Specification SP-061709-102145

Steel Transmission Poles

Luther Forest Transmission Lines and Substation Take-Off Structures
115 kV AMD Global Foundries Line #222
115 kV Rotterdam-Luther Forest #1
115 kV Spier-Luther Forest #302
115 kV AMD Global Foundries Line #111
115 kV Luther Forest-Turner Road #308
115 kV Mohican-Luther Forest #3
Towns of Malta and Stillwater, NY
Luther Forest Economic Development Corporation (LFTCEDC)
July 6, 2009

PREPARED BY:
TRC Power Delivery Engineering

Date

APPROVED BY:
Date

Date

Date

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

TABLE OF CONTENTS
SUPPLEMENTAL SPECIFICATION PROJECT SPECIFIC REQUIREMENTS ............ 2

S1.
1.
2.
3.
4.

PROJECT TITLE.......................................................................................................................... 2
PROJECT SCOPE......................................................................................................................... 2
STEEL STRUCTURE FINISHES ............................................................................................... 2
STRUCTURE DESIGN REQUIREMENTS ............................................................................... 2
A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
K.
L.
M.

5.
6.
7.
8.
9.
10.

CHARPY REQUIREMETS ................................................................................................................. 2

CLIMBING ATTACHMENTS ............................................................................................................ 3
FALL PROTECTION ATTACHMENTS ............................................................................................ 3
WORKING ATTACHMENTS ............................................................................................................ 3
STRUCTURE SIGNAGE .................................................................................................................... 3
DAVIT ARMS ..................................................................................................................................... 3
GROUNDING ATTACHMENTS ....................................................................................................... 4
POLE TESTING .................................................................................................................................. 4
MULTI-SECTION POLE STRUCTURES .......................................................................................... 4
DEFLECTION CRITERIA .................................................................................................................. 4
SPECIAL STRUCTURE ATTACHMENTS ....................................................................................... 5
DESIGN CALCULATIONS ................................................................................................................ 5
MISCELLANEOUS ............................................................................................................................. 5

DELIVERY LOCATION AND NOTIFICATION INSTRUCTIONS...................................... 6

PROJECT ENGINEER................................................................................................................. 6
SCHEDULE AND DELIVERY REQUIREMENTS .................................................................. 6
STRUCTURE SUMMARY LIST ................................................................................................ 7
STRUCTURE DESIGN INFORMATION REQUIRED WITH BID ....................................... 9
STRUCTURE WEIGHT AND COST INFORMATION REQUIRED WITH BID .............. 11

APPENDIX A.

STEEL POLE SPECIFICATION

APPENDIX B.

REFERENCE DRAWINGS

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

S1.

Specification SP-061209-102145

SUPPLEMENTAL SPECIFICATION PROJECT SPECIFIC REQUIREMENTS

This Supplemental Specification shall serve to supplement the General Specification entitled
Steel Pole Transmission Structures, Document # SP.06.01.407, Version 1.2, 03/06/2009 as
provided in Appendix A of this Specification. In all cases the information specified in Section S1
shall supersede the requirements of the General Specification. In all cases where a conflict
occurs, the more stringent requirement shall govern.
1. PROJECT TITLE
This specification shall be used to define the Vendor requirements for Steel Transmission Poles
for the following project:
LFTCEDC
Luther Forest Transmission Lines and Substation Take-off Structures
115 kV AMDGF Line #111
115 kV Rotterdam-Luther Forest #1
115 kV Spier-Luther Forest #302
115 kV AMDGF Line #222
115 kV Luther Forest-North Troy #308
115 kV Mohican-Luther Forest #3
2. PROJECT SCOPE
This specification defines the requirements for the design, fabrication and F.O.B. delivery of
twenty-eight (28) galvanized Steel Transmission Pole Structures, complete with anchor bolts
and all accessories as shown on the contract drawings and in accordance with these
specifications for the subject transmission line project. Anchor bolt clusters shall be designed
and provided as an assembled cluster by the Vendor. Seven (7) Steel Pole Structures are multipole structures and require bolted flange connections. Twenty-one (21) Steel Pole Structures
are single-pole structures and require mated slip-joint connections.

3. STEEL STRUCTURE FINISHES

All structures and associated appurtenances shall be galvanized in accordance with the
requirements of this Specification.
4. STRUCTURE DESIGN REQUIREMENTS
A.

CHARPY REQUIREMETS
All steel from the mill used in the structure fabrication shall be guaranteed to have a
minimum energy impact value of 15 foot-pounds for full size specimens (10mm x 10mm)
at -20 def F as measured by a Charpy V-notch test performed in accordance with ASTM
A370 and A673. Frequency P testing shall be supplied. Plate test specimens shall be
taken after rolling and finishing operations.

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

B.

Specification SP-061209-102145

CLIMBING ATTACHMENTS
Climbing attachments shall be provided for all single pole structures in accordance with
General Specification SP.06.01.407.
Climbing attachments shall not be provided for multi-pole substation take-off structures.

C.

FALL PROTECTION ATTACHMENTS

Fall protection attachments shall be provided for all single pole structures in accordance
with General Specification SP.06.01.407.
Fall protection attachments shall not be provided for multi-pole substation take-off
structures.

D.

WORKING ATTACHMENTS
Working attachments shall be provided for removable bail steps as shown in General
Specification SP.06.01.407 for all single pole structures. One removable bail step shall
be supplied for each bail step attachment.
Working attachments and associated removable bail steps shall not be provided for multipole substation take-off structures.
Cross arm ladder attachments are not required for any structures as part of this
Specification.

E.

STRUCTURE SIGNAGE
Structure signage brackets shall be provided for all single-pole structures in accordance
with the General Specification SP.06.01.407.
Structure signage brackets are not be provided for multi-pole substation take-off
structures.

F.

