7873 Galvanized Steel TM Poles Technical Specifications Page 1 of 14
RFP #7873
Denton Municipal Electric
City of Denton, Texas
TECHNICAL SPECIFICATION
for Purchase of
GALVANIZED STEEL TRANSMISSION POLES
I. Purpose
The purpose of this specification is to provide the information necessary for prospective suppliers to
prepare proposals for fabricating and delivering galvanized steel poles, anchor bolt cages, and other
associated galvanized steel hardware in accordance with structural design drawings provided in
drawings for construction of the Denton Municipal Electric (DME) 138kV transmission line projects
listed below.
The work required by this specification is to fabricate galvanized steel poles, galvanized steel
hardware, anchor bolt cage assemblies, and any other hardware required to make the poles complete
and functional assemblies, all in accordance with the requirements of this specification, and deliver
them to staging locations in Denton, Texas. Anchor bolt assemblies shall be delivered in advance of
pole delivery. Pole deliveries shall be scheduled to arrive for unloading for each project in a single
day unless DME approves specific arrangements in advance. It is the intent to issue a purchase order
March 16th, 2022. Proposals will be evaluated on the ability to deliver in the timeframe indicated
below.
Pole quantities and requested delivery dates are as follows:
138kV Hickory to Locust TM Line Reconstruction
o 31 Poles
o Anchor cages requested May 1, 2022
o Poles requested June 1, 2022
138kV Hickory to Bonnie Brae TM Line Relocation
o 5 Poles
o Anchor cages requested June 15, 2022
o Poles requested August 1, 2022
Hickory Substation GIS Transmission Riser Poles
o 3 Poles
o Anchor cages requested June 15, 2022
o Poles requested August 1, 2022
I35 – Masch Branch to Denton North 138kV TM Line Relocation*
o 10 Poles
o Anchor cages requested August 1, 2022
o Poles requested September 1, 2022
I35 – RD Wells to Hickory 138kV TM Line Relocation*
o 3 Poles
o Anchor cages requested August 1, 2022
o Poles requested September 1, 2022
*Must meet Buy America requirements outlined in section III. K. Buy America Requirement
The supplier shall furnish the fabrication drawings necessary to describe each pole and its associated
hardware components and to clearly indicate its intended orientation and assembly. These shop
drawings shall be packaged per project and submitted to DME for review and approval prior to
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fabrication. Final drawings shall be provided prior to shipment. Instructions shall be included for
proper assembly of structures and for lifting them safely into position.
Unit prices and other information must be provided in the spreadsheet, included in RFP 7873
Pricing Sheet for Galvanized Steel Transmission Poles. The RFP includes detailed instructions
for completing and submitting the spreadsheet and other proposal documents.
Detailed pole drawings including load tree diagrams necessary for the steel pole structural design and
anchor bolt cage assemblies are included.
The drawings included are intended to be descriptive of the poles and the performance they will be
required to provide. The information presented in the drawings, specifications, and other
documentation is believed to be accurate. As with any type of documentation, errors are possible.
Errors or omission of items shall not relieve the successful supplier of the responsibility to provide
poles and other hardware items that function as intended by the drawings and other descriptive
information provided. Any errors discovered shall be promptly reported to DME for resolution.
Multiple vendors may be awarded for this proposal Projects listed above will be evaluated on price,
delivery, compliance to specifications, and probable performance. Proposals for each project
determined best value for the City of Denton will be awarded.
Pricing for poles shall include all costs for engineering, drawings, complete poles with drilling,
assembly bolts, anchor bolt assemblies, accessories, any special fees and commissions, and freight for
delivery to the Denton area. Relative to receipt of a purchase order, the proposed schedule for drawing
submittals, anchor bolt cage delivery, and pole delivery must be included in the proposal.
DME will provide labor and equipment, directly or through a contractor, for unloading at the delivery
locations, field assembly, and installation. The manufacturer shall provide blocking and instructions for
proper shipping and for storage of poles at the staging sites.
