall be tested in accordance with ASTM C289 to determine an 

alkali-aggregate reaction. Crushed rock or partially crushed rock shall be 

the source of the aggregate.

(8) Water shall be clean, free from undesirable amounts of oils, acids, alkalis, 

salts, organic materials, or other deleterious substances, and shall not 

contain concentrations of chloride ions in excess of 500 ppm or sulfate 

ions in excess of 1000 ppm.

(9) Chemical admixtures shall conform to ASTM C494. Air entraining 

admixtures can be used if approved by the owner and conform to ASTM 

C260. Fly ash shall conform to ASTM C618. Admixtures shall not 

contain chloride ions in quantities that would cause the total chloride 

content of the concrete to exceed 0.06 percent.

(10) Prestressing steel mechanical properties, reinforcing steel and spiral 

reinforcement shall be in accordance with the applicable ASTM 

specifications listed in Section 3.0 of this specification.

(11) Concrete mix design requirements listed above can be altered with the 

owner’s approval.

c Workmanship

(1) The pole cross sectional shape shall be clearly described by the 

manufacturer at the time of bidding and shall be round, 12-sided, 8-sided, 
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6-sided, or square. Allowable shapes should be specified by the owner in 

the Application Requirements (see Attachment C).

(2) The pole shall have a uniform taper from top to butt.

(3) Deviation of the pole from straightness is allowed in one plane and one 

direction only. The detensioning operation shall be performed in a manner 

to keep the prestressing forces symmetrical.

(4) Prestressing steel stress limits shall not exceed:

(a) 80 percent of the ultimate strength or 94 percent of the yield 

strength or the maximum value recommended by the manufacturer 

of prestressing steels or anchorages for jacking force;

(b) 74 percent of the ultimate strength or 82 percent of the yield 

strength immediately after prestress transfer; and

(c) 70 percent of the ultimate strength for post-tensioned steel at 

anchorages and couplers immediately after anchorage.

(5) Spiral reinforcement shall cover the entire pole length. The minimum 

clear spacing of spiral reinforcement in the top 2 feet and bottom 2 feet of 

the pole shall be 4/3 of the maximum coarse aggregate or three times the 

strand diameter, whichever is larger, but not less than one inch. The 

maximum clear spacing for the remainder of the pole shall not exceed 4 

inches.

(6) Clear distance between prestressing steel strands shall be either 4/3 times 

the maximum aggregate size or 3 times the strand diameter, whichever is 

larger. In the event that this condition is not met at the pole tip, closer 

spacing would be permitted provided that the placement of concrete can 

be accomplished satisfactorily, adequate stress transfer can take place, and 

appropriate provisions are used for maintaining spacing between the 

prestressing steel strands.

(7) The manufacturer shall provide holes through each pole as specified on 

the pole framing guide drawing(s), included as Attachment A. Holes shall 

be installed using rigid PVC inserts (or other suitable material) held firmly 

in place. Plugs may be used with the owner’s approval. Preformed inserts 

shall be sized for the specified hole diameter and shall be full length of 

pole diameter for all through holes. Unless otherwise noted on the 

drawings, holes shall be perpendicular to and pass through the centerline 

of the pole. The owner shall be notified of any hole orientation that may 

be difficult, impractical, or impossible to place as shown on the pole 
Bulletin 1724E-206

Page 11

framing drawing. The owner shall approve any deviation in orientation 

prior to manufacture. 

(8) The pole manufacturer shall provide preformed inserts at two locations to 

allow air circulation within the pole. Inserts shall be 1 inch minimum 

diameter and shall have a louvered opening. The inserts shall be located 

within 10 feet of the tip and within 10 feet above the groundline.

(9) Holes may be drilled through the pole wall as long as the longitudinal 

reinforcement is not damaged in any way and is properly sealed. Hole 

drilling techniques shall be utilized which introduce little to no spalling on 

the inside face of the pole wall. 

(10) The longitudinal steel shall not be cut for any reason unless approved by 

the owner. The owner may reject any pole in which the longitudinal steel 

is cut. All exposed steel resulting from drilled holes shall be covered with 

an epoxy paste per ASTM C881 Type III. Areas with moderate or severe 

spalling shall be cleaned and reformed with an epoxy paste or epoxy 

concrete per ASTM C881 Type II. If a PVC liner is to be installed in the 

drilled hole where steel has been exposed, epoxy is to be applied prior to 

installation.

(11) The owner shall have the right to reject any pole in which the performance 

of a bolted connection may be reduced due to the lack of a clearly 

preformed or drilled hole.
Bulletin 1724E-206

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d Manufacturing Tolerances

Manufacturing tolerances shall be limited to the following:

Pole Length ±2 inches, or ±1 inch +1/8 inch per 10 feet of length, 

whichever is greater (eg., a 120 foot pole shall have a 

length of 120 feet ± 2 1/2 inches)

-6 inches or +12 inches for assembled spliced structure

Pole Diameter or Width ±1/4 inch as measured at any location on the pole

Wall Thickness -1/4 inch or -12 percent of wall thickness. (Note: This 

requirement may be waived for small areas if the

structural adequacy and durability of the pole are not 

impaired.)

Pole End Squareness ±1/2 inch per foot of pole diameter

Pole Sweep 1/4 inch per 10 feet of pole length

Pole Weight +10 percent and -5 percent of calculated value

Location of longitudinal

reinforcement

± 1/4 inch for individual elements and ±1/8 inch for the 

centroid of a group

Location of spiral

reinforcement

Spacing may vary ± 25 percent, but the total required 

quantity per 5 feet of pole length shall be maintained.

Location of a group of bolt 

holes from top of the pole

±2.0 inches

Location of bolt holes within a 

group of bolt holes

±1/8 inch

Location of centerline between

groups of bolt holes

±1.0 inch

Bolt hole diameter ±1/16 inch of specified diameter (Note: The specified 

diameter is up to 1/4 inch greater than bolt diameter.)

