UNITED STATESDEPARTMENT OFAGRICULTURE

Rural Development 

Utilities Programs 

BULLETIN 1724E-216

RD-GD-2016-81

SUBJECT: Guide Specification for Standard Class Prestressed Concrete Transmission

Poles

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 replaces RUS Bulletin 1724E-216, "Guide

Specification for Standard Class Spun, Prestressed Concrete Transmission Poles" issued

November, 2009.

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 standard class prestressed concrete 

poles.

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

Christopher A. McLean

Assistant Administrator,

Electric Program

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.
Bulletin 1724E-216 

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BLANK PAGE
Bulletin 1724E-216

Page iii

TABLE OF CONTENTS

Page

INSTRUCTIONS WHEN USING THE GUIDE SPECIFICATION FOR 

STANDARD CLASS PRESTRESSED CONCRETE TRANSMISSION POLES..................v-viii

TECHNICAL SPECIFICATION .............................................................................................. 1-32

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

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

3. Codes and Standards................................................................................................................. 4

4. General Requirements............................................................................................................... 6

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...................................................................................22

9. List of Attachments to this specification ..................................................................................23

 Attachment A – Structure Dimensions and Pole Framing Drawings .......................................25

 Attachment B - Application Requirements ...............................................................................27

 Attachment C – Standard Class Concrete Pole Bid Summary ..................................................29

APPENDIX A - COMMENTARY 

APPENDIX B - EXAMPLE OF DRAWINGS

APPENDIX C - DESIGN EXAMPLES

APPENDIX D - SELECTED SI-METRIC EQUIVALENTS

ABBREVIATIONS

ACI American Concrete Institute

ANSI American National Standards Institute

ASCE American Society of Civil Engineers

ASTM American Society for Testing and Materials

AWS American Welding Society

Eq.F Equivalency Factor

FOB Freight on Board

IFI Industrial Fasteners Institute

HSS High Strength Steel

kip 1,000 pounds

ksi kips (1000 lb.) per square inch

kV kilovolt

LF Load Factor

mph miles per hour

NESC National Electrical Safety Code

OHGW Overhead Ground Wire

PCI Prestressed Concrete Institute

Psf Pounds per square foot

psi pounds per square inch

PVC Polyvinyl chloride
Bulletin 1724E-216

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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.

Form 198 - Equipment Contract

Rural Development Electric Program – An Agency within Rural Development, formerly Rural 

Utilities Service (RUS).

INDEX:

MATERIAL AND EQUIPMENT: Guide Specification for Standard Class Prestressed

Concrete Poles

POLES: Concrete

SPECIFICATIONS AND STANDARDS: Guide Specification for Standard Class Prestressed 

Concrete Poles

TRANSMISSION FACILITIES: Poles (Concrete)
Bulletin 1724E-216

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INSTRUCTIONS WHEN USING THE GUIDE SPECIFICATIONS

FOR STANDARD CLASS PRESTRESSED CONCRETE POLES 

1 PURPOSE

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

borrowers a basis for procuring direct embedded standard class prestressed concrete poles. 

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

evaluation process of competitively bid standard class concrete poles 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 as appropriate. Modifications to 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 direct embedded standard class 

prestressed concrete poles. It is recommended that this specification be limited to poles 

which are not guyed, not subjected to unbalanced lateral loads, or do not have deflection 

limitations or other special limitations. For concrete pole applications which consider

these items, it is recommended that the owner use Guide Specification for Prestressed 

Concrete Pole and Concrete Pole Structures, Bulletin 1724E-206. 

This guide 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 several engineering decisions required of the user of this specification to 

determine which standard class concrete poles to specify. Some examples include, but 

are not limited to:

• Amount of foundation rotation and deflection to consider for incorporating P-delta 

moments;

• Location of point of fixity;

• Embedment depths;

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

Safety Code (NESC); and

• Deflection limitations.

Prior to the selection of a standard class pole, the user should perform the engineering 

required for these types of issues or employ an engineering consultant to do so. See 

Appendix A of this bulletin for a discussion of some of these items.
Bulletin 1724E-216

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4 INFORMATION TO BE COMPLETED BY THE OWNER

Users of these specifications should detach the instructions and the Appendices, and add or 

complete the following:

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

The following front-end documents and general information need to be added to 

this technical specification: 

1. Form 198, Equipment Contract (Recommended for competitive bidding)

2. Supplemental Instructions to Bidders

3. General Conditions

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

This form covers Notice and Instructions to Bidders, Proposal, and Equipment 

Contract. For item b 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 

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 and supplied to the bidders include:

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

specification or equivalent):

• Pole length and class;

• Structure dimensions;

• Pole Framing showing:

o Conductor support (type, holes, orientation and height);

o Overhead Groundwire (OHGW) support (type, holes, 

orientation and height);

o Underbuild support (type, holes, orientation and height);

• Embedment depths; and

• Other hole locations and/or requirements.

(2) Strength requirements and Standard class designations for concrete poles.

This specification establishes standard concrete pole sizes. The engineer in 

the design process needs to select the appropriate standard class pole.

Minimum design loads have to meet NESC requirements which are 

appropriate for the loading district, the NESC extreme wind load 

provisions, NESC extreme ice with concurrent wind and any necessary 

extreme ice and wind conditions with the appropriate load factors and any

local codes. The design loads account for all 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).
Bulletin 1724E-216

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The American Society of Civil Engineers (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. All 

loads require appropriate load factors.

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

completed by the Owner).

• Location of climbing and/or working devices and the quantity of each 

to be supplied with the poles. 

• Delivery schedule, F.O.B. location, and name, address, and telephone 

number of the owner's contact. 

• Additional requirements. Additional items such as special pole color 

(stain, paint, or dye additive), location of bolt holes for other 

attachment requirements, grounding requirements, cant holes, switch 

operating mechanisms, etc. 

• Pole tests required.

5 INFORMATION TO BE COMPLETED BY THE MANUFACTURER

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

each bidder (Attachment C of this Specification or equivalent). 