DAVIT ARMS
All davit arms and appropriate attachment hardware are to be provided by the steel pole
vendor.
All arms must be capable of being mounted and removed independently without affecting
each other in any manner.
All conductor-to-structure (phase-to-ground) clearances as defined in this Specification
and on associated drawings shall be maintained for each arm design.
Arms shall be designed so the end of the arm is at the specified height under a loading of
initial conductor tension, 60-deg F, no wind, no overload factors. Arms shall not deflect

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

vertically more than 6-inches for the National Grid Heavy Ice Load Case. Arm
deflection for all load cases shall not compromise the required phase-to-ground
clearances as designated on the structure detail drawings.
Arm end-plates shall allow both suspension and strain insulator configurations, unless
otherwise specified on the structure detail drawings.
G.

GROUNDING ATTACHMENTS
Grounding nuts shall be provided on the pole cap unless indicated otherwise on the
structure detail drawings. The grounding nut shall be a 1/2" stainless steel heavy hex nut
welded over a 9/16 diameter hole.
At other locations, stainless steel grounding attachment plates, as shown on the structure
detail drawings, shall be used. Grounding attachment plates shall be installed on one
longitudinal face of the pole centered at each of the following locations:
1. 18 inches above the theoretical groundline
2. 12 inches below the conductor attachment elevation (not at arm attachment point)

H.

POLE TESTING
Pole testing is not a requirement of this Specification.

I.

MULTI-SECTION POLE STRUCTURES

Multi-section pole shafts for substation take-off structures shall have bolted flange joints.
Multi-section pole shafts for single-pole transmission structures shall have bolted flange
joints.

J.

DEFLECTION CRITERIA
The following table defines the deflection criteria for each respective substation take-off
steel pole structure. The Maximum Allowable Recoverable Deflection should be verified
for all load cases defined on the contract drawings.
Structure
Number
SBR T.O.
1 T.O.
314 T.O.
313 T.O.
2 T.O.
302 T.O.
3 T.O.
1

Maximum Allowable Recoverable Deflection (inches)

At 34-6 Above Base-Plate 1
Top of 12-sided Tubular Pole Shaft 2
0.25
Provide rake offset if deflection 6
Not applicable
Provide rake offset if deflection 6
Not applicable
Provide rake offset if deflection 6
Not applicable
Provide rake offset if deflection 6
Not applicable
Provide rake offset if deflection 6
Not applicable
Provide rake offset if deflection 6
Not applicable
Provide rake offset if deflection 6

Applies for ALL load cases on structure detail drawing

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009
2

Specification SP-061209-102145

Applies for Camber Load Case, only

All take-off structure crossarms shall be designed to meet the respective deflection
criteria defined on the structure detail drawings.
All transmission line steel pole structures shall meet the deflection criteria of Section
2.1.2 of General Specification SP.06.01.407.
K.

SPECIAL STRUCTURE ATTACHMENTS

1. SBR T.O. Switch Attachment
The steel pole vendor shall design the Stonebreak Road Take-Off structure to
accommodate the loads from the proposed 115 kV USCO Type AVR-11520 switches.
The Vendor shall apply the appropriate dead and live loads to the structure for each
separate load case to accommodate the design loads applied by the proposed switches.
2. Substation Post Insulators
When applicable, all substation take-off structures shall be designed to accommodate the
appropriate dead and live loads imposed on the structure from all substation post
insulators.

L.

DESIGN CALCULATIONS
In addition to the submittal requirements for steel pole design calculations defined in the
General Specification, the Vendor shall provide PLS-POLE files in a *.BAK file format
for each proposed steel pole design for review by the Owners Representative. The
*.BAK file shall contain all component libraries and load case files used for the design of
each respective structure.

M.

MISCELLANEOUS
In the design of connections for vangs, brackets, or stiffeners attached to the pole shaft,
care shall be taken to distribute the loads sufficiently to protect the wall of the pole from
local buckling.
All poles shafts shall be 12-sided polygonal shapes. All 12 flats shall be of equivalent
geometries.

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

5. DELIVERY LOCATION AND NOTIFICATION INSTRUCTIONS

The structures covered under this specification shall be delivered FOB to the following
location:
Wright Malta Site
40 Hermes Road
Malta, NY 12020
Delivery shall be made to the site between the hours of 9:00 AM and 2:00 PM Monday thru
Friday. The Vendor shall notify the TRC 15-days in advance of the proposed shipment date. A
confirmed notification of delivery must be made to TRC at least 48 hours before delivery is
made.
6. PROJECT ENGINEER
For technical questions and submittal of technical documents, please contact:
Joseph Procopio, P.E.
TRC Project Manager
315-671-1604
jprocopio@trcsolutions.com
7. SCHEDULE AND DELIVERY REQUIREMENTS
The project associated with the steel structures covered under this specification has a schedule
containing little or no slack time. Preference will be given to the proposals which reflect quick
delivery timeframes for a complete structure.
Completed structure delivery shall be no later than November 18, 2009.

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

8. STRUCTURE SUMMARY LIST

Str. No.
SBR T.O.

Structure
Type
3-POLE
H-FRAME

Structure Style

Foundation
Type

Line
Angle

Structure Total
Height H (ft)