Bolt hole alignment Not to vary from the longitudinal pole centerline of that 

group of holes by more than 1/8 inch

Location of identification 

plate, blockout, and handhole

±2 inches
Bulletin 1724E-206

Page 13

e Grounding

(1) An external pole ground wire shall be used in order to verify continuity of 

the pole ground while in service. The pole ground wire shall extend one 

foot above the top of the pole. Threaded inserts for attaching ground wire 

clips that hold the external ground wire shall be sized and positioned per 

the attached drawings.

(2) Except for bonding of the steel tendons, there shall be no internal pole 

grounds. To provide good electrical continuity, the spiral reinforcement

shall be securely and electrically tied to each longitudinal reinforcing steel 

member it contacts within 1 foot of the top and butt of the pole. A 

minimum of one longitudinal steel strand shall be bonded electrically to 

threaded bronze inserts located within 2 feet of the pole top and butt, and 

at one foot below groundline (See Attachment A for location of 

groundline). For spliced poles, an additional bond shall be provided above 

and below the splice to a threaded bronze insert within 24 inches of the 

splice. Steel splice sections shall have the appropriate number of 

grounding attachments. This bonding system shall be noncorrosive and 

shall be approved by the owner.

(3) If required by the owner, manufacturer shall provide ground wire clamps 

for all ground wire attachments.

f Climbing Devices

(1) Design Loads:

(a) Step Bolts and removable steps: The step bolts, removable steps 

and attachment to the pole shall be designed to support a minimum 

of a 300 pound worker and equipment multiplied by a load factor 

as defined in paragraph 4.f.2. The load shall be at the outer edge 

of the step or bolt.

(b) Removable Ladders: The ladder and each attachment to the pole 

shall be designed to support a minimum of a 300 pound worker 

and equipment multiplied by a load factor as defined in paragraph 

4.f.2. The load shall be at the outer edge of the step or bolt. 

(2) Load Factor: A load factor of 2.0 shall be applied to the design loads in 

4.f.1. These loads shall be supported without permanent deformation. 

(3) Location: Climbing devices shall start 8 feet above groundline and extend 

to the pole top unless specified by the owner. The climbing device shall 

be spaced such that each step is 1 foot 6 inches apart and orientated to 
Bulletin 1724E-206

Page 14

provide maximum ease of climbing. They shall be located to avoid 

interference with other attachments.

(4) Finish: Step bolts, removable steps, and removable ladders shall be hot 

dipped galvanized. 

(5) Intent of steps/ladder: This system is intended for climbing the pole and 

working on the structure. It is not intended to replace the worker's fall 

arrest system.

g Inserts

Inserts shall not fail before the pole reaches ultimate strength, unless permitted by 

the owner.

h Cover

(1) The minimum clear concrete cover over all longitudinal reinforcement and 

all spiral reinforcement shall be 3/4 inch for spun poles and 1 inch for 

statically cast poles. Poles not meeting this requirement shall be rejected 

except as allowed by Section 4.h.2.

(2) The minimum specified wall thickness at all points along the pole for spun 

concrete poles shall be 2.5 inches and for statically cast poles shall be 3.0 

inches.

(a) For spun poles, an actual wall thickness of less than 2.5 inches of 

spun concrete may be allowed from the pole tip to 3 feet below the 

pole tip provided the cover requirements of Section 4.h.1 are met 

in the spinning process and provided the pole can meet all other 

requirements of the specifications.

(b) The owner shall, as soon as possible, be notified of any poles with 

an inside clear cover less than 3/4 inch of spun concrete or less 

than 1 inch of statically cast concrete within 3 feet of the pole tip. 

At the owner’s sole discretion, the owner may reject the pole or 

may allow the pole to be repaired by swabbing the interior with an 

epoxy liner (per ASTM C881 - Type V, Class B or C) and 

plugging with 3,000 psi concrete to the owner’s satisfaction to a 

distance of 42 inches from the tip. No pole shall be plugged or 

considered for acceptance by the owner unless assurance is made 

by the manufacturer that the repaired pole can meet all 

requirements of this specification.
Bulletin 1724E-206

Page 15

i Splices

(1) Flange-bolted or slip-joint type of splices are permitted. When required, 

flange-bolted type splice shall be used at guyed structures.

(2) The reinforcing steel and connection apparatus comprising the splice shall 

be properly anchored as part of the pole. The pole shall be designed to fail 

before the splice fails by yielding of the splice steel.

(3) The axis of the pole shall not be distorted after the pole is mated. Shims 

will not be allowed to straighten the pole unless approved by the owner. 

The owner reserves the right to reject a pole based on the improper mating 

of a pole splice.

j Appurtenances

(1) See Attachment C for list of appurtenances and associated supplier(s).

(2) For appurtenance material that owner supplies, owner shall provide 

manufacturer connector and/or member locations, orientations, sizes, 

types, and strength capacities in Attachment C.

(3) All steel appurtenance connections and members designed and supplied by 

the manufacturer shall be in accordance with the latest editions of the 

ASCE Design of Steel Transmission Pole Structures and the AISC Manual 

of Steel Construction.

(4) Regardless of the supplier, the concrete pole manufacturer is responsible 

for the proper design coordination and fit up of all appurtenance 

connections and members to the pole(s). Manufacturer shall notify owner 

if any appurtenance material supplied by owner will not result in properly 

designed structure.

(5) For appurtenance material manufacturer supplies, manufacturer shall 

provide torque requirements for all load carrying bolts including step 

bolts.

k Finishing

(1) The surface of the pole shall have a smooth finish with no unsealed cracks. 

Cracks shall be sealed either by use of an epoxy injection system 

following the epoxy manufacturer's specifications, or by V-notching the 

crack on a 1:1 slope to a minimum depth of 1/4 inch, then filling the Vnotch with an epoxy seal per ASTM C881 Type IV. Covering the crack 

with an epoxy coating will not be allowed.
Bulletin 1724E-206

Page 16

(2) Small cavities caused by air bubbles, honeycomb spots, or other small 

voids, shall be cleaned thoroughly, saturated with water and then carefully 

pointed with a cement mortar. A small cavity is defined as one not larger 

than 1/2 inch in diameter or deeper than 1/4 inch. 