(1) Calculated weight of each concrete pole;

(2) For each standard class pole ultimate loading, provide section and strength 

properties, including the ultimate, cracking and zero tension moments and 

deflections, at maximum five foot intervals along the pole;

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

(4) Tip and butt wall thickness;

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

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

(7) Diameter taper (in/ft).
Bulletin 1724E-216

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

bidder prior to pole manufacture:

(1) Type of material of major components (American Society for Testing and 

Materials (ASTM) number and grade);

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

(3) Description of pole including thickness, length, diameter, and taper; and

(4) Design exceptions. 

c Test reports as requested by the owner. 
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Bulletin 1724E-216

Page 1

TECHNICAL SPECIFICATION FOR STANDARD CLASS 

PRESTRESSED CONCRETE POLES

1 SCOPE 

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

drawings, shipping, and delivery of direct embedded standard class prestressed concrete 

poles.

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.

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.

Embedment - That portion of the pole which is designed to be located in the ground or 

other supporting medium.

Factored Load – See ultimate load
Bulletin 1724E-216

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Groundline - The point at which the embedment begins. Resistance from the supporting 

soils or other medium begins at or below groundline. Groundline is defined for 

transmission line design to determining ground clearances and for locating climbing 

devices, cant holes, nameplates, etc.

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

longitudinal structure loadings to obtain an ultimate load. 

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

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

of the pole.

Manufacturer - The company responsible for the fabrication of the poles. The 

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

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

usually employed by the manufacturer.

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.
Bulletin 1724E-216

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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.

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.

Standard Class Pole - A direct embedded concrete pole which is designed according to a 

standardized strength and loading criteria established by the Owner.

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.

Tip Load - The horizontal load which is applied to the standard class pole at a distance of 

2 feet from the pole tip.

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

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

ultimate strength of the structure is realized.

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.

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.

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.
Bulletin 1724E-216

Page 4

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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Page 5

d American Society for Testing and 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)

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
Bulletin 1724E-216

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4 GENERAL REQUIREMENTS 

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

the following:

a Design Requirements:

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

design loads and strength requirements for the standard class poles. 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. The point-of-fixity shall be considered to be located at a 

distance from the pole butt which is equal to 7% of the pole length. The 

pole shall be symmetrically designed such that the strength required in any 

one direction shall be required in all directions about the longitudinal axis. 

The poles shall be uniform taper from tip to butt.

(2) Using the corresponding values in Table 1, the poles shall be designed for 

the following requirements as illustrated by Figure 1: 

(a) The reinforcing steel shall begin at the pole tip and the pole shall 

develop the minimum ultimate moment capacity required in Table 

1 at a distance of five feet from the pole tip;

(b) The pole shall develop the minimum ultimate moment capacity 

along the pole to the 

point-of-fixity which is calculated by multiplying the tip load in 

Table 1 by the distance from the tip load; and

(c) The reinforcing steel required at the point-of-fixity shall continue 

to the pole butt.

(3) The poles shall be designed to withstand the specified tip loading without 

exceeding a pole deflection of 15 percent of the pole height above the 

point of fixity when tested under short term loading conditions in 

accordance with the horizontal test procedures described in the Guide for 

the Design of Prestressed Concrete Poles (ACSE/PCI Joint Committee on 

Concrete Poles).
Bulletin 1724E-216

Page 7

FIGURE 1

Minimum Ultimate Moment Capacity Diagram along the Pole

(4) The poles shall be designed to withstand 40 percent of the specified tip 

loading without exceeding a pole deflection of 5 percent of the pole height 

above the point of fixity when tested under long term loading conditions in 

accordance with the horizontal test procedures described in the Guide for 

the Design of Prestressed Concrete Poles (ASCE/PCI Joint Committee on 

Concrete Poles).

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

40 percent of the required ultimate strength.

(6) Poles shall be designed so that the zero tension strength of the pole 

exceeds 28 percent of the required ultimate strength.

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

erection. The poles shall be designed for two-point pickup for horizontal 

handling. Poles shall be designed for the loads generated from handling 

and erecting without exceeding the cracking moment capacity of the poles.

Load

Tip

(Tip Load X D)

Point-of-Fixity

Groundline

Pole Butt

5'

D

2'

Strength Governed

By Section 4.1.2.(c)

Strength Governed

By Section 4.1.2.(a)

By Section 4.1.2.(b)

Strength Governed

 

Owner Defined
Bulletin 1724E-216

Page 8

TABLE 1

Strength Requirements

Standard Class

Designations For 

Concrete Poles

Minimum

Ultimate Moment Capacity 

At Five Feet From Pole 

Tip(Ft.-Kip)

Tip Load

(Lbs.)

C-12.0 96 12,000

C-11.0 88 11,000

C-10.0 80 10,000

C-09.0 72 9,000

C-08.0 64 8,000

C-07.4 57 7,410

C-06.5 50 6,500

C-05.7 44 5,655

C-04.9 38 4,875

C-04.2 32 4,160

C-03.5 27 3,510

C-02.9 23 2,925

C-02.4 19 2,405

C-02.0 15 1,950

(8) 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.

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

standards listed in Section 3 of this specification.

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

manufacturer.
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b Materials

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

shall meet the requirements of the applicable ASTM specification and be 

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

chlorides does not occur.

(2) All anchors and inserts provided by the manufacturer shall be hot dip 

galvanized steel, stainless steel, or die-cast zinc alloy. Cadmium-plated 

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.

(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 through 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.
Bulletin 1724E-216

Page 10

(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%.

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

reinforcement shall be in accordance with the applicable ASTM 

specifications listed in Section 3 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, 

6-sided, or square. Allowable shapes should be specified by the owner in 

the Application Requirements (see Attachment B).

(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 
Bulletin 1724E-216

Page 11

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 drawing(s), included as Attachment A. Preformed holes 

shall be cast 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 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 cleanly 

preformed or drilled hole.
Bulletin 1724E-216

Page 12

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% 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% and -5% 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-216

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 4.6.2. 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 

4.6.2. 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 

4.6.1. 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 

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

interference with other attachments.
Bulletin 1724E-216

Page 14

(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

(1) 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 4.8.2.2.

(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 4.8.1 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.

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.
Bulletin 1724E-216

Page 15

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

shall not be used 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) Appurtenance material shall be supplied by the owner. The owner shall 

also provide the manufacturer of the connectors and/or members with the 

locations, orientations, sizes, types, and strength capacities of the 

appurtenances.

(2) The concrete pole manufacturer is responsible for the proper design 

coordination and fit up of all appurtenance connections and members to 

the pole(s). The manufacturer shall notify owner if any appurtenance 

material supplied by owner will not result in properly designed structure.

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 is not allowed.

(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 

strands from corrosion using a suitable epoxy. 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.
Bulletin 1724E-216

Page 16

(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” 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 and class of pole;

• Ultimate moment capacity at groundline;

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

• Owner's name.