Reference
Drawing

0-15
TERMINAL

CAISSON

60-0

SK-100LFW

12

D1394

0-30
DEAD-END

CAISSON

9-43

95-0

SK-106LFW

13

D1393

0-15
R. A. RIGHT

CAISSON

11-18

95-0

SK-104LFW

14

D1392

0-5
SUSPENSION

CAISSON

95-0

SK-103LFW

15

D1395

0-50
DEAD-END

CAISSON

-40-32

95-0

SK-107LFW

16

D1393

0-15
R. A. LEFT

CAISSON

-7-51

90-0

SK-104LFW

17

D1393

15-25
R. A. LEFT

CAISSON

-23-51

95-0

SK-105LFW

18

D1392

0-5
SUSPENSION

CAISSON

95-0

SK-103LFW

19

D1393

15-25
R. A. LEFT

CAISSON

-21-52

90-0

SK-105LFW

20

D1393

15-25
R.A. RIGHT

CAISSON

16-39

90-0

SK-105LFW

21

D1393

15-25
R.A. RIGHT

CAISSON

21-25

90-0

SK-105LFW

22

D1394

0-30
DEAD-END

CAISSON

-29-24

95-0

SK-106LFW

23

D1392

0-5
SUSPENSION

CAISSON

2-1

95-0

SK-103LFW

24

D1396

0-70
DEAD-END

CAISSON

66-44

90-0

SK-108LFW

25

D1392

0-5
SUSPENSION

CAISSON

90-0

SK-103LFW

26

D1394

0-30
DEAD-END

CAISSON

-27-18

85-0

SK-106LFW

27

D1393

15-25
R.A. RIGHT

CAISSON

16-43

95-0

SK-105LFW

28

D1392

0-5
SUSPENSION

CAISSON

95-0

SK-103LFW

29

D1392

0-5
SUSPENSION

CAISSON

95-0

SK-103LFW

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

30

D1394

0-30
DEAD-END

CAISSON

-2-50

80-0

SK-106LFW

31A

D1304M

S.C. VERT.
DEAD-END

CAISSON

-4-39

95-0

SK-109LFW

31B

D1304M

S.C. VERT.
DEAD-END

CAISSON

-11-12

95-0

SK-109LFW

222 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

CAISSON

60-0

D-36098-E

1 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

CAISSON

66-0

D-36098-E

302 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

CAISSON

66-0

D-36098-E

111 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

CAISSON

60-0

D-36098-E

308 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

CAISSON

61-0

D-36099-E

3 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

CAISSON

61-0

D-36099-E

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

9. STRUCTURE DESIGN INFORMATION REQUIRED WITH BID

Str. No.

Total
Pole
Length
(ft)

Top
Diameter
(in.)

Bottom
Diameter
(in.)

Taper
(in/ft)

Min.
Wall
Thickness
(in.)

Max. Pole Top

Deflection (in.)
Camber

Maximum

n/a

n/a

n/a

n/a

n/a

n/a

SBR T.O.
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26

Maximum Design Pole Ground

Line Reactions at Point of
Fixity
Axial
Shear
Moment
(kips)
(kips)
(ft-kips)

Maximum Vertical Arm Tip

Deflection for 1.5-IN. Heavy Ice
Loading (in)
Top
Middle
Bottom
Arm
Arm
Arm

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

27
28

n/a

n/a

29

n/a

n/a

30
31A
31B
222 T.O.
1 T.O.
302 T.O.
111 T.O.
308 T.O.
3 T.O.

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

10. STRUCTURE WEIGHT AND COST INFORMATION REQUIRED WITH BID

Str. No.

Structure Type

Structure
Style

SBR T.O.

3-POLE
H-FRAME

0-15
TERMINAL

12

D1394

0-30
DEAD-END

13

D1393

0-15
R. A. RIGHT

14

D1392

0-5
SUSPENSION

15

D1395

0-50
DEAD-END

16

D1393

0-15
R. A. LEFT

17

D1393

15-25
R. A. LEFT

18

D1392

0-5
SUSPENSION

19

D1393

15-25
R. A. LEFT

20

D1393

15-25
R.A. RIGHT

21

D1393

15-25
R.A. RIGHT

22

D1394

0-30
DEAD-END

23

D1392

0-5
SUSPENSION

24

D1396

0-70
DEAD-END

25

D1392

0-5
SUSPENSION

26

D1394

0-30
DEAD-END

27

D1393

15-25
R.A. RIGHT

28

D1392

0-5
SUSPENSION

29

D1392

0-5
SUSPENSION

Structure
Weight (lbs.)

Anchor Bolt
Cage Weight
(lbs.)

Structure
Cost (S) *

Anchor Bolt
Cage Cost ($) *

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

30

D1394

0-30
DEAD-END

31A

D1304M

S.C. VERT.
DEAD-END

31B

D1304M

S.C. VERT.
DEAD-END

222 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

1 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

302 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

111 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

308 T.O.

2-POLE
H-FRAME

0-15
TERMINAL

3 T.O.

2-POLE
H-FRAME

0-15
TERMINAL
TOTALS:

*The cost above shall include transportation and delivery of all materials FOB.

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

Specification SP-061209-102145

BIDDING COMPANYS PROPOSED SCHEDULE:

Delivery of approval drawings:

______ weeks after bid award

Delivery of Anchor Bolt Assemblies:

______ weeks after bid award

Delivery of Steel Pole Structures:

______ weeks after approval drawings

Proposed start of project after issuance of Purchase Order:

______ days

Expected duration of work:

______ days

BIDDING COMPANYS NAME:

PERSON TO CONTACT WITH QUESTIONS CONCERNING BID:
NAME:
TITLE:
DATE:
TELEPHONE:
FACSIMILE:
E-MAIL:

Steel Transmission Poles

National Grid
Luther Forest Transmission Lines
July 6, 2009

APPENDIX A. STEEL POLE SPECIFICATION

Specification SP-061209-102145

ENGINEERING DOCUMENT
Specification: Transmission
Steel Pole Transmission Structures

Doc.# SP.06.01.407
Page 1 of 28
Version 1.2 03/06/2009

Steel Pole
Transmission Structures

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File: SP.06.01.407 Steel Pole Transmission

Structures

Originating Department:
Transmission Line Engineering

Sponsor:
Mark S. Browne

ENGINEERING DOCUMENT
Specification: Transmission
Steel Pole Transmission Structures

Version

Date

1.1

04/10/07

1.2

03/06/09

Modification
Added drawing LS-6544 and
LS-6545 in section 1.4,
Replaced Section 5 with
project specific requirements
in section 2.1.11
Removed requirement for A354
Grade BD bolts

Author

Doc.# SP.06.01.407
Page 2 of 28
Version 1.2 03/06/2009

Reviewer

Lisa
Sasur
Jeremy
Cote

Approver

Mark
Browne

Amit Urs

Mark
Browne

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Structures

Originating Department:
Transmission Line Engineering

Sponsor:
Mark S. Browne

ENGINEERING DOCUMENT
Specification: Transmission
Steel Pole Transmission Structures