After award of contract, technical questions, drawings, and transmittals shall be directed to:
Mr. Mark Zimmerer, P.E. Ms. Laura Cheek
Transmission Engineer Electrical Engineering Technician
Denton Municipal Electric Denton Municipal Electric
1671 Spencer Road 1671 Spencer Road
Denton, TX 76205 Denton, TX 76205
Office: (940) 349-7111 Office: (940) 349-7126
Mark.Zimmerer@cityofdenton.com Laura.cheek@cityofdenton.com
II. Service Conditions
A. Site Location: All poles will be for service in and around Denton, Texas. Poles will be delivered to
a staging area. The owner reserves the right to change the delivery location up to the time of arrival.
Because DME’s service territory is within a limited geographic area, in and around the City of
Denton, no allowance will be made for changes in delivery location(s) within the DME area.
B. Service Elevation: Approximately 640 feet above sea level.
C. Temperature: -20o F to +120o F.
D. Available Fault Currents: 26,000 amps RMS symmetrical.
E. Other Considerations: Moderately humid climate with 10 to 40 inches of rain per year; wind up
to 100 mph; occasional winter ice storms; thunderstorms with severe lightning and some hail
occurring in all months of the year with the greatest frequency during the warmer months.
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III. Technical Terms and Conditions
A. Definitions: The terms “owner”, “utility”, “purchaser”, “Denton Municipal Electric”, “DME”,
or “City of Denton” as used herein shall designate the City of Denton, Texas dba Denton
Municipal Electric. The terms “vendor”, “supplier”, “seller”, “distributor”, “representative”, or
“manufacturer” shall designate anyone submitting a proposal; and, subsequently, anyone to whom
the contract is awarded. The term “engineer” shall be understood to refer to Denton Municipal
Electric or its designated representative, hereafter referred to as DME.
B. Detail Design: Detailed structural design is the responsibility of the supplier. The drawings and
other data are intended as physical and functional descriptions that are to be used by the
manufacturer in completing the structural design. All clearances and spacings were designed to
conform to National Electrical Safety Code, ANSI and NEMA standards. Any drawing errors
discovered shall be promptly reported to DME for resolution.
C. Omissions or Errors: It is the intent of this specification to require the supplier to provide the
steel poles, anchor bolt cage assemblies, and other pole hardware necessary to provide complete
transmission structures equipped and featured appropriately to perform and operate in
accordance with the drawings and specifications and to deliver all items to designated sites in the
Denton, Texas area. Further it is the intent of this specification to require that the steel be
fabricated, as a minimum, in accordance with all US standards that apply to steel structure
manufacturing and testing. Omission of any minor details from this specification, minor mistakes
or typographical errors in text, or mistakes in attempting to reference standards or data in the
standards shall not relieve the supplier from the responsibility to furnish all material or equipment
necessary to make the steel poles fully functional as described and intended herein.
D. Delivery Schedule: The supplier shall indicate on the Proposal the proposed schedule in weeks
after receipt of order (ARO) of approval drawings, shipping date of anchor bolt cage assemblies,
and steel poles. The lead-time for pole delivery will be a consideration in evaluating this proposal.
Anchor bolt cage assemblies shall be shipped prior to shipment of any poles. All attachments and
hardware for each pole shall be shipped with that pole.
E. Drawing Identification: All drawings shall be identified with a unique drawing number, the date,
the manufacturer’s shop order number, the owner’s name, the owner’s purchase order number,
and the name of the transmission line where the poles will be installed.
F. Approval Drawings: The owner shall have an opportunity to approve the design, features and
accessories of poles prior to fabrication. Approval drawings shall contain sufficient information
to confirm all data that was included in the proposal, including equipment descriptive information,
and any appropriate comments or notations at or before the time stated in the proposal. The owner
will return drawings marked "approved" or "revise as noted". If changes are identified in the
owner’s review, a revised drawing submittal may, at the owner’s option, be required to obtain
final approval. This paragraph is not intended to prevent electronic drawing review and approval
methods provided that both parties agree on the approach and the objectives of review and
approval are met and documented.