(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 

defined groundline.

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

permanent marker shall be used and the writing shall be small but legible. 

For spliced poles, each section shall be marked as below:
Bulletin 1724E-216

Page 17

(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 and class, 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 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 

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.
Bulletin 1724E-216

Page 18

(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.

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 owner's 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. 
Bulletin 1724E-216

Page 19

(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.

(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
Bulletin 1724E-216

Page 20

(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) Each shipment shall be accompanied by a list of all parts, identifiable by 

structure type and number. 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, unless otherwise 

agreed to by the owner.

(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. 
Bulletin 1724E-216

Page 21

7 DRAWINGS AND INFORMATION TO BE SUPPLIED BY THE MANUFACTURER

a Information to be Supplied with the Proposal (See Attachment C of this 

specification)

(1) Calculated weight of each concrete pole.

(2) For each standard class pole, provide section and strength properties, and 

the ultimate, cracking, and zero tension strengths at maximum five foot 

intervals along the pole to demonstrate conformance with the requirements 

of Sections 4.1.2, 4.1.5, and 4.1.6.

(3) For each standard class pole, provide pole deflection calculations at 

maximum five foot intervals along the pole using the specified tip loading 

in order to demonstrate conformance with the requirements of Sections 

4.1.3 and 4.1.4.

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

groundline.

(5) Tip and butt wall thickness.

(6) Prestress strand - quantity, size and dropout location.

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

(8) Diameter taper, inches/foot.

b Information and Drawings to be Supplied for Owner’s Approval Prior to 

Fabrication: 

(1) 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.

(2) 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.

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

owner before pole manufacture.

(4) 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.
Bulletin 1724E-216

Page 22

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;

(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; and

(l) Any other special information deemed necessary by the 

manufacturer and owner.

8 APPROVALS, 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. 
Bulletin 1724E-216

Page 23

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.

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

(Attachments A and B are to be completed by the engineer. Attachment C is to be 

completed by the manufacturer.)

• Attachment A, Structure Dimensions, Pole Framing Drawings, and Details

• Attachment B, Application Requirements

• Attachment C, Bid Summary
Bulletin 1724E-216

Page 24

BLANK PAGE
Bulletin 1724E-216

Page 25

Attachment A

Structure dimensions,

pole framing drawings, and details
Bulletin 1724E-216

Page 26

BLANK PAGE
Bulletin 1724E-216

Page 27

Attachment B 

Application Requirements

For appurtenance material supplied by the owner, owner shall provide manufacturer, connector 

and/or member locations, orientations, sizes, types, and strength capacities with this Attachment.

1. Climbing device desired by owner ________

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

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

3. Delivery schedule ________

4. Free on board destination (F.O.B.) ________

5. Additional requirements (below)
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Page 28

BLANK PAGE
Bulletin 1724E-216

Page 29

Attachment C

Standard Concrete Pole Bid Summary

(Information to be supplied with the bid)

DESIGN INFORMATION

 Pole framing drawing 

 Pole Class

 Pole Length

POLE DESCRIPTION

 Top Diameter

 Groundline Diameter

 Bottom Diameter

 Taper (in/ft)

GENERAL

 Pole Wt/ each

 Tip Load

 Point of Fixity Loc

 Steel (ASTM/yield )

 Cross section shape

 Splice joint type

CALCULATIONS AT THE GROUNDLINE (includes LF)

 Moment

 Shear

 Axial

 Cross Sectional Area

CALCULATIONS AT THE POINT OF FIXITY (includes LF)

 Moment

 Shear

 Axial

 Cross Sectional Area

WALL THICKNESS

 Top

 Groundline

 Bottom

DEFLECTION (Top)

COST SUMMARY

COST/POLE

NUMBER OF POLES

TOTAL COSTS

COMMENTS: TRANSMISSION LINE POLES

ATTACHMENT C

BID SUMMARY – DESIGN INFORMATION,WEIGHTS,

AND PRICE INFORMATION

(INFORMATION TO BE SUPPLIED 

WITH THE PROPOSAL)
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Page 30

BLANK PAGE
Bulletin 1724E-216

Page 31

Attachment C (continued)

(The Manufacturer shall also supply the following information with the proposal: (a) for each 

standard class pole, provide section and strength properties, and the ultimate, cracking and zero 

tension strengths at maximum five foot intervals along the pole to demonstrate conformance with 

the requirements of Sections 4.1.2, 4.1.5, and 4.1.6 of this specification;. and for each standard 

class pole, provide pole deflection calculations at maximum five foot intervals along the pole 

using the specified tip loading in order to demonstrate conformance with the requirements of 

Sections 4.1.3 and 4.1.4 of this specification).
Bulletin 1724E-216

Page 32

BLANK PAGE
Bulletin 1724E-216

Appendix A

Page 1

APPENDIX A

COMMENTARY

1 General

The necessity of a clear bid specification for the purchase of standard class 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.

Scope

While this standard class concrete pole specification does not prohibit the application to 

poles which are guyed, which are subjected to unbalanced lateral loads, or which have 

deflection or other special limitations, the owner must be prudent in this type of 

application.

It is recognized that, with the proper understanding and usage of some computerized 

structural analysis and transmission line design programs, it is possible to select a 

standard class concrete pole which might otherwise be beyond the scope of this 

specification. The owner must be sure that combined bending and buckling analysis is 

performed, that cracking strength and zero tension strength is evaluated, and that 

deflections are properly modeled. 

The owner should recognize when the design of a concrete pole may be more prudently 

accomplished using the Guide Specification for Prestressed Concrete Pole and Concrete 

Pole Structures, RUS Bulletin 1724E-206, which requires the actual loading conditions 

to be specified. In using RUS Bulletin 1724E-206, the manufacturer assumes full 

responsibility in designing and manufacturing a structurally adequate pole. 

Standard Class Pole

In some cases, utilities prefer to specify certain concrete poles to be designed according 

to a standardized loading criteria, much like the standard classifications for wood poles.

In utilizing standard class concrete poles, a complete structural analysis is still required 

for all structures. All appropriate loading criteria are considered in the analysis. Once the 

required concrete pole strength is determined, a standard class concrete pole which meets 

the actual loading conditions can be selected. A design example is shown in Appendix C.

This specification was developed to establish a standard classification system and to 

assist the owner in procuring a standard class concrete pole which is properly designed 

for the intended loading criteria.