(3) If any cavities or voids absorb water which indicate the void extends into 

wall of the pole, then the pole shall be rejected.

(4) The manufacturer shall seal both ends of the pole and protect the steel 

stands from corrosion. The system used shall be approved by the owner.

(5) The center void at the top end of the pole shall be sealed with a minimum 

6 inch thick 1000 psi strength concrete plug and the pole tip capped with a 

suitable epoxy-aggregate mortar securely bonded to the pole, or the top 

end of the pole shall be fitted with a galvanized steel or polymer cap 

securely held in place with mechanical fasteners or epoxy. Sharp edges 

shall be tooled to form smooth, chamfered corners. The manufacturer shall 

assure that the capping method will prevent weather intrusion into the pole 

and prevent pole tip deterioration.

(6) The center void at the bottom end of the pole shall be sealed with a 

minimum 12 inch thick 1000 psi strength concrete plug. The plug shall be 

securely bonded to the pole and shall be tooled to form a smooth, uniform 

bearing surface. A 2 inch diameter formed hole shall be provided in the 

center of the plug to allow for drainage.

(7) Where application of epoxy-aggregate mortar is specified, the surface of 

the pole where the mortar is to be applied shall first be coated with the 

epoxy coating. This coating shall be allowed to cure to a tacky, but not 

hardened state, before the mortar is applied. After the mortar has been 

applied and allowed to cure for 24 hours, a top coat of epoxy coating, 5 

mil thick, shall be applied over the mortar and the surrounding area of the 

pole.

l Marking

(1) Each pole shall be identified with the manufacturer's identification plate. 

The following information shall be stamped into the plate with letters not 

less than 1/4 inch in height:

• Manufacturer's name

• Day, month, and year of manufacture

• Structure number

• Length of pole

• Ultimate moment capacity at groundline or point of fixity

• Pole framing designation (per framing guide) or pole type

• Owner's name
Bulletin 1724E-206

Page 17

(2) The manufacturer's identification plate shall be fabricated from a 

noncorrosive, nonstaining metal such as bronze, brass, Series 300 stainless 

steel, or an aluminum alloy that will not react unfavorably with concrete. 

The plate shall have suitable anchor or anchors on the back of the plate to 

permit bonding to the pole.

(3) The identification information listed above may be cast into the surface of 

each pole. These marks shall be at least 3/4 inch in height and 1/8 inch 

deep.

(4) Unless otherwise directed by the owner, the identification plate or cast inplace markings shall be located on an in-line face of the pole in the 

direction of the transmission line. The bottom of the identification plate or 

last line of the cast in-place markings shall be located five feet above the 

groundline.

(5) Each pole shall be marked with the information listed below. A 

permanent marker shall be used and the writing shall be kept small but 

legible. For spliced poles, each section shall be marked as below:

(a) Support points;

(b) Two-point pickup location for handling the pole in the horizontal 

position;

(c) One-point pickup location for use in raising the pole to a vertical 

position and handling during the setting operation;

(d) Pole length, fabrication number, structure number, and pole 

framing guide number on the butt of the pole; and

(e) Cant hole locations, if required by owner.

5 INSPECTION AND TESTING

a General

(1) Manufacturing and testing procedures shall be in compliance with 

applicable codes and standards listed in Section 3.0 in this specification.

(2) Upon request, the manufacturer shall furnish the owner with certified test 

reports for the steel and concrete used.

b Inspection

(1) The manufacturer shall make adequate tests and inspections to determine 

that each of the poles furnished is in strict accordance with this 

specification. At the request of the owner, the manufacturer shall submit a 
Bulletin 1724E-206

Page 18

quality assurance report to the owner prior to the shipment of each pole 

and shall include the following minimum information:

• Fabrication number and owner’s structure number;

• Minimum and maximum tip wall thicknesses and steel coverages 

(to inside and outside) measurements shall be made at 3 inches 

from the tip;

• Minimum and maximum butt wall thicknesses and steel coverages 

(to inside and outside) measurements shall be made at 3 inches 

from butt;

• Condition of pole interior and evidence of exposed rings or 

reinforcement steel;

• Proper hole and insert locations and sizes;

• Evidence of cracking during or after two-point handling.

• Actual manufactured pole weight;

• Report of any repairs made to the pole;

• Date of manufacture and inspection(s); and

• Inspector’s seal.

(2) All material and workmanship shall be subject to inspection, examination, 

and test for conformance to the requirements of this specification by the 

owner. The inspection, examination, or testing could be done at any time 

during material procurement, manufacturing, storage periods, transit, or at 

the pole destination. Inspection, examinations, and tests may be waived 

by the owner, but in no case shall this be interpreted as releasing the 

manufacturer from the manufacturer’s responsibilities for delivering poles 

that meet the requirements of this specification.

(3) The owner shall have free entry, at all times, while work is being carried 

on, to all parts of the manufacturer's plant where manufacture of the 

owner's poles is being performed. The manufacturer shall afford the 

owner reasonable facilities, without charge, to satisfy the owner that the 

poles are being manufactured in strict accordance with this specification.

(4) The manufacturer shall furnish certified test reports to the owner, upon 

request, showing the results of all of the tests required by this specification 

and applicable reference specifications.

(5) Tests shall be in accordance with all applicable standard specifications and 

codes.

(6) Failure of the manufacturer to comply with these specifications will be 

sufficient reason for rejection of any or all poles which do not comply 

with these specifications.
Bulletin 1724E-206

Page 19

c Concrete and Aggregate Testing

(1) Concrete used on owners’ poles shall have the quality to meet the design 

strength and other requirements included in this specification.

(2) For manufacturers that batch their own concrete, the manufacturer shall 

take a minimum of 8 concrete test cylinders per representative sample. 