G. Guarantee: The supplier shall guarantee that all steel and hardware furnished shall be free from
defects in materials, workmanship, and shall give successful service under the specified operating
conditions. The supplier shall also agree upon notice from the owner to promptly and without
charge, and to the satisfaction of the owner make such changes, repairs, replacements, corrections,
etc. which may be required to make good any defect discovered for a minimum period of twelve
(12) months from the date of completion of steel installation or twenty-four (24) months from the
date of delivery, whichever comes first.
The manufacturer shall respond to and provide a solution to all issues within three work days of
being notified when DME or its contractor discovers fabrication errors. If replacement parts are
required, they shall be provided within five (5) work days of determination of the required
solution.
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H. New Materials: Only new materials shall be used in fabrication of the steel structures. Damaged
or defective materials shall not be repaired and used. No peening, caulking, or filling shall be
permitted in repairing cracks, pinholes, or blowholes. Such defects in fabricated steel shall be
repaired by chipping out welds to the bottom of the vee and re-welding.
I. Manufacturing Inspection: The owner shall have the right to inspect the work on, and materials
for, the steel at all reasonable times. Such inspections shall be at no additional cost to the owner.
Inspections, with or without comment, shall not relieve the supplier of the requirement for
conformance to the specification nor shall they be construed as acceptance of work not in
accordance with the intent of this specification.
J. Shipment and Delivery: Steel and other hardware purchased under this agreement shall be
shipped by open flatbed truck to the delivery locations specified by DME. Rail shipments will
not be accepted. All shipments shall be FOB to the destinations in Denton, Texas with freight
prepaid and allowed as a part of the proposal price. Where size prohibits shipping complete
assemblies, the equipment shall be shop assembled, fitted, match marked, if appropriate, then
dismantled for shipping. Bolts and small items shall be shop assembled, fitted, match marked, if
appropriate, then dismantled for shipping. Bolts and small items shall be containerized for
shipment. Containers shall be marked with the pole number for which the contents are to be used.
Cardboard boxes are not acceptable containers. Instructions with the drawings shall provide
information about how and where all hardware is to be attached to the pole.
1. Unloading: DME, or its contractor, will unload all material at the respective delivery sites.
The supplier shall be responsible for all remedies for damage caused to the material during
shipment.
2. Delivery locations: The owner has to establish staging areas where the poles can be stored.
Delivery location will be specified prior to shipping. The owner reserves the right to change
the delivery location(s) up to the time of arrival. Because DME’s service territory is within a
limited geographic area in and around the City of Denton, no allowance will be made for
change of delivery location.
3. Shipping Documents: The preliminary name and telephone number of the owner’s
representative for material receipts will be confirmed after the order is placed. This
information will be updated near the time shipments are scheduled. The manufacturer shall
furnish copies of packing slips to the owner (by email) showing the purchase order number,
date shipped, forecast delivery date and time, and content of each shipment.
4. Delivery Notices: Because of the size of the steel poles, coordination will be necessary to
insure that equipment and personnel are available for unloading. The manufacturer shall
provide notices 10 days, and again 3 days prior to the shipping dates. The manufacturer shall
also provide notice to the owner on the actual shipping date. Manufacturer or truck drivers
shall provide notice at least 24 hours prior to any expected delivery. The planned
primary contact for notice of shipments is Lee Reddin, who can be reached at (806)-790-
9474; email address: LReddin@sgseng.com The secondary contact is Sam Bridges at
(940) 390-6279; email address: sam.bridges@cityofdenton.com. Email notices prior to
shipments shall include information that provides specific pole numbers being delivered and
the specific weights of all pieces in order to insure appropriate unloading equipment is
available. Any delays that result from failure of the manufacturer or driver to provide the
required advance notices will be the responsibility of the supplier.