This guide specification attempts to eliminate ambiguity in specifying and purchasing 

standard class concrete poles. Since it has become a widespread practice in the industry 
Bulletin 1724E-216

Appendix A

Page 2

to design and manufacture poles which are based on the wood pole classification system 

of the American National Standards Institute (ANSI 05.1), the concrete pole 

classifications developed in this specification generally follow the wood pole 

classification system. However, to avoid confusion with the wood pole classifications, the 

concrete pole classifications have a unique naming system.

Wood Pole Equivalency

In some cases, the owner may design a transmission line based on wood pole 

classifications as described in ANSI 05.1, Wood Pole Specifications and Dimensions, and 

then wish to order concrete poles which meet the wood pole equivalent loadings. Because 

of the differences in strength factors applied to wood poles in comparison to concrete 

poles, the owner must be sure that the strength factors are properly accounted for in the 

design of the concrete poles. 

“Wood pole equivalent” is a term that may be defined in a number of ways. For purposes 

of this commentary, the term “wood pole equivalent” is defined as a standard class 

prestressed concrete pole which is equated by required ultimate loading to an ANSI 05.1 

standard class wood pole. The equation is made by a ratio of the strength factors 

applicable for each pole type and loading criteria.

The design and purchase of concrete poles as an equivalent to wood poles can be vague 

even with clear instructions. As such, the owner should be sure that the equivalency is 

properly determined. Once the equivalency is determined, the owner should specify the 

standard class concrete pole based on the classifications detailed in Section 4.1.2. In 

doing this, the manufacturer will not be involved in the equivalency process and the 

ambiguity should be eliminated.

The wood pole equivalency is based on the required ultimate moment capacity of the pole 

at the groundline based on embedment depths shown in ANSI 05.1. In obtaining a 

suitable equivalency, the owner must consider factors other than the equivalent 

groundline moment. For example, the differences in material and section properties of the 

wood pole versus the concrete pole will result in differences in buckling analysis, pole 

deflections, secondary moments, applied wind forces, and so forth.

It is impossible to completely equate the concrete pole and wood pole at all points along 

the pole. The owner must be certain that the concrete pole selected by equivalency 

methods will have a strength sufficient for the actual application.

Equivalency Factor (Eq.F)

The equivalency factor (Eq.F) is defined as the ratio of the wood pole strength factor to 

the concrete pole strength factor for a given loading condition. 

For example, for NESC Grade B district loading, the wood pole strength factor is 0.65 

and the concrete pole strength factor is 1.00. Thus, the equivalency factor will be 

0.65/1.00 = 0.650.
Bulletin 1724E-216

Appendix A

Page 3

The equivalency factor is a useful concept to understand as the owner requires a wood 

pole equivalent under various loading conditions and load factors. Several examples of 

equivalencies are listed in the following sections.

Wood Pole Equivalency – 0.65 TO 1.00 Ratio (0.65 Eq.F)

For the NESC Grade B district loadings, the NESC allows for a strength factor of 1.00 to 

be applied to a load on a concrete pole while it requires a strength factor of 0.65 to be 

applied to a load on a wood pole. As such, the ultimate strength requirement for the 

concrete pole will be less than the ultimate strength of the wood pole for the district 

loading conditions.

For example, the owner designs a transmission line for wood poles based on NESC 

district wind loading conditions. The owner wishes to purchase a concrete pole which is 

equivalent to a Class 1 wood pole. Based on ANSI 05.1, the Class 1 wood pole 

groundline strength is derived by applying a horizontal ultimate load of 4,500 pounds at 

2' from the pole tip based on a simple cantilever. Since the owner had classed the wood 

pole based on an NESC strength factor of 0.65, the owner wishes to select a concrete pole 

meeting the same NESC district wind loading conditions. To do this, the owner will 

multiply the required tip loading of 4,500 pounds by 0.65/1.00, which equals 2,925 

pounds. The 0.65/1.00 ratio (or 0.65 Eq.F) adjusts for the difference between wood and 

concrete strength factors for NESC district loads. The owner will then select a standard 

class concrete pole which has an ultimate moment capacity based on the horizontal tip 

loading of at least 2,925 pounds. From Section 4.1.2, the owner selects a class 

C-02.9 pole, which has a tip loading of 2,925 pounds.

Based on the method shown in this example, Table A-1 (at the end of this section) is a 

tabulation of wood pole equivalencies based on the NESC Grade B district loading.

Wood Pole Equivalency - 0.75 TO 1.00 Ratio (0.75 Eq.F)

For the NESC Grade B extreme wind loadings, this specification requires a strength 

factor of 1.00 to be applied to concrete poles for the transverse extreme wind 

load condition while the NESC requires a strength factor of 0.75 to be applied to a wood 

pole under the extreme wind load condition. As such, the initial ultimate strength 

requirement for the concrete pole will appear to be less than the ultimate strength of the 

wood pole for the NESC extreme wind loading conditions.

For example, the owner designs a transmission line for wood poles based on NESC 

extreme wind loading conditions. The owner wishes to purchase a concrete pole which is 

equivalent to a Class 1 wood pole. Based on ANSI 05.1, the Class 1 wood pole 

groundline strength is derived by applying a horizontal ultimate load of 4,500 pounds at 

2' from the pole tip based on a simple cantilever. Since the owner had classed the wood 

pole based on an NESC extreme wind strength factor of 0.75, the owner wishes to select 

a concrete pole meeting the same extreme wind loading conditions. To do this, the owner 

will multiply the required tip loading of 4,500 pounds by 0.75/1.00, which equals 3,375 

pounds. The 0.75/1.00 ratio (or 0.75 Eq.F) adjusts for the difference between wood and 

concrete extreme wind strength factors. The owner will then select a standard class 
Bulletin 1724E-216

Appendix A

Page 4

concrete pole which has an ultimate moment capacity based on the horizontal tip loading 

of at least 3,375 pounds. From Section 4.1.2, the owner selects a class C-03.5 pole, which 

has a tip loading of 3,510 pounds.

Based on the method shown in this example, Table A-2 at the end of this section is a 

tabulation of wood pole equivalencies based on the NESC Grade B extreme wind 

loading. 

Wood Pole Equivalency – 1 TO 1 Ratio (1.0 Eq.F)

Occasionally, the owner may wish to order a concrete pole which has the same ultimate 

strength as a specified wood pole class. One common application of this is when the 

owner designs a transmission line using wood pole properties, but utilizing concrete pole 

strength factors. In this case, the owner has accounted for the difference in wood versus 

concrete strength factors during the design of the project.