Samples shall be taken at minimum intervals of one per day, one per 25 

cubic yards of concrete batched, and with each change in raw material 

supplier for batches used to make the owners’ poles. The test cylinders for 

each day’s concrete that is batched shall be tested for compressive strength 

as follows:

(a) Minimum of one strength test for determining release strength;

(b) Minimum of one strength test at 7 days;

(c) Minimum of one strength test at 14 days; and

(d) Minimum of one strength test at 28 days.

A strength test shall be the average of the strengths of two or more 

cylinders, depending on cylinder size, made from the same sample of 

concrete. 

(3) For manufacturers that acquire concrete from outside sources, test 

cylinders shall be taken from each truck load of concrete and tested in 

accordance with this specification.

(4) Test cylinders shall be prepared, then cured in the same curing 

environment as the pole itself or cured per the applicable ASTM 

specification.

(5) Upon request from the owner, the manufacturer shall provide owner 

statistical data on concrete strength quality in accordance to applicable 

ACI and ASTM specifications. A correlation factor between rodded 

cylinders and the spun concrete, substantiated by test data, shall be 

provided.

d Structure Testing

(1) Details of all test procedures contained herein and methods of measuring 

and recording test loads and deflections shall be specified by the 

manufacturer and approved by the owner prior to manufacture.
Bulletin 1724E-206

Page 20

(2) Material procurement for test poles shall be identical to material 

procurement procedures for regular production run poles. 

(3) The design load testing of any specific pole shall be on a full-scale basis at 

the manufacturer’s facility or at a location as specified by the owner. 

Costs for such testing shall be the responsibility of the owner, shall be 

separated from the manufacturer's bid, and shall be negotiated in advance 

of any test preparation.

(4) The number, location, direction, holding time, sequence, and increments 

of the test loads along with the number, location, and direction of 

deflection readings for an individual pole test shall be approved by the 

owner prior to pole testing.

(5) The method of attaching the test loads to the pole, applying the test loads, 

measuring and recording the test loads, and measuring and recording the 

deflections shall be approved by the owner prior to pole testing.

(6) A full report listing results shall be submitted to the owner after 

completion of all testing. Copies of mill test reports shall be included in 

the load test report. The report shall also include a complete description of 

the load tests with diagrams and photographs. If required, the 

manufacturer shall provide the owner with the following testing data:

(a) Location of testing;

(b) Method of full scale testing: upright or horizontal; and

(c) The pole tester shall issue the owner three (3) copies of the Pole 

Test Report. This report shall include descriptions, tools, and 

drawings describing the above test.

(7) Use of any factory tested poles to meet order requirements shall be 

determined by the owner.

6 SHIPPING AND DELIVERY

a Shipping

(1) If appurtenances are to be supplied by the manufacturer of the concrete 

poles, each shipment shall be accompanied by a list of all parts, 

identifiable by structure type and number. Arms, bolts, and miscellaneous 

hardware shall be identified by the list for match up with the respective 

pole shaft. All parts required for any one structure shall be in one 

shipment, if possible.
Bulletin 1724E-206

Page 21

(2) The owner and owner’s representative shall be notified prior to shipment 

that such shipment is to take place, and the owner reserves the right to 

postpone a shipment. The owner has the right to inspect the components 

prior to shipment. The notification of a shipment shall give quantities, 

weight, name of common carrier used, and expected time of arrival.

(3) Poles shall be lifted and supported during manufacturing, stockpiling, and 

transporting only at the lifting or support points, or both, as designed by 

the manufacturer.

(4) Transportation and site handling shall be performed with acceptable 

equipment and methods by qualified personnel. The manufacturer shall 

exercise precaution to protect poles against damage in transit.

(5) Poles shall be sufficiently cured before shipment to resist forces from 

handling, transportation, and construction.

(6) Handling instructions shall be included with the pole shipment.

b Delivery

The owner (or the owner's construction contractor) may take delivery at a 

designated location or with the delivering carrier's cooperation and consent, have 

the poles transported to the installation locations with the carrier’s equipment. 

The manufacturer shall coordinate and cooperate with the owner to ensure smooth 

and efficient delivery of poles. The owner will provide all labor, equipment, and 

materials for the unloading of poles at the project site. A pole is considered 

delivered when the pole is lifted from the trailer or semitrailer of the delivery 

carrier by the owner. 

7 DRAWINGS AND INFORMATION TO BE SUPPLIED BY THE MANUFACTURER

a Information to be supplied with the proposal (Attachment E of this Specification):

(1) Calculated weight of each concrete pole and concrete pole structure.

(2) For the controlling load case and any other load case required by owner, 

the maximum reactions (moments, shears, and axial loads, including load 

factors) in poles at the groundline or point of fixity and guy wire loads.

(3) Pole cross-sectional shape and diameter or width at top, bottom, and 

groundline.

(4) Tip and butt wall thickness.
Bulletin 1724E-206

Page 22

(5) Prestress strand information concerning quantity, size, and dropout 

location.

(6) Design strength of concrete (28 day compressive strength).

For all other load cases specified by owner the above information shall be 

provided by the manufacturer following award of bid.

b Documentation to be supplied for the owner’s approval prior to fabrication

(1) For each load case, design calculations including the maximum reactions 

(moments, shears, and axial loads, including load factors) in poles at the 

groundline or point of fixity, guy wire loads, deflections, and analyzed 

stress reactions every 5 feet.

(2) After the manufacturer's proposal has been accepted, the manufacturer 

shall submit to the owner two prints (or electronic PDF if acceptable to the 

owner) of each fabrication drawing. One set of these drawings will be 

returned to the manufacturer with indication of review corrections. Where 

a correction is required, two sets of revised prints shall be resubmitted to 

the owner. These prints shall be marked “Revised” and dated.

(3) Final fabrication drawings for each different framing pattern and pole 

calculations for each load case shall be submitted to and approved by the 

owner before release of order for manufacture.