5. Delivery of the steel and other hardware will be accepted only between the hours of
8:30 am and 2:00 pm, Monday through Friday, excluding holidays. The base proposal
shall include the cost for the delivery truck to wait until DME unloads the steel.
6. Damaged or defective material: Freight that is obviously damaged on arrival will be refused.
Any necessary action regarding replacement of materials for unacceptable condition shall be
the responsibility of the supplier, including concealed freight damage. The supplier shall be
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fully responsible for all action necessary for repair or replacement of such damage in a timely
manner.
K. Buy America Requirement: Poles, anchor cages, bolts, and any other steel needed for two of the
projects must meet the Buy America requirements as shown in Buy American Attachment. The
Pricing Sheet indicates which poles/projects must meet this requirement. This requires the pole
manufacturer to evidence of compliance which includes one of the following:
1. Written certification from the factory(ies): The Mill Test Report (MTR) issued and signed
by the initial fabricator stating that the materials subject to Buy America were melted and
manufactured in the United States.
2. Written certification signed by the vendor on company letterhead, or other acceptable
documentation, signed by an authorized representative of the vendor declaring that all
supplied materials subject to the Buy America provisions are fully compliant.
3. Other written statements on company letterhead, or other acceptable documentation, signed
by an authorized representative, from the manufacturers providing any additional treatment
to the fabricated material (such as blasting, galvanizing or painting) occurred in the United
States.
4. Written certification should state that all products that are composed predominately of steel
and/or iron were manufactured domestically, in compliance with the BUY AMERICA.
Certification should include project information pertaining to the standard utility
agreement.
IV. Design Standards
All steel structures shall be manufactured to meet or exceed the clearances and other requirements in
the latest revision of all USA standards that are applicable to galvanized steel structure manufacture.
Applicable standards shall include at least those of ASTM, NEMA, IEEE, and ANSI. In the event
that the owner, in this specification, has incorrectly referenced a standard or a requirement, test, or test
value contained in a standard, such an error shall not relieve the manufacturer of the requirement to
comply with the standard or to perform tests properly and in the manner prescribed in the applicable
standards.
The materials shall conform to the latest issue of the following ASTM Specifications and the
requirements of Section VI. C and others later in this specification:
A. Structural Steel Pipe & Tubes – A-53.A-500, Grade B
B. Structural Steel Shapes, Plates, Channels, Angles – A-36
C. High Strength Bolts– A-F3125
D. Heavy Hex & Nuts – A-563, Grade C
E. Flat Washers – F-436
V. Steel Pole Detailed Specification
A. This portion of the specification covers the drawings, material, design, fabrication, and protective
coating of welded, tapered, tubular steel structures used in overhead transmission and distribution
lines. The reference to specifications of organizations (such as ASTM) together with any
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drawings and loading assumptions contained in those specifications shall be considered as part of
this specification. This includes the steel pole drawings.
B. Drawings:
1. The supplier shall furnish drawings and instructions necessary that fully describe the
structures and provide all necessary information for proper storage, assembly, lifting and
installation.
2. After receipt of the purchase order, and in accordance with the time stated in the proposal
delivery schedule, the successful supplier shall submit to the purchaser a set of all erection
and detail drawings comprising the order, for approval. Submittals, approvals, revisions,
and correspondence shall be transmitted by electronic or hard copy method as mutually
agreed upon according to Section III. F. Approval Drawings, above. Purchaser shall notify
the supplier with indication of approval or of the corrections necessary. Where a correction
is required, revised drawings shall be plainly marked "Revised" and dated, and sent to the
purchaser for review. All design and detail drawings shall be approved by the owner, and
written notice given of such approval, before fabrication.
3. The supplier shall be responsible for the correctness of dimensions and details of the
drawings. The review of such drawings will not relieve the supplier of this responsibility.
4. All final drawings and other documentation shall be furnished in electronic format to the
owner upon completion of design and no later than the shipping date of the structures.