For example, the owner designs a transmission line for wood poles based on NESC 

district wind loading conditions. However, knowing that concrete poles will be utilized, 

the owner uses the NESC district wind strength factor of 1.00 (applicable to concrete 

poles) in the calculations. The owner selects a wood pole Class 1 at a specific location. 

Thus, the owner wishes to purchase a concrete pole which is equivalent in ultimate 

strength to a Class 1 wood pole. Based on ANSI 05.1, the Class 1 wood pole groundline 

strength is derived by applying a horizontal ultimate load of 4,500 pounds at 2' from the 

pole tip based on a simple cantilever. Therefore, the owner will require a concrete pole 

with an ultimate moment capacity based on the same 4,500 pound tip loading. From 

Section 4.1.2, the owner selects a Class C-04.9 concrete pole, which has a tip loading of 

4,875 pounds.

Based on the method shown in the this example, Table A-3 at the end of this section is a 

tabulation of wood pole equivalencies based on the ultimate-to-ultimate strength 

comparison, or 1.0 equivalency factor. 
Bulletin 1724E-216

Appendix A

Page 5

TABLE A-1

WOOD POLE EQUIVALENCY

BASED ON 0.65 TO 1.00 RATIO

(0.65 Equivalency Factor)

(NESC Grade B District Loading)

(Equivalencies based on approximate groundline strength)

Design

Wood Pole Class Based On 

0.65 Strength Factor

Select

Concrete Pole Class Based On 

1.00 Strength Factor

H6 C-07.4

H5 C-06.5

H4 C-05.7

H3 C-04.9

H2 C-04.2

H1 C-03.5

1 C-02.9

2 C-02.4

3 C-02.0

TABLE A-2

WOOD POLE EQUIVALENCY

BASED ON 0.75 TO 1.00 RATIO

(0.75 Equivalency Factor)

(NESC Grade B Extreme Loading)

(Equivalencies based on approximate groundline strength)

Design

Wood Pole Class Based On 

0.75 Strength Factor

Select

Concrete Pole Class Based On

1.00 Strength Factor

H6 C-09.0

H5 C-08.0

H4 C-06.5

H3 C-05.7

H2 C-04.9

H1 C-04.2

1 C-03.5

2 C-02.9

3 C-02.4
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Appendix A

Page 6

TABLE A-3

WOOD POLE EQUIVALENCY

BASED ON 1 TO 1 RATIO

(1.0 Equivalency Factor)

(Ultimate-to-Ultimate Comparison)

(Equivalencies based on approximate groundline strength)

Design

Wood Pole Class

Select

Concrete Pole Class

H6 C-12.0

H5 C-10.0

H4 C-09.0

H3 C-08.0

H2 C-06.5

H1 C-05.7

1 C-04.9

2 C-04.2

3 C-03.5

Other Wood Pole Equivalencies

Using the wood pole equivalency methods described, the owner can develop equivalency 

tables for other ratios of wood versus concrete load factors. 

2 Section 4. Design

Loads (Section 4.1)

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 determined by the owner in 

order to select the proper standard class pole.

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 should be at least 1.1.

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.
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Appendix A

page 7

Once the design loadings have been determined, a design of the structure should be 

performed by the owner’s engineer or structural designer. It is recommended that a 

nonlinear structural analysis computer program be utilized to consider the loadings, 

secondary moments (p-delta effect), and effects of foundation rotations and deflections. 

As a minimum, an approximate method for determining the ultimate moment capacity 

should be utilized, such as the methods given in RUS Bulletin 1724E-200, Design 

Manual for High Voltage Transmission Lines.

Once the structural analysis has been completed, the owner’s engineer or structural 

designer may select a standard class concrete pole which has the ultimate moment 

capacity greater than the design loading requirements. Consideration should be given for 

strength requirements at all points along the pole, not just at the groundline.

P-Delta Moment

Prior to selecting a standard class concrete pole, the owner should determine the effect of 

the secondary moments due to the vertical loadings, including the effect of the pole 

weight, during the transmission line design process.

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. 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. 

As a minimum, an approximate method for determining the effect of the secondary 

moments should be utilized, such as the method given in the RUS Bulletin 1724E-200.

Pole Tip Strength (Section 4.1.2)

This specification sets minimum ultimate moment capacity requirements near the pole tip 

for each standard pole classification. The similar ANSI 05.1 requirement is generally 

overlooked, misunderstood or not considered by manufacturers and others who seek to 

standardize pole sizes based on the wood pole classification. 

Upon a careful study of the ANSI 05.1 wood pole specification, one should understand 

that the horizontal loading applied at 2' from the pole tip is for the purpose of determining 

a required groundline ultimate moment capacity for any length pole of the given class. 

However, the minimum required wood pole tip size is specified apart from the horizontal 

loading requirement.
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Appendix A

Page 8

For example, according to ANSI O5.1, a Class 1 wood pole must have a circumference of 

27" at the tip. When applied to the Douglas Fir or Southern Yellow Pine poles with a 

fiber stress of 8,000 psi, the resulting tip strength is calculated as 41.5 ft-kips for the 

Class 1 wood pole. 

Because the conductors and shield wire supports are typically located on crossarms away 

from the pole axis, significant moments can be generated in the pole near the tip. The 

moments are greatly increased whenever a braced pole top assembly is utilized. These 

moments are not accounted for by applying the horizontal ultimate loading alone. 

Therefore, in the design of transmission poles, it is critical that a minimum ultimate 

moment capacity be specified near the pole tip. In the absence of a minimum tip strength 

requirement, a concrete pole tip strength can theoretically be negligible.

The minimum pole tip strength required by this specification should be suitable for most 

transmission line applications. However, the owner must be sure that the tip strength is 

properly evaluated, especially when working with wood pole equivalencies and braced 

structures.

Point of Fixity (Section 4.1.2)

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.

For the standard class pole, the point of fixity should remain at the same location on the 

pole, regardless of the embedment depth the owner may specify for a given application. 

Otherwise, the required pole strength could vary as the location of the point of fixity 

varies. Within the scope of this standard class pole specification, the point of fixity is 

arbitrarily considered to be located at a distance from the pole butt, which is equal to 7% 

of the pole length. This value seems to work quite well over a range of pole lengths and is 

approximately the same value as a point of fixity located at 1/3 of the distance below the 

groundline based on an embedment depth of 10% of the pole length + 2'. 