(4) All design and detail drawings shall be reviewed and approved by the 

owner before pole manufacture.

(5) Information To Be Provided On Drawings: The manufacturer shall be 

responsible for the correctness of dimensions and details on the drawings. 

The review of such drawings by the owner shall not relieve the 

manufacturer of this responsibility.

(6) Drawing titles shall clearly indicate the owner's name and pole-type 

identification. Each detail drawing shall include the following minimum 

information:

(a) Complete dimensional information;

(b) Description and location of all steel reinforcements, and, if dropout 

system is used, the location of each steel cable dropout;

(c) Twenty-eight day strength of concrete and strength of concrete at time 

of release of pretensioning strands;
Bulletin 1724E-206

Page 23

(d) Steel strand prestress loads;

(e) Size, description, quantity, and location of all holes and hardware 

that is a part of the pole;

(f) Weight and location of the center of gravity of the pole;

(g) Location of pickup points and storage points. Both pickup 

locations and recommended storage locations shall be shown;

(h) Location of climbing devices and grounding inserts;

(i) Pole identification plate location and details;

(j) Location of groundline;

(k) The ultimate moment and cracking moment capacities at the 

groundline or point of fixity; and

(l) Any other special information deemed necessary by the 

manufacturer and owner.

8 APPROVAL, ACCEPTANCE, AND OWNERSHIP

a Final designs must be approved by the owner before material ordering. Material 

ordering and fabrication prior to approval of the owner will be at the 

manufacturer's risk. Award of the contract to the manufacturer does not constitute 

acceptance of design calculations submitted with the bid. If corrections are 

required in the final pole designs due to manufacturer's errors, omissions, or 

misinterpretations of the specifications, the quoted price shall not change. 

Approval of the drawings and calculations by the owner does not relieve the 

manufacturer of responsibility for the adequacy of the design, correctness of 

dimensions, details on the drawings, or the proper fit of parts. 

b Upon delivery, poles shall be free of defects and blemishes which would have a 

detrimental effect on the structure capacity and/or longevity of the pole. They 

also shall be smooth, attractive, unscarred and in new condition. Poles not 

meeting these requirements shall be repaired or replaced by the manufacturer at 

no additional cost to the owner. 

c Poles failing to meet strength requirements, poles with circumferential or 

longitudinal cracks, poles failing to meet manufacturing tolerances or cover 

requirements, poles with exposed steel, poles with cavities that absorb water, and 

spliced poles that do not fit together properly or are distorted after mating shall be 

rejected by the owner and replaced by the manufacturer at no cost to the owner.
Bulletin 1724E-206

Page 24

d If the delivered weight of a pole will exceed the calculated weight by 5 percent, 

the manufacturer shall notify the owner of the actual weight before the pole is 

shipped. Any pole whose delivered weight is outside the tolerances specified in 

Section 4.4 may be rejected by the owner.

e All final drawings shall become the property of the owner, who shall have full 

rights to reproduce and use them for the owner’s purposes, but shall not share 

them with other concrete pole suppliers.

9 LIST OF ATTACHMENTS TO THIS SPECIFICATION

• Attachment A, Structure Dimensions and Other Information (to be 

completed by the engineer)

• Attachment B, Design Loads (to be completed by the engineer)

• Attachment C, Application Requirements (to be completed by the 

engineer)

• Attachment D, Drawings (to be completed by the engineer)

• Attachment E, Bid Summary-Design Information, Weights, and Costs

(to be completed by the manufacturer and submitted with proposal)
Bulletin 1724E-206

Page 25

BLANK PAGE
Bulletin 1724E-206

Page 26

Attachment A, Structure Dimensions and Other Information (to be completed by the engineer)

ATTACHMENT A
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Page 27

BLANK PAGE
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Page 28

Attachment B, Design Loads (To Be Completed By The Engineer)
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BLANK PAGE
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Page 30

Attachment C

Application Requirements

1. Appurtenance Material

a. Arms and mounting hardware to be supplied by ......................................__________

b. Guy attachment and mounting hardware to be 

supplied by ..........................................................................................__________

c. Hardware other than items 1 and 2 above to be 

supplied by ..........................................................................................__________

For appurtenance material that owner supplies, owner shall provide manufacturer 

connector and/or member locations, orientations, sizes, types, and strength capacities 

with this Attachment.

2. Pole deflection limitations

a. Structure Type...........................................................................................__________

b. Amount of deflection limits .....................................................................__________

c. Loading conditions for deflection limits...................................................__________

3. Maximum anticipated foundation rotation 

measured from the vertical axis (degrees)

and maximum anticipated deflection at the

groundline (inches) ........................................................................................__________

4. Pole cross-sectional shape (check all allowed)

 □ Round □ 12-Sided □ 8-Sided □ 6-Sided □ Square □ Other ________________

5. Maximum diameter at groundline (in) a. Tangent: _________

 b. Angle: _________

 c. Deadend: _________

6. Maximum taper (inches/foot) based on total

difference between top and bottom diameters ......................................................__________

7. Guy wire modulus of elasticity............................................................................__________

8. Climbing device desired by owner ......................................................................__________

9. Unguyed angle poles to be raked or plumb. ........................................................__________

10. Unguyed tangent deadends to be raked or plumb...............................................__________

11. Special handling requirements............................................................................

12. Component weight restrictions...........................................................................__________

13. Pole length restrictions........................................................................................__________
Bulletin 1724E-206

Page 31

Attachment C (Cont’d)

Application Requirements

14. Delivery schedule................................................................................................__________

15. Free on board destination (F.O.B.) .....................................................................__________

16. Structures to be tested:

Structure Type Load Cases to be Tested

a.

b.

c.