Doc.# SP.06.01.407
Page 3 of 28
Version 1.2 03/06/2009

Table of Contents
1. GENERAL .............................................................................................................................. 4
1.1
SCOPE ........................................................................................................................... 4
1.2
DEFINITIONS .............................................................................................................. 4
1.3
REFERENCES .............................................................................................................. 4
1.4
STANDARD DETAIL DRAWINGS........................................................................... 5
1.5
CALCULATIONS ........................................................................................................ 6
1.6
DRAWINGS .................................................................................................................. 6
1.7
QUALITY CONTROL DOCUMENTATION ........................................................... 6
1.8
DELIVERY ................................................................................................................... 7
1.9
CONFLICTS ................................................................................................................. 7
2. DESIGN................................................................................................................................... 8
2.1
GENERAL - ALL POLE STRUCTURES.................................................................. 8
2.2
POLE STRUCTURES FOR DIRECT EMBEDMENT .......................................... 11
2.3
POLES STRUCTURES FOR FOUNDATIONS ...................................................... 11
2.4
PAINTED POLE STRUCTURES ............................................................................. 12
2.5
GALVANIZED POLE STRUCTURES .................................................................... 12
2.6
WEATHERING STEEL POLE STRUCTURES..................................................... 12
3. MATERIALS ........................................................................................................................ 14
3.1
PAINTED POLES ...................................................................................................... 14
3.2
GALVANIZED POLES ............................................................................................. 15
3.3
WEATHERING STEEL POLES .............................................................................. 15
3.4
GROUNDING PLATES ............................................................................................. 16
3.5
MASTIC COATING .................................................................................................. 16
3.6
ANCHOR BOLTS ...................................................................................................... 16
4. FABRICATION ................................................................................................................... 16
TOLERANCES ........................................................................................................... 17
4.1
4.2
APPEARANCE AND BURRS ................................................................................... 17
4.3
WELDING ................................................................................................................... 17
4.4
PAINTED POLES ...................................................................................................... 18
4.5
GALVANIZED POLES ............................................................................................. 19
4.6
WEATHERING STEEL POLES .............................................................................. 19
4.7
ANCHOR BOLTS ...................................................................................................... 19

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Structures

Originating Department:
Transmission Line Engineering

Sponsor:
Mark S. Browne

Doc.# SP.06.01.407
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Version 1.2 03/06/2009

ENGINEERING DOCUMENT
Specification: Transmission
Steel Pole Transmission Structures

1.
1.1

GENERAL
SCOPE
This specification covers the design, drawings, materials, fabrication, finishing, and delivery of
tubular steel pole transmission structures. This includes all design calculations, detailing, arms,
attachments, attachment bolts, anchor bolts, climbing attachments, and grounding attachments.

1.2

DEFINITIONS
Certain terms and abbreviations used throughout this specification are defined as follows:
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.

Company

The purchaser of the tubular steel pole structures.

Engineer

The National Grid Project Engineer.

NG

National Grid.

SSPC

Steel Structures Painting Council.

Standard Detail Drawing

Supplier

National Grid drawing which details certain aspects of the

steel transmission pole structure
Designer and fabricator of the steel pole structures.

Weathering Steel 1.3

Atmospheric corrosion
A871/A871M.

resistant

steel

per

ASTM

REFERENCES
References to industry standards are made throughout this specification. The following
specifications and codes, in their latest revisions, are incorporated as part of this specification:
ACI Standard 318, "Building Code Requirements for Reinforced Concrete."
ANSI/AWS D1.1, "Structural Welding Code - Steel."
ASCE "Design of Steel Transmission Pole Structures."
ASTM A123, "Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel
Products."

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File: SP.06.01.407 Steel Pole Transmission

Structures

Originating Department:
Transmission Line Engineering

Sponsor:
Mark S. Browne

ENGINEERING DOCUMENT
Specification: Transmission
Steel Pole Transmission Structures

Doc.# SP.06.01.407
Page 5 of 28
Version 1.2 03/06/2009

ASTM A143, "Recommended Practice for Safeguarding Against Embrittlement of

Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting
Embrittlement."
ASTM A276, "Standard Specification for Stainless and Heat-Resisting Steel Bars and
Shapes."
ASTM A325, "Specification for High-Strength Bolts for Structural Steel Joints."
ASTM A354, "Specification for Quenched and Tempered Alloy Steel Bolts, Studs, and
Other Externally Threaded Fasteners."
ASTM A370, "Standard Test Methods and Definitions for Mechanical Testing of Steel
Products."
ASTM A384, "Practice for Safeguarding Against Warpage and Distortion During
Hot-Dip Galvanizing of Steel Assemblies."
ASTM A435, "Specification for Straight-Beam Ultrasonic Examination of Steel Plates
for Pressure Vessels."
ASTM A490, "Specification for Heat-Treated, Steel Structural Bolts, 150 ksi
(1035 MPa) Tensile Strength."
ASTM A572, "Specification for High-Strength Low-Alloy Columbium-Vanadium
Steel of Structural Quality."
ASTM A615, "Specification for Deformed and Plain-Billet Steel Bars for Concrete
Reinforcement."
ASTM A673, "Standard Specification for Sampling Procedure for Impact Testing of
Structural Steel."
ASTM A871/A871M, "Specification for High-Strength Low-Alloy Structural Steel
Plate With Atmospheric Corrosion Resistance."
SSPC-SP-6, "Commercial Blast Cleaning."
1.4

STANDARD DETAIL DRAWINGS

References to Standard Detail Drawings are made throughout this specification. The following
Standard Detail Drawings are incorporated as part of this specification:
Drawing LS-5658, Grounding Attachment Plate
Drawing LS-5659, Working Attachments for Steel Poles
Drawing LS-5660-1,Step Bolt Arrangement and Requirements for Steel Poles
Drawing LS-5661, Jacking Block Detail

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Doc.# SP.06.01.407
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Version 1.2 03/06/2009

Drawing LS-5672, Signage Brackets

Drawing LS-6515-1, Requirements for Fall Protection Flanges
Drawing LS-6544, Typical Crossarm Ladder Arrangements
Drawing LS-6545, Crossarm Ladder Attachment Details
1.5

CALCULATIONS
The Supplier shall submit preliminary calculations, drawings, and data to NG with the quotations.
These shall include general dimensions of all component parts of the structures, and calculated
values as specified in Section 2.1.1.
The Supplier shall submit to NG one set of final calculations, and data with the approval
drawings. These shall include general dimensions of all component parts of the structures, and
calculated values as specified in Section 2.1.1.