The reinforcing steel required at the point of fixity is required to continue to the pole butt. 

However, due to the loss of prestressing steel strength near the pole butt, the ultimate 

moment capacity near the pole butt will be reduced.

Tip Loading (Section 4.1.2)

The tip loading is used to develop a required ultimate moment capacity diagram at any 

point along the pole from 2' below the pole tip down to the point-of-fixity. This ultimate 

moment capacity is determined by multiplying the tip load by the moment arm based on a 

simple cantilever. As a result, the required ultimate moment diagram is linear in shape. 

This same method may be utilized in structural analysis and automated transmission line 
Bulletin 1724E-216

Appendix A

page 9

design computer programs to develop an array of ultimate moment requirements for 

standard concrete pole sizes.

Pole Deflection (Section 4.1.3 and 4.1.4)

Although significant horizontal pole deflection limitations are considered to be beyond 

the scope of this standard class concrete pole specification, some allowances can be made 

for these effects. They should be considered during the analysis of the actual loading 

conditions applied to the concrete pole. Typically, this type of analysis should be 

accomplished by nonlinear structural analysis techniques. Since the electrical clearances 

must be assured in the operation of transmission lines, deflections must remain within an 

acceptable range. 

This specification limits the allowable pole deflection to 15% of the pole height above the 

point of fixity when the tip load specified in Section 4.1.2 is applied under a horizontal 

testing procedure under short term loading conditions. Long term loading will cause 

continued deflection due to the plastic deformation of the concrete.

The owner should recognize that the actual pole deflection for an application will be less 

than the specified deflection limit of 15% of the pole height. With the standard class pole, 

all of the loading is applied near the pole tip. In a typical transmission line application, 

the actual horizontal loading will be some distance from the pole tip. As such, the actual 

deflection at the conductor under short term ultimate loading conditions can be expected 

to be less than 10% of the height above ground.

This specification also limits the allowable pole deflection to 5% of the pole height above 

the point of fixity when 40% of the tip load specified in Section 4.1.2 is applied under a 

horizontal testing procedure under long term loading conditions. This 40% loading 

approximates the unfactored NESC loading conditions as is discussed in the commentary 

on cracking strength.

The NESC requires that electrical clearances be maintained under a wind loading of 6 

psf. It is expected that the deflection of a standard class pole under this 6 psf loading 

condition will be less than 3% of the height above ground.

For situations where the owner wishes to know the deflection for a standard class pole, 

the owner should use a suitable structural analysis computer program in which the actual 

design loading conditions and concrete pole properties are input into the program. 

Another option would be to ask the pole manufacturer to provide the analysis. 

If the owner has special deflection limitations, it is recommended that RUS Bulletin 

1724E-206, Guide Specification for Prestressed Concrete Pole and Concrete Pole 

Structures, be utilized instead of this specification. In doing so, there will be little doubt 

as to what the actual pole deflections will be under all loading conditions.
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Cracking Strength (Section 4.1.5)

Cracking strength is defined as 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.

To minimize the potential for corrosion of the reinforcing steel, it is desirable to avoid 

cracking under the unfactored NESC district loading conditions, or any other service 

loads specified by the owner. Under this standard class concrete pole specification, these 

service loads are not specified, but are considered to be 40% of the specified ultimate 

loads.

For concrete poles designed within the limits of this specification, the predominant pole 

loading will be transverse wind loads. The service load is determined based on the ratio 

of the transverse load factor. The NESC load factor applied to district wind loads is 2.5. 

As such, the service load will be equal to the ultimate load divided by 2.5, or 40% of the 

ultimate load. 

For typical concrete pole designs, initial cracking occurs at about 40-55 percent of the 

ultimate strength of the pole. Therefore, the requirement for the cracking strength to be at 

least 40% of the required ultimate strength should not cause the pole to be stronger than 

when considering ultimate strength alone. 

Since it may be theoretically possible to have a cracking strength at less than 40% of the 

ultimate strength, it is not desirable to do so. By requiring the cracking strength to exceed 

40% of the required ultimate strength, the owner is assured of an adequate cracking 

strength for the standard class concrete pole.

Zero Tension Strength (Section 4.1.6)

The zero tension strength is defined as 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 is important to avoid open cracks in situations of significant unbalanced lateral loading 

and in extremely corrosive environments in order to protect the steel reinforcing. Typical 

structures with permanent unbalanced lateral loads are unguyed angle and unguyed 

deadend structures. While the design of these structure types is generally outside the 

recommended scope of this specification, this specification does require a minimum zero 

tension strength for all pole classes.

It has been demonstrated that the zero tension strength will typically be 70% to 85% of 

the cracking strength. With a minimum cracking strength of 40% of ultimate, 70% of this 

value would be equal to 28% of ultimate. Thus, it is natural for all concrete poles to have 

a zero tension strength of at least 28% of ultimate. As such, this specification requires the 

standard class concrete pole to have a zero tension strength exceeding 28% of the 

required ultimate strength.
Bulletin 1724E-216

Appendix A

page 11

For situations where the owner wishes to select a standard class pole based on a 

minimum zero tension strength, this specification may be utilized. A typical situation 

where the owner may wish to do this is when the owner uses a transmission line design 

computer program in which zero tension strength values are input for each pole type.

The owner should recognize that the zero tension strength for most concrete poles is 

greater than the minimum required strength of 28% of the ultimate strength. In fact, the 

zero tension strength can be as high as 50% of the ultimate strength. Thus, for concrete 

pole applications which must be designed for the zero tension strength requirements, such 

as unguyed or unbalanced lateral loadings, it is quite possible for the owner to obtain the 

concrete pole at a significantly lesser cost by submitting the actual loading conditions to 

the manufacturer using RUS Bulletin 1724E-206.

Foundation Rotation and Deflection

Although significant foundation rotation and deflection criteria are considered to be 

beyond the scope of this standard class concrete pole specification, some allowances can 

be made for these effects. They should be considered during the owner’s analysis of the 

actual loading conditions to apply to the concrete pole. Typically, this type of analysis is 

accomplished by nonlinear structural analysis techniques. 

Once the structural analysis has been completed (including foundation rotations and 

deflections, p-delta effect, etc.), the owner may select a standard class concrete pole 

which has the ultimate moment capacity greater than the design loading requirements.