5. Final drawings shall also be transmitted to the owner in AutoCAD format via email or FTP
site.
6. All drawings shall be identified with a unique drawing number, the date, the manufacturer’s
shop order number, the owner’s name, the owner’s purchase order number, and the name of
the transmission line where the poles will be installed.
C. General:
1. All poles shall be tapered tubular, galvanized steel. The supplier shall provide holes,
brackets, vangs, steel arms, and other types of fittings for attachment of lines and other
hardware to the structures as shown on the drawings. The drawings, load trees and other
design information are incorporated. The supplier shall provide vangs and other fittings
welded to poles for transmission and distribution switches and for attachment of insulators,
lines, arms, accessories, switch operating rods, etc., to the structures as shown on the
drawings.
2. All poles shall have ground pads welded to the top of the pole for static grounding, one just
above ground line for attachment of a grounding conductor, at least one ground pad for
grounding the distribution circuit neutral(s), and other ground pads as shown on the
drawings. Poles that are designed for installation of switches shall have grounding means
for attaching switch handle ground straps and jumpers. Switch manufacturers may require
additional ground pads to be provided at specific locations on the pole.
3. Ground pads shall be provided for grounding distribution neutrals on all poles designed for
distribution circuits. Ground pads shall be provided on poles below the arm positions for
distribution underbuild. Steel distribution arms shall have ground pads for arrestors and
switches. Where steel arms are required, grounding may be on steel arms for arrestors and
switches. Grounding attachments are required on all poles to allow for installation of
grounds for riser hardware and arresters. Arresters will be placed at all risers, at all
deadends, and on both sides of all distribution switches.
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4. Embedded steel poles shall be treated with a coal-tar epoxy coating from 2’-0” above ground
line to the butt of the pole. In addition, a ground sleeve is required on embedded poles that
extends from 1’-6” below the ground line to 1’-6” above the ground line.
5. When possible, poles shall be fabricated in one piece. The number of sections per pole and
design of pole section joints and locations relative to pole loads will be a consideration for
this proposal.
6. The supplier shall provide all bolts, nuts, washers and other hardware necessary for complete
field assembly of items that must be attached to the poles including bolts for attaching
grounds.
D. Material:
All material supplied shall conform to ASTM A-6, latest revision, General Requirements for
Delivery of Rolled Steel Plates, Shapes, Sheet Piling and Bars for Structural Use unless
herein modified. All material furnished shall be shown to meet an impact property of 15 foot
pounds at -20 degrees Fahrenheit in the longitudinal direction using the Charpy "V" Notch Test.
The test procedure shall be in accordance with ASTM A-370, latest revision Mechanical Testing
of Steel Products. The required impact property assessment shall be determined based on an
average of three (3) tests with no single test below 10 foot pounds. The location of the test sample
will be as prescribed in ASTM A-673, latest revision Sampling Procedure for Impact Testing
of Structural Steel. The criteria of 15 foot pounds at -20 degrees Fahrenheit is based on full size
test specimens. For subsize specimens the dimensions and values to be used shall be in
accordance with ASTM A-673, latest revision. All tests will be performed on specimens taken
from plate after all rolling and finishing operations have been completed. Heat lot testing
(frequency "H") shall meet the requirements of ASTM A-673, latest revision.
1. Galvanized Steel: Materials used for galvanized steel structures and components shall
conform to ASTM A-572, latest revision entitled High Strength, Low Alloy, Columbium-
Vanadium Steels of Structural Quality, Grade 65, modified for thickness and chemistry to
obtain the requirements outlined in the “GENERAL” section above and to limit silicon
content to 0.06%.
2. Base Plates: Materials used to construct galvanized steel base plates shall conform to ASTM
A-572, latest revision entitled High Strength, Low Alloy, Columbium-Vanadium Steels
of Structural Quality, Grade 60, A-588 or A-633, modified to provide a minimum yield
strength of 60 ksi.