17. Additional Requirements
Bulletin 1724E-206

Page 32

Attachment D

(Drawings to be added by owner)
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BLANK PAGE
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Page 34

Attachment E, Bid Summary-Design Information, Weights, and Costs (to be completed by the 

manufacturer and submitted with proposal)

ATTACHMENT E

(See Hard Copy for Attachment E,

Bid Summary-Design Information, Weights, and 

Price Information)
Bulletin 1724E-206

Page 35

BLANK PAGE

Bulletin 1724E-206

Appendix A

Page 1

APPENDIX A

COMMENTARY TO THE GUIDE SPECIFICATIONS FOR 

PRESTRESSED CONCRETE POLES AND CONCRETE POLE STRUCTURES

1 General

The necessity of a clear bid specification for the purchase of concrete poles is very 

important to the bid evaluation process and the acquisition of structurally adequate poles. 

The specification should contain sufficient requirements and information so that all bids 

can be evaluated equally and so that the manufacturer clearly understands what is 

expected of the manufacturer.

There are several items in the specification which need further explanation. The section 

references in the commentary refer to the section in the Specifications.

2 Section 4. Design

Loads (Section 4.a.(1))

The primary loads for concrete poles are weather and erection loads. Common handling 

loads are determined by the manufacturer and included in the manufacturer’s design. 

Weather, construction, and maintenance loads need to be clearly specified by the owner. 

The location and direction of loads should be indicated in a loading agenda or loading 

trees, and should have units of Newtons, pounds, or kips (or for uniform wind loads on the 

structure, pascals, lb. per square feet, or kips per square feet). The specifying of loads in 

the form of general environmental criteria such as wind velocity or radial thickness of ice, 

is insufficient. Not only is there difficulty in evaluating bids, but there also is a greater 

possibility of error in calculated design loads. Load factors for NESC light, medium, and 

heavy loading districts should be at least equal to those given in the applicable edition of 

NESC for Grade B construction. Load factors for extreme ice and extreme wind shall be 

at least 1.1. The manufacturer’s analysis should include secondary moments due to the 

vertical moving from its original position (see p-delta effect).

Reliability based design has shown that the NESC district loading alone may not be a 

desirable service loading in some locations. For service loads, some owners may wish to 

consider a more stringent ice and/or wind loading than the NESC district loads. For 

example, in some locations, it may be desirable to consider an 80 mph wind loading (or 

other wind speed as appropriate for the location) as a service load. This wind loading 

would be more stringent than the 60 mph NESC Light loading. The owner may consider 

this 80 mph loading as occurring with the same frequency as the NESC district loading 

occurs in other locations, hence the need to designate the 80 mph wind as a service load. 

An extreme loading condition occurs infrequently. Statistically, the extreme load will 

occur once every 50 to 100 years. The load factor of at least 1.1 is applied to this type of 
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loading. In the example above, the owner which considers the service load to be an 

80 mph wind will consider a much higher wind loading as the extreme wind load.

In addition to using the NESC district loading requirements, the ASCE publication, 

“Guidelines for Transmission Line Structure Loading” can be used to provide owners with 

procedures for the selection of design loads and load factors related to climate, accidents, 

construction, and maintenance.

Point of Fixity (Section 4.a.(3))

Point of fixity for this specification is defined as the location on the pole where maximum 

moment occurs. Maximum moment is calculated by the pole designer using the loadings 

provided by the owner and multiplying those loadings by the appropriate moment arms. 

The existing soil and backfill has to be able to support the pole with these bending 

moments applied. The location of this point of fixity could be at or below the groundline. 

The exact location is theoretical and depends on the soil condition and backfill used to 

support the pole. The owner should determine where the location of the point of fixity is 

and convey it to the structural designer.

The point of fixity should be determined by someone familiar with soils engineering. This 

point could be located at groundline if very good structural supporting soil is present all 

the way to the ground surface. However, this point is usually assumed to occur below the 

groundline depending on the resistance of the soil and any soil disturbance that has or 

could occur at the ground surface. Soils investigation and a proper analysis should be 

done by the owner to locate this point if the resistance of the soil is in doubt.

Cracking Strength (Section 4.a.(4))

While it is desirable to avoid pole cracking under the service load conditions, such as 

unfactored NESC district loading and any other service loads specified by the owner, care 

should be taken when considering cracking strength requirements under extreme 

conditions with small load factors. Initial cracking occurs at about 40-55 percent of 

ultimate strength of the pole. If an extreme wind is applied to a pole with a 1.1 load 

factor, this load would be the same as the ultimate (factored) load. If the pole were 

designed with the cracking strength equal to or greater than the extreme wind load with a 

1.1 load factor, the resulting ultimate strength of the pole would be about double the 

strength necessary based only on the ultimate strength loading requirement.

Zero Tension Strength (Section 4.a.(5))

The zero tension strength will always be less than the cracking strength. It is about 70-85 

percent of the first cracking strength. The avoidance of open cracks may be necessary to 

protect the steel reinforcing. The conditions which may be important in order to avoid 

open cracks will be in situations of significant unbalanced lateral loading and in extremely 

corrosive environments.

Typical structures with permanent unbalanced lateral loads are unguyed angle and 

unguyed deadend structures. Without the owner specifying that the pole should be 
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designed for a zero tension strength, the manufacturer may not consider this aspect in the 

pole design. For example, some structures may be unguyed at the static wire location, but 

guyed at other load points. It may be desirable for this structure to meet the strength 

requirements for the zero tension strength due to the cantilevered static loading.

The owner should specify which structures are to be designed for the zero tension strength 

requirement. In the absence of this, the pole designer should consider the unfactored 

loading conditions to determine if there are significant lateral loadings to warrant 

adherence to this strength requirement.

P-Delta (P- ∆) Effect (Section 4.a.)

Whenever there is a transverse or longitudinal load, the pole will deflect in the direction of 

the load. As a result, the vertical load is no longer in its original position. The vertical 

load moves over as the pole deflects, causing additional moments in the pole. Also, the 

pole weight can place significant secondary moment loads in the pole. This specification 

requires this moment to be included in the analysis. The additional stress caused by this 

secondary moment is dependent on the magnitude of the vertical load and deflected shape 

of the pole. Many pole designs, particularly tall poles, have to be calculated for the 

position of equilibrium of forces in the fully displaced position. The solution typically 

takes many iterations. A full nonlinear analysis will consider the change in orientation of 

the loads relative to the displaced positions of the structural members. The design of the 

pole should have this analysis performed to take into account secondary moments. Pole 

deflection and resulting secondary moments should be calculated for the loads (including 

load factors) indicated in the loading agenda.