1.6

DRAWINGS
The Supplier shall submit three sets of design, detail, and erection drawings to NG for approval.
This approval must be obtained before fabrication is begun. The Supplier shall be responsible for
the correctness of design, dimensions, and details on the drawings. The approval of these
drawings by NG shall not relieve the Supplier of this responsibility.
The Supplier shall provide an electronic file for each final approved design, detail, and erection
drawing before shipping the structure(s). All electronic drawing files shall be in AutoCad version
2006 format using standard AutoCAD fonts for the Transmission line poles and Micro Station
Version 8 XM for the Station Take Off structures.
The Supplier shall provide one set of reproducible drawings of the final approved design, detail,
and erection drawings to NG before shipping the structure(s). These drawings shall be
reproductions on 0.004" film Dupont Cronaflex, Order Code 2 CWO-4 or approved equivalent.
Reproduction shall be direct reading, image on front, water erasable, and matte surface on two
sides.

1.7

QUALITY CONTROL DOCUMENTATION

The Supplier shall submit the following items to NG:
one copy of the certified mill test report for all steel, including anchor bolts and base
plates,
one copy of the ultrasonic test report for each base plate,
evidence of the ability of the steel to meet the required impact properties.
The following records shall be kept by the Supplier and shall be available for review by NG:

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welding procedures,
welding operator test results,
welding inspection reports.
The Company reserves the right to make inspection and tests at either the Supplier's plant or at
the destination. Inspection and tests or the waiving of inspection and tests shall not relieve the
Supplier of the responsibility to provide structures conforming to these specifications and to the
Supplier's design.
1.8

DELIVERY
The Supplier shall be responsible for delivery of the structures to the designated delivery location.
The Supplier shall notify NG of delivery at least 48 hours before delivery is made.
Each shipment, unless otherwise specified, shall be composed of parts to assemble complete
structures. Each invoice shall be accompanied by a list of all parts, including bolts, identified by
structure type and number. Bolts, nuts, palnuts, and the parts list, shall be bagged or boxed, and
attached to each structure. Anchor bolts shall be delivered as assembled clusters.
The Supplier shall be responsible for the cost of repairing any damage to the structures caused by
improper shipping or handling until the poles are accepted by NG. This includes, but is not
limited to, touching up any damage to surface finishes.

1.9

CONFLICTS
When a conflict exists between two referenced industry standards, the more stringent requirement
shall govern.
When a conflict exists between a referenced industry standard and this specification, the more
stringent requirement shall govern.
When a conflict exists between project specific requirements and any other section of this
specification, the project specific requirements shall govern.

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2.
2.1

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DESIGN
GENERAL - ALL POLE STRUCTURES
2.1.1

CALCULATIONS
Calculated design values shall be provided for each of the loadings given on the structure
outline drawings. The wind loads shall be considered as uniform pressures acting on the
full projected area of the structure. Calculated values shall include: diameter, thickness,
area, moment of inertia, shear and axial reactions, moments, deflections, and maximum
combined stresses. These values shall be calculated at the base of the pole, each splice,
all attachment points, and at least every five feet. Total pole design weights shall also be
provided.
Structures for direct embedment shall be assumed to be rigidly supported two feet below
the defined groundline. Structures for mounting on foundations shall be assumed to be
rigidly supported at the base plate.
For these design calculations, structures shall be rotated 1o for all design loadings, except
camber design loadings. This rotation shall be about the assumed support point of the
structures. Secondary moments due to structure deflection and rotation about the
assumed support point shall be included in the design calculations.
Structures shall be designed to withstand the loadings given on the structure outline
drawings without exceeding the recommended and/or required allowable stresses in
Section 2.2 of ASCE "Design of Steel Transmission Pole Structures".

2.1.2

CAMBER AND RAKE

Camber and rake shall be based on the camber design loadings given on the structure
outline drawings. The structures shall be cambered if the deflection at the top of the
structure, for this case, is two percent of the total structure height above ground or
greater. If the deflection at the top of the structure, for this case, is six inches or greater,
and camber is not required, a rake offset distance shall be furnished with the final design
drawings.

2.1.3

MULTI-SECTION POLE STRUCTURES

Pole shafts longer than 60 feet shall be designed in sections. No individual pole shaft
section shall be more than 60 feet long. Pole shafts 40 feet long or shorter shall be
provided in one piece.
In general, either slip joint or flange connections may be used. However, slip joint
connections are not acceptable:
for painted pole structures,
when the axial compressive force at the joint, for any of the design loadings, is
less than 1,000 pounds or is more than the jacking force required for assembly
of the slip joint.

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When slip joints are used, jacking blocks shall be furnished at each slip joint. Standard
Detail Drawing LS-5661 shows these jacking blocks. These jacking blocks will be used
for pulling the pole shaft sections together.
2.1.4

MINIMUM TOP DIAMETER

The pole shaft top diameter shall not be less than nine inches.

2.1.5

MINIMUM THICKNESS
The steel used in fabricating any member shall not be less than 0.25 inches thick.

2.1.6

UNIFORM TAPER
The pole shaft shall have a uniform continuous taper for its entire length.

2.1.7

MARKING & IDENTIFICATION

Each separate part of the structure, including crossarms, shall be distinctly, and
permanently marked with letters and numbers at least 1/2 inch high to identify the piece
by structure number and the position of the piece in the structure.
For multi-section pole shafts, a match mark shall be placed on each section at the
connection to indicate proper orientation. These match marks shall be in line for all
sections of the same pole shaft.
For slip joints, a hole in the female section of the slip joint shall be placed to identify the
point of minimum engagement of the slip joint. A horizontal weld bead, three inches
long, on the male section of each slip joint shall be placed to identify the point of
maximum slip joint engagement.

2.1.8

CONNECTIONS
Arm connections shall not use bolts through the pole shaft. Each arm shall be removable
without affecting any other member.

2.1.9

TOP COVER
The pole tops shall be capped.