3. Anchor Bolts: Material shall conform to ASTM A-615, grade 75 Standard Specification
for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement, with a minimum
yield strength of 75 ksi. The reinforcing bars shall meet the following chemical requirements:
a. Carbon: .23/.32
b. Manganese: .90/1.50
c. Phosphorus: .04 max.
d. Sulfur: .05 max.
e. Silicon: .30 max.
f. Nickel: .50/.90
g. Vanadium: .02/.10
h. Copper: .20/.40
i. Chromium: .40/.80%
Reinforcing bars shall be normalized, holding at temperature long enough to ensure uniform
heat distribution throughout its mass, and then cooled in still air in a uniform manner. The
thread area plus 6 inches of the bolts shall be hot dipped galvanized according to ASTM A-
123, latest revision, or metalized according to AWS C2.2-67T. Nuts for anchor bolts shall
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conform to ASTM-563, latest revision Carbon and Alloy Steel Nuts. Anchor bolt nuts shall
have a proof load equal to or greater than the yield strength of the anchor bolt.
4. Attachment Bolts, Nuts and Locknuts: All bolts shall conform to ASTM A-354, Grade BC,
A-354, Grade BD, or A-F3125. Bolt material shall be comparable to ASTM A-871 with
corrosion and atmospheric resistant properties. Bolts shall be hot dip galvanized per ASTM
A-153. Nuts shall conform to ASTM A-l94, grade 2, galvanized and tapped .020 inch
oversize for pitch and major diameter only. ANCO type locknuts shall be furnished on bolts
with a diameter over 1". Purchaser will supply a MF locknut for bolts with a diameter of 1"
or less. A 5 percent excess quantity of bolts, nuts, flat washers, and locknuts over the quantity
actually required shall be furnished for field assembly of the structures.
5. Reports and Test Samples: A copy of the certified mill test report for all steels and evidence
as to the capability of the steel to meet the impact properties of Section D. Material, above
shall be submitted to the owner upon request. Sufficient record keeping procedures shall be
required to demonstrate to the owner’s complete satisfaction that all materials for base plates,
arms, and pole shafts are traceable to the mill heat numbers shown on the mill test reports.
The manufacturer shall retain a file of such reports for a minimum of 6 years.
E. Design:
Unless otherwise specified, structures provided by the supplier shall conform to NEMA TT-1,
ASCE Design of Steel Transmission Pole Structures, Second Edition, and the requirements
hereinafter stated. The overall strength shall be in accordance with drawings and loading
assumptions contained in the load trees and drawings. The maximum unit stress shall be the
minimum yield strength for the minimum yield strength for the particular application and type of
load. The purchaser may require a full scale test of any structure.
1. Material Properties:
a. The design must address the following for all tubular members:
i.Tension stress
ii.Compression stress
iii.Local buckling
iv.Shear stress
v.Bending stress
vi.Combined stress
b. The design must address the following for all connection components:
i. Tensile stress
ii. Shear in bending connections
iii. Combined stress
c. The yield stress, Fy, the ultimate (tensile) strength, Fu, and the modulus of elasticity, E,
are to be determined according to ASTM A-370. The modulus of elasticity for steel is
considered to be 29,000 ksi.
d. The tensile strength, proof load and yield stress are to be determined according to the
ASTM specification for the materials involved.
e. Members subjected to compressive forces should be checked for general stability and
local buckling tendencies.
f. Care must be taken to distribute loads sufficiently to protect the pole wall against local
failure. Slip joints, arm to pole connections, and abrupt changes in member's cross
section or longitudinal axis are points of susceptibility. It is recommended that details
and practices proven by testing be used.
2. Minimum Thickness: Structural member thickness shall not be less than 3/16 inches.
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3. Connection Plates:
a. In general, vangs, flanges and other attachment plates should be designed to meet the
allowable stresses from the American Institute of Steel Construction, Specification
for the Design and Erection of Structural Steel for Buildings, increased by a factor
of 1.67.
b. Pin connections are ones in which the attachments are free to rotate about at least one
axis while under load. Based on this definition, single bolt framing connections and
insulator or guy shackle attachments are considered to be pin connections and should be
sized to meet these requirements.