Longitudinal Loads

It is recommended that RUS Bulletin 1724E-206 be utilized whenever the longitudinal 

loads may result in a significant unbalanced lateral loading condition. In this case, the 

design of the structure based on zero tension strength is emphasized. (Refer to the 

Commentary regarding Zero Tension Strength.)

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.

Guy Wires

It is generally beyond the scope of this standard class concrete pole specification to 

consider guy wires in the design of the structure. It is recommended that RUS Bulletin 

1724E-206 be utilized instead.

However, a typical situation where the owner may wish to use this specification for 

guyed poles is when the owner uses a transmission line design computer program, or 

other structural analysis program, in which minimum strength values are input for each 

pole type and the program is capable of combined bending and buckling analysis of 

guyed concrete poles.
Bulletin 1724E-216

Appendix A

Page 12

It may also be possible to specify certain types of guyed concrete poles based on wood 

pole analysis techniques as detailed in RUS Bulletin 1724E-200. Once the wood pole 

class is determined, a standard class concrete pole could be selected based on an 

equivalency. In this case, it is recommended that the 1:1 equivalency ratio be utilized. It 

is generally agreed that a concrete pole has a greater buckling strength than an 

equivalently classed wood pole; therefore, the selected concrete pole class should be 

adequate for a situation in which a wood pole would normally be specified. The owner 

should use caution in using this equivalency method and its usage should be prudently 

influenced by the owner’s experience in similar applications where actual design loadings 

were utilized under similar guying conditions.

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

guy slope or angle has to be determined by the owner and properly modeled in the 

analysis of the concrete structure. As is required by RUS Bulletin 1724E-206, the load in 

the guy wire should be limited to 65 percent of its ASTM rated breaking strength under 

actual ultimate loading conditions. The concrete pole and guy wire(s) must be designed 

as a system. 

The guy modulus of elasticity can increase from a minimum value at the time of 

manufacture, to a maximum value, which results from periodic stretching and relaxing 

during the load cycles. 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 engineer whenever it is not specified.

Groundline

The location of the groundline for the standard class pole should be specified on the 

owner’s drawings.

While the strength of the standard class pole is not effected by the groundline location, 

the proper placement of climbing devices, ground wire clips, cant hole, vent hole, name 

plate, and so forth, depends upon the location of the groundline.

In addition, the ultimate moment capacity at the groundline is to be noted on the 

manufacturer’s drawings (see Section 7.2.5) and stamped on the pole name plate (see 

Section 4.12.1).

Air Entrainment in Concrete Poles (Section 4.2)

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% plus or minus 1% 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. 
Bulletin 1724E-216

Appendix A

page 13

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 4.3)

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 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 4.5)

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.
Bulletin 1724E-216

Appendix A

Page 14

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 during lightning events. There have been reports of step lugs and other materials 

embedded in the concrete, near or in contact with the reinforcing, being dislodged as a 

result of 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 Structure Testing (Section 5.4)

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 Drawings and Information to be Supplied by the Manufacturer (Section 7)

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. Using the forms in Attachment C will allow quick review of the 

information and simultaneous comparison of all bidders' information.
Bulletin 1724E-216

Appendix A

page 15

BLANK PAGE

Bulletin 1724E-216

Appendix B

Page 1

APPENDIX B

EXAMPLES OF DRAWINGS 

(Attachment A of the Specification)
Bulletin 1724E-216

Appendix B 

Page 2

Drawing TPC-115
Bulletin 1724E-216

Appendix B

Page 3

Drawing TPFC-115
Bulletin 1724E-216

Appendix B 

Page 4

Drawing TM-C3
Bulletin 1724E-216

Appendix B

Page 5

EXAMPLE OF APPLICATION REQUIREMENTS

Attachment B of the Specifications

For appurtenance material supplied by the owner, owner shall provide manufacturer, connector,

and/or member locations, orientations, sizes, types, and strength capacities with this Attachment.

1. Climbing device desired by owner STEP BOLTS

2. Delivery schedule JAN. 15, 2016

3. Free on board destination (F.O.B.) LEE'S LANDING, FL

LAYDOWN AREA NEAR

PEJMAN SUBSTATION

4. Additional requirements
Bulletin 1724E-216

Appendix B 

Page 6

BLANK PAGE
Bulletin 1724E-216

Appendix C

Page 1

APPENDIX C

DESIGN EXAMPLES

Example 1: For the TUC-1 concrete pole structure and loading conditions given below, 

determine the standard class concrete pole:

General information:

Line voltage: 161 kV

Design by: ACME Engineers

Structure type: TUC-1 Concrete Pole Structure

(concrete pole with upswept arms)

Geometry of the structure and location of loads:

Distance from Pole Top, Ft.

OHGW 0.25

COND-1 9.00

COND-2 15.00

COND-3 21.00

At Gd. Line-assumed 70.00

Pole-End 80.00

Crossarm Dimensions:

Top arm 8.5 ft

Middle arm 9.5 ft

Bottom arm 9.5 ft

Overall pole length is 80 feet. The above dimensions assume a 10.0 foot 

embedment depth for the concrete pole (using standard rule for wood poles 

of 10 percent pole length plus 2 feet). Assume top of the pole has a 

10 inch diameter, and the groundline diameter is 20 inches.

Load Factors (LFs) used in this example:

For NESC Light, Medium, or Heavy Loading District Loads

Vertical Loads 1.50

Transverse. Wind Loads 2.50

Transverse. Wire Tension Load at Line 

Angle

1.65

Longitudinal Loads 1.10

Extreme Wind Loads 1.10

Extreme Ice with Concurrent Wind Loads 1.10

Conductor and OHGW Data:

OHGW: 3/8”HSS

R.B.S = 10,800 lbs

161 kV Conductor: Drake (795 26/7 ACSR)

R.B.S = 31,500 lbs

Design Span Information:

Vertical Span 900 ft.

Horizontal Span 750 ft.

Line Angle 0 degrees

TUC-1
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Appendix C

Page 2

Load Cases:

Load Case A: NESC Medium District Loads

Load Case B: 90 mph Extreme Wind Load (1.1 LF applied)

Load Case C: 30 mph with 1 inch ice load (1.1 LF applied)

Loading Information (summary):

NESC Medium Loading Data

Transverse Vertical

Cond. Tension (kips) lb./ft. lb./ft.