2.1.10 GROUNDING ATTACHMENTS

For the grounding of shield wires attached to a pole, a 1/2" stainless steel heavy hex nut
shall be welded over a 9/16" diameter hole in the pole cap as detailed on the structure
outline drawings. For the grounding of shield wires attached to an arm, a 1/2" stainless
steel heavy hex nut shall be welded over a 9/16" diameter hole in the arm end plate as
detailed on the structure outline drawings.

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At other locations, stainless steel grounding attachment plates, as shown in Detail

Drawing LS-5658, shall be used. Grounding attachment plates shall be installed on one
longitudinal face of the pole centered at each of the following locations:
18 inches above the base plate or groundline corrosion collar,
12 inches below each conductor attachment elevation.
2.1.11

CLIMBING ATTACHMENTS
Climbing attachments shall be provided for removable double nutted 3/4" diameter step
bolts as shown in Standard Detail Drawing LS-5660-1. Step bolt attachments shall be
installed on the longitudinal face opposite the grounding attachments. Step bolt
attachments shall be staggered with 18" maximum vertical separation of steps on each
side. Climbing attachments shall be installed from the top of the pole structures to 12 feet
above the defined groundline or base plate. Unless otherwise noted in the project specific
requirements, one step bolt shall be supplied for each step bolt attachment.

2.1.12 FALL PROTECTION ATTACHMENTS

Fall Protection attachments shall be Buckingham Manufacturing Co., Inc. Model 30"
and Model 30L Flanges. Unless otherwise noted in the project specific requirements,
the Supplier shall provide these Fall Protection Flanges at one-third of all step bolt
positions on all steel pole structures comprising the total order, as specified on Detail
Drawings LS-5660-1 and LS-6515-1.
2.1.13

WORKING ATTACHMENTS
Working attachments shall be provided for removable bail steps as shown in Detail
Drawing LS-5659. Working attachments shall be installed on both transverse faces and
on the longitudinal face opposite the climbing attachments. Working attachments shall be
installed with 15" maximum vertical separation. Working attachments shall be installed
from 7' below the lowest wire attachment level to the top of the pole structures. No
working attachments shall be installed within 12' of the defined groundline or base plate.
Unless otherwise noted in the project specific requirements, one bail step shall be
supplied for each bail step attachment.
Unless otherwise noted in the project specific requirements, ladder attachments shall be
located and fabricated as shown on the structure Reference Drawing or, if so noted on the
structure Reference Drawing, as shown on Detail Drawings LS-6544 and LS-6545.
Crossarm ladder attachments shall be provided based on the use of standard fiber glass
ladder lengths of 6', 8', and 10'. The fiberglass ladders are not included as part of this
specification.

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Steel Pole Transmission Structures

2.1.14

Doc.# SP.06.01.407
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SIGNAGE BRACKETS
Unless otherwise noted in the project specific requirements, brackets for the attachment
of structure signage shall be provided as shown in Detail Drawing LS-5672.
For single-shaft structures, brackets shall be provided on both longitudinal faces of the
steel pole. For multi-pole structures, signage brackets shall be provided on the front
longitudinal face of one pole and the back longitudinal face of another pole.
For pole structures for foundations, the signage brackets shall be located at 8'-0" above
the base plate as detailed. For direct embedment structures, the signage brackets shall be
located at 8'-0" above theoretical groundline.

2.2

POLE STRUCTURES FOR DIRECT EMBEDMENT

The following requirements shall apply to pole structures designed for direct embedment:
2.2.1

BEARING PLATE
Pole shafts shall have a bottom bearing plate. The bearing plate shall have a minimum
thickness of 0.25 inches. The bearing plate shall not extend beyond a circle three inches
larger than the nominal diameter of the pole shaft.

2.2.2

CORROSION COLLAR
Pole shafts shall have a groundline corrosion collar. The corrosion collar shall have a
minimum thickness of 0.25 inches. The corrosion collar shall be four feet long and
extend from 30 inches below to 18 inches above the defined groundline.

2.2.3

MASTIC COATING
Pole shafts shall have a mastic coating meeting the requirements of Section 3.5 from six
inches below the top of the corrosion collar to the base of the pole.

2.3

POLES STRUCTURES FOR FOUNDATIONS

The following requirements shall apply to pole structures designed for mounting on a foundation:
2.3.1

ANCHOR BOLTS
The bond stresses for the design of anchor bolts in concrete shall be in accordance with
ACI Standard 318, using a 28 day compressive strength of 3,000 psi for the concrete.
Anchor bolts shall be designed to withstand the loadings given in the project specific
reqirements, when the base plate is two inches plus the length of one nut above the top of
concrete, without exceeding the recommended and/or required allowable stresses in
Section 2.2 of ASCE "Design of Steel Transmission Pole Structures". This is to provide
for the adjustment of leveling nuts and the tightening of top nuts.

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Anchor bolts shall be double nutted with the length of thread nominally seven inches
greater than the base plate thickness.
The largest outside dimension of the anchor bolt spacers shall not be greater than
six inches larger than the anchor bolt circle diameter.
Clustered anchor bolts shall have an unobstructed opening through the center to permit
the use of a tremie for placing concrete. This opening shall be as large as possible, but
shall not be smaller than 16 inches in diameter.
No welding shall be permitted above the bottom three inches of the anchor bolts.
2.4

PAINTED POLE STRUCTURES

The following requirements shall apply to painted pole structures:
2.4.1

HERMETICALLY SEALED
All tube sections, for any part of the structure, shall be hermetically sealed.

2.5

GALVANIZED POLE STRUCTURES

The following requirements shall apply to galvanized pole structures:
2.5.1

GALVANIZING
All tube sections, for any part of the structure, shall be open to allow galvanizing of both
the interior and the exterior surfaces of the tube section.

2.5.2

DRAINAGE
All tube sections, for any part of the structure, shall have weep holes that are located to
prevent any water from becoming trapped in the tube section.

2.6

WEATHERING STEEL POLE STRUCTURES

The following requirements shall apply to weathering steel pole structures:
2.6.1

CONNECTIONS
All connections shall be designed to prevent any water from becoming trapped against the
steel of the structures. This is to allow the proper formation of the protective oxide layer
on the steel.