4. Arm Connections: The arm connection shall be an arm box and bracket connection as shown
on the detail drawings in the appendices. This connection is required to prevent stress
concentrations in the shaft wall. The mounting bolts shall go through the entire width of the
bracket. A flange type arm connection will not be accepted.
5. Structural Calculations and Data: The structural calculations shall be the responsibility of
the manufacturer. Calculations and data shall be submitted to the owner with the proposal
and shall include (for those sections applicable):
a. General dimensions of all component parts of structure and anchor bolts.
b. The total ultimate moments, moment of inertia provided, and the w/t for polygonal and
D/t for round cross sections, at all splices and at least every twenty feet along the pole.
Pole sections made up of multiple plies will not be accepted.
c. Secondary Bending - The poles shall be designed to resist, in addition to all other loads
and their appropriate overloads, the effect of deflection on all vertical loads including
the dead load of the pole.
d. Structure and anchor bolt weight along with unit and extended prices for each (listed
separately).
e. Bending, axial and torsional stresses on structure members.
f. Boxes: Type, size, and number of bolts in each connection. Five percent (5%) extra of
each size mounting bolt, nut, and washer shall be furnished unless otherwise specified
in order.
6. Final Structural Calculations: Final structural calculations shall be submitted to the owner
before fabrication commences, and shall include, in addition to the previously mentioned
items:
a. The total ultimate moments, moment of inertia of section furnished, and stress at the
connection of the arms.
b. Stresses in base plates, connections, attachments, and anchor bolts.
c. Maximum deflection at top of the structure for loading cases as specified elsewhere.
7. Cross Section: The cross section of welded steel tubular members shall be round, regular
polygonal with a minimum of eight sides, or elliptical. I elliptical, the minimum ratio of the
minor axis to the major axis shall be 0.75 to 1.00.
8. Anchor Bolts:
a. The supplier shall design anchor bolt cages as detailed in the drawings. Include assembly
weight along with unit price for each.
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b. Anchor bolts shall be pre-clustered in order that they may be shipped and placed in the
foundation as one unit without additional reinforcement. Cages shall be designed in such
a way that there is no welding on the anchor bolt. Designs with welding on the bottom
6” of bolts will be accepted. Anchor bolts shall be arranged so that they are symmetrical
in the transverse and longitudinal direction, allowing the cage to be rotated 90 degrees
relative to the pole. Bracket and bracing projection beyond the bolt circle shall be kept
to a minimum. Unless otherwise specified, anchor bolt clusters shall be furnished with
extended anchor bolts for the full depth of the footing in accordance with the “A/B
Length” column in the spreadsheet in the Proposal forms. The minimum clear distance
between adjacent anchor bolts within cage is 5 inches. Amended anchor bolt lengths
will be provided to manufacturer following receipt of structure foundation designs. The
use of plates establishing shear planes to attain rigidity will not be accepted. Anchor
bolts shall include three (3) nuts on the top of cage for leveling and locking. Final cage
design shall be approved by the purchaser.
9. Deflection:
a. Unless otherwise noted, steel poles designed for eccentric loading or line angles shall be
shop cambered or field raked to counteract the eccentric loads or line tensions and to
remain plumb. The maximum pole top deflection at everyday loading conditions (60°F,
no wind) shall be limited to 1% of the above ground height. The maximum pole top
deflection for cambered poles shall be limited to 3% of the above ground height, before
shop cambering. Pole deflection limitations assume 0 degree foundation rotation.
b. The maximum pole deflection under critical transverse loading with (250B, 250C or
250D) load case shall not exceed 10% of the total height above ground, including a 3
degree foundation rotation at the groundline.
c. Camber and/or Rake distance and direction detail shall be provided for each structure
and shall be clearly labeled on each structure drawing, if used.
d. All switch structures shall not exceed 2% of pole height deflection limit for any load
case and shall not be shop cambered.