Foundation Rotation and Deflection (Section 4.a.(1))

This specification allows the owner the option of specifying a foundation rotation (and 

point of fixity), either as a maximum for all load cases or as a certain amount for each load 

case. For purposes of bidding and design, the owner also has the option to specify a fixed 

base with no foundation rotation or deflection. 

When specifying the maximum value for the foundation rotation and deflection for all 

load cases, the owner establishes performance requirements for the concrete pole and 

foundation. In determining this value, the owner may perform an engineering analysis of 

soils in the area where the poles are to be installed, and may consider aesthetics, phase-tostructure clearances, phase-to-ground clearances, or even the ability to replumb a 

structure. 

The specifying of a rotation and deflection for each load case is a refinement in analysis 

and design which allows the owner to match types and probability of loads with 

foundation response. For instance, under a 50-year extreme wind load, one may allow 

more foundation rotation and deflection than under NESC heavy loading district loads. 

If foundation rotation and/or deflection is specified, the manufacturer should include such 

effects in the calculations of final deflected pole stresses. The rotation and deflections 

when specified should be for the respective loads with load factors. 
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Longitudinal Loads (Section 4.a.(6))

Because concrete poles are flexible structures, there may be a reduction in induced 

moments in a pole under some types of longitudinal loads due to the restraining effect of 

the overhead ground wires. Traditionally, static longitudinal loads are specified due to the 

complexity of calculating the influence of structure flexibility. The results of the EPRI 

project, Longitudinal Loads on Transmission Line Structures, published in August 1978, 

suggest design procedures for longitudinal load analysis, taking into account deflections 

of wires, insulators, and structures. Design curves have been developed and can be used 

to approximate the longitudinal loading on the structure for given line systems. Although 

the EPRI project is extremely worthwhile, utilization of these results by some of the 

bidders does present certain difficulties in bid evaluation. In order to be certain that 

concrete pole bids can be evaluated on an equal basis, this specification requires that all 

longitudinal loads specified in the loading agenda are not to be reduced due to flexibility 

of the structure. If the owner wishes to take advantage of structure flexibility, then the 

owner's engineer should estimate structure and line parameters. Using the design 

approach suggested in the EPRI project, the longitudinal design loads should then be 

specified on the loading trees. It is felt that this approach is better than having the 

concrete pole manufacturer account for structure flexibility for several reasons: 1) not all 

manufacturers have the capability to perform such an analysis, 2) the owner will have to 

evaluate the manufacturer's design anyway, 3) and plan and profile drawings would have 

to be included in the contract documents in order to properly evaluate the effect of 

longitudinal loads between deadends.

Guy Wires (Section 4.a.(6))

Any time a concrete pole structure is guyed, the guy type, size, modulus of elasticity, and 

guy slope or angle has to be specified by the owner. The manufacturer needs this 

information to properly analyze the structure. The loading in the guy should be no greater 

than 65 percent of its ASTM rated breaking strength unless an increase is allowed by the 

owner. The manufacturer should design the pole and guy wire(s) as a system. The 

manufacturer may wish to reduce pole capacity by using a larger than specified guy wire 

size or quantity. This action should be avoided unless the owner approves a change. The 

owner may elect to change the guying or allow an increase in the percent of the rated 

breaking strength of the guy but not to exceed the limit allowed by the National Electrical 

Safety Code.

In design, the loads with the respective load factors are applied at appropriate locations on 

the guyed structure.

The guy modulus of elasticity can vary. Ranges from 19,000 ksi to 28,000 ksi have been 

stated. The ASCE steel pole specification (ASCE Manual 72) has suggested a guy wire 

modulus of elasticity of 23,000 ksi be used by the pole designer whenever it is not 

specified.
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Wind Induced Vibrations

Appurtenances to concrete structures may occasionally be subject to wind induced 

vibrations. The owner should advise the manufacturer if the structure will be prone to 

wind induced vibrations. The manufacturer should detail each structure using good design 

practices considering this possibility. If vibrations are experienced, the owner should add 

additional damping to the structure. Damping may be particularly important on structures 

which are to be installed without conductors for an extended period of time. 

Air Entrainment in Concrete Poles (Section 4.a.)

The general effects of air entrainment are to increase workability, decrease density (unit 

weight), decrease strength, reduce bleeding and segregation, and increase durability.

An air content of 5 percent plus or minus 1 percent is required by ASTM C935 for 

statically cast poles “unless otherwise specified”. The owner should refer to ACI 318, 

Section 4.4 for concrete exposed to freezing and thawing. The required air content by ACI 

318 will be a function of the exposure, the maximum aggregate size, and the specified 

compressive strength. 

Air entrainment in spun concrete poles is similar to air entrainment in normal concrete 

except the fabrication processes of pumping, vibrating, and spinning causes a large 

percentage of the entrained air to migrate out of the concrete. For a spun concrete pole, 

the spinning process creates a very dense concrete and counteracts the air entrainment 

effects. Since pumping occurs prior to the pole being spun, the air entrainment effects are 

present during the fabrication of spun poles. The percentage of air entrained in a spun 

concrete pole after it is spun is unknown. However, it is believed poles that have concrete 

containing an air entrainment agent will have a higher void ratio than those without this 

agent. The owner has to be aware that as the percentage of air entrainment increases the 

concrete strength decreases.

Cross-Sectional Shape (Section 4.c.(1))

Concrete poles can be manufactured in many different shapes, depending upon each 

manufacturer’s equipment and capabilities. Some shapes are more conducive than others 

when it comes to bolt hole orientation and hardware fit. 