Drake –795 26/7 ACSR 7.91 .5360 1.5162

OHGW – 3/8 HSS 2.56 .2867 .4626

Extreme Wind Loading Data (90 mph)

Transverse Vertical

Cond. Tension (kips) lb./ft. lb./ft.

Drake –795 26/7 ACSR 6.54 1.9390 1.0940

OHGW – 3/8 HSS 1.23 .6210 .2730

Extreme Wind with Concurrent Ice (30 mph wind and 1” ice)

Transverse Vertical

Cond. Tension (kips) lb./ft. lb./ft.

Drake –795 26/7 ACSR 12.54 .5967 3.7154

OHGW – 3/8 HSS 5.27 .4532 1.9642

Calculate forces and moments at the groundline:

(assumes no pole rotation)

• NESC Medium District Loading

Load Due 

to Wind 

on Wire

kips

Load Due 

to Line 

Angle 

(kips)

Total 

Transverse 

Load W/LF 

(kips)

Moment 

Arm Feet

Ultimate Moments 

Ft. kips

@ Groundline

OHGW .215 0 .538 69.75 37.5

COND-1 .402 0 1.005 61.00 61.3

COND-2 .402 0 1.005 55.00 55.3

COND-3 .402 0 1.005 49.00 49.2

Groundline 0.0

Total Shear Loads for Wire Loads 3.57 203.4

Wind on the Pole 0.88 27.2

Moments due to unbalanced vertical Wire Load (8.5 ft arm or 9 ft 

from conductor attachment to center of pole)

18.9

Moment due to deflection for weight of pole and for wires (p-delta 

moment) Approximated, based on 15 percent of the static moment 

from wire loads, i.e. M=.15x203.4 ft kips)

30.5

Total Transverse Shear @ Groundline 4.45 --

Total Moments @ Groundline -- 279.9
Bulletin 1724E-216

Appendix C

Page 3

TOTAL GROUNDLINE MOMENT FOR MEDIUM LOADING DISTRICT = 279.9 ft.-kips

• Extreme Wind Load and Extreme Ice with Concurrent Wind Load

Similar calculations are performed for the extreme wind load and extreme ice with 

concurrent wind loads:

TOTAL GROUND LINE MOMENT FOR THE EXTREME WIND LOAD = 418 ft-kips

TOTAL GROUNDLINE MOMENTS FOR EXTREME ICE WITH 

CONCURRENT WIND LOADS....................................................= 165.ft-kips

• Conclusions: The Extreme Wind Loading Case controls design.

Determine which “standardized” concrete pole design to use:

Distance 2’ from top to groundline = 70’ – 2.0’ = 68'

Load 2’ from the top to 

cause a 332 ft.-kip moment at groundline: = 417 ft-kips/68’ = 6140 lbs.

Based on the above calculated tip load and from Table 1 of the specification,

use a C-06.5 pole

Perform a quick check to verify the assumed embedment depth using RUS 

Bulletin 1724E-205, “Design Guide: Embedment Depths for Concrete and Steel Poles”. 

Discussion:

Based on the results above, the extreme wind load case controls the design. Results from a 

computer program which uses finite element analysis are summarized in the table below. The 

results compare manual linear calculations with an estimate of secondary moments to the results 

from a computer program which performs a nonlinear analysis. 

The NESC allows the use of span factors and height adjustment factors when considering 

extreme wind loads (refer to RUS Bulletin 1724E-200, Design Manual for High Voltage 

Transmission Lines, Chapter 11). From the summary below, several conclusions can be made. 

The results from manual calculations and the computer analysis using finite elements are close, 

the major difference occurring with the estimate of secondary moments in the manual 

calculations. Also, the use of span factors and height adjustment factors will impact the design 

reactions. When using span factors and height adjustment factors, the selected ‘standardized’ 

concrete pole would be:

Load 2 ft from the top to cause a 334. ft kip moment (nonlinear analysis

and span and height adjustment factors) = 4930 lbs

Based on the above calculated tip load and from Table 1 of the specification, use a C-05.7 pole
Bulletin 1724E-216

Appendix C

Page 4

Load Case

Groundline

Moments based 

on manual 

calculations with 

an estimate of the 

secondary 

moments (15% of 

static moment)

Groundline 

Moments 

based on a 

nonlinear 

analysis

Groundline Moments 

based on a nonlinear 

analysis and using 

span and height 

adjustment factors

Load Case A

NESC Medium Loading 279 276 N.A.

Load Case B

Extreme Wind Load 417 401 334

Load Case C

Extreme Ice with 

Concurrent Wind

163 176 N.A.

In this example, if span factors and height adjustment factors are applied in calculating the unit 

loads, the standard size class concrete pole will be reduced by one class.

Example 2: An existing 161 kV single pole line is composed of Douglas Fir wood poles. In 

several locations, concrete poles are to replace wood pecker damaged wood poles. The 

existing damaged poles are 80 ft class 1 wood poles with the TUS pole top assembly. 

Determine which standard size concrete pole should be used to replace the wood pole. 

Extreme wind design load is 20.7 psf (90 mph). The line is located in the heavy loading 

district. The conductor is 795 ACSR Drake and the overhead groundwire is 3/8" HSS.

NESC heavy district loads with a strength factor of .65 and a load factor of 2.5 controlled the 

design of the original wood pole line. However, a quick comparison of the unit loads for the 

extreme wind and the NESC heavy district load with load factors and strength factors for 

concrete, indicates that the extreme wind load will control the design of the concrete pole.1 

Because the extreme wind case controls design of the concrete replacement pole, the engineer 

may use Table A-2 for convenience.

Table A-2 indicates that for a class 1 wood pole, a C03.5 may be used. There may be other 

issues in matching classes of wood poles to concrete poles that the engineer may need to 

consider. This example, however, shows the importance of determining the loading condition 

that controls the design of the concrete pole. If the engineer had assumed that the NESC heavy 

district load controlled design of the concrete pole replacement since it controlled the design of 

the wood pole when initially installed, then Table A-1 would have been mistakenly used and a 

S02.9 would have been selected as the replacement pole.

Note 1: Unit loads for extreme wind is 1.9113 lbs/ft, or 2.102 with a 1.1 LF and for the NESC heavy district load, 

the unit load is 1.7567 lbs/ft with a 2.5 LF.
Bulletin 1724E-216

Appendix D

page 1

APPENDIX D

SELECTED SI METRIC CONVERSIONS
Bulletin 1724E-216

Appendix D

Page 2

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
Bulletin 1724E-216

Appendix D

page 3

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.