2.6.2

ABOVE GROUND SECTIONS

All tube sections that will be entirely above ground, shall be hermetically sealed or
vented and designed to drain to prevent any water from becoming trapped in the tube
section.

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2.6.3

Doc.# SP.06.01.407
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BELOW GROUND SECTIONS

All tube sections that will be partially or entirely below ground, shall be hermetically
sealed.

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3.
3.1

Doc.# SP.06.01.407
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MATERIALS
PAINTED POLES
The following requirements shall apply to painted pole structures:
3.1.1

STEEL
All steel pole structure components, except grounding plates and anchor bolts, shall be
fabricated from weathering steel meeting the requirements of ASTM A871/A871M.
All steel from the mill shall be guaranteed to have a minimum energy impact value of 15
pounds for full size specimens (10 mm x 10 mm) at -20 F as measured by a Charpy
V-notch test performed in accordance with ASTM A370 and A673. Frequency "P"
testing shall be supplied. Plate test specimens shall be taken after rolling and finishing
operations.

3.1.2

BASE PLATES
Base plates shall meet the material requirements for steel of Section 3.1.1. All base plates
shall be subjected to ultrasonic testing in the longitudinal direction in accordance with
ASTM A435. Testing shall be done on a plate tested basis.

3.1.3

WELD ELECTRODES
All weld electrodes shall meet an impact property of 15 pounds at -20 F during a Charpy
V-notch test and shall have physical and corrosion resistance properties at least equal to
the physical and corrosion resistance properties of the steel being welded.

3.1.4

BOLTS
All bolts, nuts, and palnuts shall be galvanized. All bolts and nuts, up to 1-1/2" in
diameter, shall conform to ASTM A325, A490, or A354 with hex heads and hex nuts.
Galvanized nuts shall be tapped 1/32" over-size. All bolts, except anchor bolts, shall
have galvanized palnuts. A354 Grade BD bolts, if used, shall not be hot-dip galvanized.

3.1.5

PAINT
One of the paint systems listed below shall be used. The paint shall be applied in
accordance with the manufacturer's recommendations.
3.1.5.1 PAINT SYSTEM 1 - Keeler & Long
Primer shall be Keeler & Long Number 6000 Tri-Polar Primer.
Finish paint shall be Keeler & Long Number 4401 Anodic Self-Priming
Green Gray Paint.
3.1.5.2 PAINT SYSTEM 2 - Carboline

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Primer shall be Carboline Carbozinc 859

Finish paint shall be Carboline Number 7317 Silver Green Grid Guard
Carbocoat 2901 Paint.
3.2

GALVANIZED POLES
The following requirements shall apply to galvanized pole structures:
3.2.1

STEEL
All steel pole structure components, except grounding plates and anchor bolts, shall be
fabricated from steel meeting the requirements of ASTM A572.
All steel from the mill shall be guaranteed to have a minimum energy impact value of 15
pounds for full size specimens (10 mm x 10 mm) at -20 F as measured by a Charpy
V-notch test performed in accordance with ASTM A370 and A673. Frequency "P"
testing shall be supplied. Plate test specimens shall be taken after rolling and finishing
operations.

3.2.2

BASE PLATES
Base plates shall meet the material requirements for steel of Section 3.2.1. All base plates
shall be subjected to ultrasonic testing in the longitudinal direction in accordance with
ASTM A435. Testing shall be done on a plate tested basis.

3.2.3

WELD ELECTRODES
All weld electrodes shall meet an impact property of 15 pounds at -20 F during a Charpy
V-notch test and shall have physical properties at least equal to the physical properties of
the steel being welded.

3.2.4

BOLTS
All bolts, nuts, and palnuts shall be galvanized. All bolts and nuts, up to 1-1/2" in
diameter, shall conform to ASTM A325, A490, or A354 with hex heads and hex nuts.
Galvanized nuts shall be tapped 1/32" over-size. All bolts, except anchor bolts, shall
have galvanized palnuts. A 354 Grade BD bolts, if used, shall not be hot-dip galvanized.

3.3

WEATHERING STEEL POLES

The following requirements shall apply to weathering steel pole structures:
3.3.1

STEEL
All steel pole structure components, except grounding plates and anchor bolts, shall be
fabricated from weathering steel meeting the requirements of ASTM A871/A871M.

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Doc.# SP.06.01.407
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All steel from the mill shall be guaranteed to have a minimum energy impact value of 15
pounds for full size specimens (10 mm x 10 mm) at -20 F as measured by a Charpy
V-notch test performed in accordance with ASTM A370 and A673. Frequency "P"
testing shall be supplied. Plate test specimens shall be taken after rolling and finishing
operations.
3.3.2

BASE PLATES
Base plates shall meet the material requirements for steel of Section 3.3.1. All base plates
shall be subjected to ultrasonic testing in the longitudinal direction in accordance with
ASTM A435. Testing shall be done on a plate tested basis.

3.3.3

WELD ELECTRODES
All weld electrodes shall meet an impact property of 15 pounds at -20 F during a Charpy
V-notch test and shall have physical and corrosion resistance properties at least equal to
the physical and corrosion resistance properties of the steel being welded.

3.3.4

BOLTS
All bolts and nuts, up to 1-1/2" in diameter, shall conform to ASTM A325, A490, or
A354 with hex heads and hex nuts. Galvanized nuts shall be tapped 1/32" over-size. All
bolts, except anchor bolts, shall have palnuts. All bolts, nuts, and palnuts shall have
corrosion resistance properties at least equal to the corrosion resistance properties of the
steel used in fabricating the pole structures. A354 Grade BD bolts, if used, shall not be
hot-dip galvanized.

3.4

GROUNDING PLATES
Grounding plates shall be stainless steel meeting the requirements of ASTM A276 Type 316.

3.5

MASTIC COATING
The mastic coating system described below and distributed by Keeler & Long shall be used. The
system shall be applied in accordance with the manufacturer's recommendations except that the
minimum ambient air temperature during application and curing shall be 40 F. The Supplier may
request approval from the Engineer to use an equivalent mastic coating system. The request must
be accompanied by appropriate supporting documentation.
Primer shall be one coat Wasser MC-Zinc at two to four mils dry film thickness (DFT).
Top coat shall be two coats Wasser MC-Tar. Each top coat shall be four to seven mils
DFT.