For example, if the owner allows a square pole shape, it would be difficult to install 

through holes in a direction other than on the pole flats which are 90° apart. Even with 

holes installed out of the flat plane, the hardware fit would be cumbersome at best. 

Depending on the manufacturer and situation, some poles can be made with blockouts that 

create a type of flat over a short distance to allow the hardware to be properly attached. 

For 12-sided poles, the flats are 30° apart which lends itself to better hole orientation. 

Even with round cross-sections, there can be some deviation in the specified hole 

orientation due to longitudinal reinforcement placement. 

Because of these issues, the owner should specify in the Application Requirements which 

pole shapes are acceptable for each structure. The owner should also specify the allowable 
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angular tolerance on the hole orientation as this can significantly impact the 

manufacturing process and cost. For example, if a deadend structure is to be installed at a 

centerline survey line angle of 50°, is a hole orientation of 60° acceptable if that is at the 

center of a flat or between longitudinal stranding? 

Grounding (Section 4.e.)

The advantages of an external ground wire include the following: (1) it is visible and can 

be inspected, (2) hardware can be easily bonded and inspected, (3) it can be easily 

repaired or replaced, and (4) potentially offers the benefit of suffering less damage from 

lightning strike (particularly in areas with high isokeraunic levels). For these reasons, 

external ground wires are preferred in this specification. 

If these specifications are altered to allow internal ground wires, then the following should 

be addressed adequately: (1) requiring grounding lugs at hardware attachments, (2) 

requiring grounding lugs at pole top and groundline (for external ground electrode), (3) 

considering the possibility of damage from lightning strike, and (4) considering grounding 

requirements for maintenance workers.

All internal reinforcing should be bonded electrically to the external pole ground wire. 

This will keep the external ground and internal reinforcing potential voltage differences 

lower in lightning events. There have been cases reported of step lugs and other materials 

embedded in the concrete that were near or in contact with the reinforcing being dislodged 

from lightning. Spliced poles should have reinforcing on each side of the splice bonded 

electrically to the external pole ground wire. This should lower potential voltage 

differences of embedded material between each pole section.

3 Section 5.d Structure Testing

 

An option is available in the specification for full scale testing of poles. For a 

manufacturer which has been designing and fabricating concrete poles with the same 

processes for a good number of years, the need for testing of a concrete pole is 

questionable. Pole testing may be appropriate in cases where there are unusual 

requirements, new fabrication techniques or when new suppliers are used to validate their 

design.

4 Section 7.0 Drawings and Information to be Supplied by the Manufacturer

In order to properly evaluate bids, the specification requires certain information to be 

supplied with the bid. This information may be supplied on the preliminary drawings 

from the Bidder. If the forms in Attachment B are used, one will be able to quickly 

review the information on the forms and simultaneously compare the information from the 

different manufacturers.
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APPENDIX B

EXAMPLES OF 

ATTACHMENTS A & B
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(See Hard Copy for Example of 

Attachment A)
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(See Hard Copy for Example of 

Attachment B)
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BLANK PAGE
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APPENDIX C

SELECTED SI-METRIC CONVERSIONS
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Selected SI-Metric Conversions

AREA

 To Convert From To Multiply By

circular mil (cmil) square meter (m2) 5.067075 E-10

square centimeter (cm2) square meter (m2) *1.000 E-04

square foot (ft2) square meter (m2) *9.290304 E-02

square inch (in2) square meter (m2) *6.451600 E-04

square kilometer (km2) square meter (m2) *1.000 E+06

square mile (mi2) square meter (m2) 2.589988 E+06

FORCE

 To Convert From To Multiply By 

kilogram force (kgf) Newton (N) *9.806650

kip Newton (N) 4.448222 E+03

pound force (lbf) Newton (N) 4.44822

FORCE PER LENGTH

 To Convert From To Multiply By

kilogram force per

meter (kgf/m) Newton per meter (N/m) *9.806650

pound per foot(lb/ft) Newton per meter (N/m) 1.459390 E+01

DENSITY

 To Convert From To Multiply By

pound per cubic inch (lb/in3) kilogram per cubic 2.767990 E+04

meter (kg/m3)

pound per cubic foot (lb/ft3) kilogram per cubic 1.601846 E+01

LENGTH

 To Convert From To Multiply By

foot (ft) meter (m) 3.048 E-01

inch (in) meter (m) *2.540 E-02

kilometer (km) meter (m) *1.000 E+03

mile (mi) meter (m) *1.609344 E+03

*Exact Conversion
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Selected SI-Metric Conversions, Cont.

LOAD CONCENTRATION

 To Convert From To Multiply By 

pound per square inch (lb/in2) kilograms per square meter (kg/m2) 7.030696 E+02

pound per square foot (lb/ft2) kilograms per square meter (kg/m2) 4.788026

ton per square foot (ton/ft2) kilograms per square meter (kg/m2) 9.071847 E+02

 

PRESSURE

 To Convert From To Multiply By 

kip per square inch (kip/in2) Pascal (Pa) 6.894757 E+06

kip per square foot (kip/ft2) Pascal (Pa) 4.788026 E+04

Newton per square meter (N/m2) Pascal (Pa) *1.000

pound per square foot (lb/ft2) Pascal (Pa) 4.788026 E+01

pound per square inch (lb/in2) Pascal (Pa) 6.894757 E+03

BENDING MOMENT

 To Convert From To Multiply By 

kilogram force meter (kgf-m) Newton meter (N-m) *9.806650

kip-foot (kip-ft) Newton meter (N-m) 1.355818 E+02

pound-foot (lb-ft) Newton meter (N-m) 1.355818

VELOCITY

 To Convert From To Multiply By 

foot per second(ft/s) meter per second (m/s) *3.048 E-01

kilometer per hour (km/h) meter per second (m/s) 2.777778 E-01

mile per hour(mi/h) meter per second (m/s) 4.437030 E-01

meter per hour(m/h) meter per second (m/s) 2.777778 E-04

*Exact Conversion.