3.6

ANCHOR BOLTS
Anchor bolts shall be fabricated from #18S steel rebar meeting the requirements of ASTM A615
Grade 60 or Grade 75 modified.

4. FABRICATION
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4.1

Doc.# SP.06.01.407
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TOLERANCES
The following tolerance limits shall be met:
Overall Structure Length: -3", +9".
Diameter or Major Axis Dimension of Tubes: -1/8", +1/4".
Straightness: 1/8" per 10' of Overall Structure Length.
Camber: 5% of Design Camber.
Location of Attachments Relative to Top of Structure:
At End of Arm: 3".
On Pole Shaft: 3/4".
Size of Holes:
Base Plate: -0", + 1/8".
All Others: -0", + 1/16".
Spacing Between Holes:
Base Plate: 1/8".
Same Connection: 1/16".
Any Angles Shown on Drawing: 3 .

4.2

APPEARANCE AND BURRS

Steel pole structures shall be generally uniform in color. Sharp edges, burrs, and slag shall be
removed from all surfaces of the steel pole structures.

4.3

WELDING
4.3.1

GENERAL REQUIREMENTS
Welding shall be performed by qualified operators using qualified procedures in
accordance with ANSI/AWS D1.1, latest revision, American Welding Society's
"Structural Welding Code - Steel."
Records of welding procedure and welding operator test results shall be kept by the
supplier and shall be available for review by NG.

4.3.2

CIRCUMFERENTIAL WELDS
All circumferential welds shall be full penetration welds.

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4.3.3

Doc.# SP.06.01.407
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LONGITUDINAL WELDS
Longitudinal welds shall have 60% minimum weld penetration for plates up to 3/8" thick,
and 80% minimum weld penetration for plates over 3/8" thick. Longitudinal welds within
six inches of a circumferential or butt weld shall be full penetration welds.

4.3.4

LONGITUDINAL WELDS AT SLIP JOINTS

Longitudinal seam welds, in both the male and female sections of a slip joint and at least
one foot beyond the maximum joint overlap, shall be full penetration welds.

4.3.5

BUTT WELDS
Pole shaft to base plate welds, pole shaft to flange plate welds, and arm to arm bracket
welds are typically butt welds. All butt welds shall be full penetration welds.

4.3.6

QUALITY CONTROL
Weld quality shall conform to Section 9 of ANSI/AWS D1.1, latest revision, American
Welding Society's "Structural Welding Code - Steel."
The supplier may use any combination of inspection methods to verify that weld quality
requirements have been met. As a minimum, ultrasonic inspection, conforming to
Section 6 of ANSI/AWS D1.1, latest revision, American Welding Society's "Structural
Welding Code - Steel", shall be made of all full penetration welds.

4.4

PAINTED POLES
The following requirements shall apply to painted steel pole structures:
4.4.1

GENERAL REQUIREMENTS
The steel shall be cleaned to SSPC-SP-6 immediately prior to painting.
Touch up paint shall be provided in one gallon cans. At least one gallon of the primer
and one gallon of the finish paint shall be provided for every four structures ordered.
The mastic coating for pole structures for direct embedment shall be applied prior to
painting. The mastic coating shall meet the requirements of Section 3.5.

PRINTED COPIES ARE NOT DOCUMENT CONTROLLED.

FOR THE LATEST AUTHORIZED VERSION PLEASE REFER TO THE ENGINEERING DEPARTMENT DOCUMENTS CABINET IN DOCUMENTUM

File: SP.06.01.407 Steel Pole Transmission

Structures

Originating Department:
Transmission Line Engineering

Sponsor:
Mark S. Browne

ENGINEERING DOCUMENT
Specification: Transmission
Steel Pole Transmission Structures

4.4.2

Doc.# SP.06.01.407
Page 19 of 28
Version 1.2 03/06/2009

PAINT SYSTEM 1 - Keeler & Long

The primer coat shall be applied to a dry film thickness of 2.0 to 3.0 mils following
Keeler & Long's application instructions.
The finish coat shall be applied to a dry film thickness of 6.0 to 10.0 mils following
Keeler & Long's application instructions.

4.4.3

PAINT SYSTEM 2 - Carboline

The primer coat shall be applied to a dry film thickness of 3.0 to 4.0 mils following
Carboline's application instructions.
The finish coat shall be applied to a dry film thickness of 2.0 to 4.0 mils following
Carboline's application instructions.

4.5

GALVANIZED POLES
The following requirements shall apply to galvanized steel pole structures:
The steel pole structures shall be hot dip galvanized in accordance with ASTM A123,
latest revision, after all fabrication is completed.
The galvanized coating shall be uniform in appearance.
Precautions shall be taken against embrittlement, warping, and distortion, in accordance
with ASTM A143 and ASTM A384.
The base plate to pole shaft weld shall be ultrasonically inspected after galvanizing.
The mastic coating for pole structures for direct embedment shall be applied after
galvanizing. The coating shall meet the requirements of Section 3.5 except that no MCZinc shall be applied. Treatment of the galvanized surface prior to application of MCTar shall be in accordance with the manufacturer's recommendations.

4.6

WEATHERING STEEL POLES

The following requirements shall apply to weathering steel pole structures:
The steel shall be cleaned to SSPC-SP-6 (Commercial Blast Cleaning) after fabrication
is completed.
The mastic coating for pole structures for direct embedment shall meet the requirements
of Section 3.5.

4.7

ANCHOR BOLTS
Anchor bolt nuts and the top 18 inches of anchor bolts shall be hot-dip galvanized in accordance
with ASTM A123.

PRINTED COPIES ARE NOT DOCUMENT CONTROLLED.

FOR THE LATEST AUTHORIZED VERSION PLEASE REFER TO THE ENGINEERING DEPARTMENT DOCUMENTS CABINET IN DOCUMENTUM

File: SP.06.01.407 Steel Pole Transmission

Structures

Originating Department:
Transmission Line Engineering

Sponsor:
Mark S. Browne