10. Taper:
a. The tubular steel pole shaft taper shall be limited to a range of 0.2-0.5 in/ft. The pole
shaft for base plated structures shall be optimized while also considering the bolt circle
for the underlying foundation.
11. Slip Joint Requirement:
Poles fabricated in one piece are preferred. Slip joints may be used if the supplier does not
have the facilities to fabricate the pole in one piece or if design considerations require. If the
supplier furnishes poles with slip joints, the supplier shall furnish the purchaser with a jacking
device to use during construction at no additional cost to the purchaser. Slip joints must fit
tightly within the proper +/- tolerances and not have artificial stops built into the joint. The
supplier shall verify the joint fit before shipment, and furthermore, the supplier shall be
responsible if field modifications of the joint or joints are required to provide a proper fit and
to assure that the design strength is obtained. If a slip joint is utilized, a locking device will
be required if the joint might be subjected to uplift forces or if relative movement of the joint
is critical.
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12. Pole Diameter:
Due to the narrow areas for the installation of poles for the 138kV Hickory to Locust
TM Line Reconstruction project and I35 – RD Wells to Hickory 138kV TM Line
Relocation project, the diameter of pole and anchor bolt cages shall not exceed the
maximum dimension listed below:
138kV Hickory to Locust TM Line Reconstruction
1. HL7 – Maximum 96” pole and cage diameter
2. HL21,22,23,24,25,26 – Maximum 60” pole diameter
I35 – RD Wells to Hickory 138kV TM Line Relocation – 84” maximum diameter
F. Fabrication:
1. General:
a. Workmanship and finish of all metalwork specified under this section shall be of the
highest grade and equal to the best practice of modern shops for the respective work.
b. As a minimum, fabrication shall be in accordance with NEMA Standards Publication
TT1-1977. More stringent controls in several areas of concern are listed in the
specification and must be satisfied.
c. Bolt holes shall be located precisely to ensure that the bolts will be normal to the plane
of the connections. Bolt holes shall be made 1/16 inch larger than the nominal diameter
of the bolts. Exposed surfaces shall have smooth finish and sharp well-defined lines.
All drilled, punched, or cut edges shall be de-burred, ground flush, or otherwise provided
without torn or ragged edges. All members shall be free from twists or bends.
2. Tolerances: Fabrication tolerances shall be as follows (for those parts applicable):
a. Length of single piece or flanged poles: ±3".
b. Cross section of poles: 36" or less diameter: -1/8", +1/4"; greater than 36" diameter: x
-1/4", +1/2"; circumference of all poles: -0”.
c. Vertical displacement between the shaft and arm connections: ±3/4”.
d. Location of hardware with respect to top of pole: ±2”.
e. Camber: ±1" per 16" of specified camber.
f. Base plate perpendicular to pole: 1/8" for 5' as measured on a perpendicular axis.
g. Straightness of pole: ±1/2" from center line.
h. Location of a drilled hole in a piece: ±1/8”.
i. Spacing between holes: Base plates ±1/8”.
j. Same connections: ± 1/16" (non-accumulative).
k. Anchor bolts: Length: +3", - 0"; thread length: +2", -0”.
l. Length of coated portion on anchor bolts: +12", -0”.
m. Distance between anchor bolt in cluster: +1/8" (non-accumulative).
n. Arms: Length: +1"; rise: +1" per 10' of arm length.
o. Angles shown: +2 degrees.
p. Length of overlap of slip joint: +5”, -10% of slip joint l
3. Welding-General:
a. All welding should be in accordance with the latest revision of the American Welding
Society Structural Welding Code, AWS D1.1, Sections l-8 (omitting Part B, Section
8). Welding terms and symbols should comply with the AWS definitions and symbols.
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b. Care should be exercised with respect to welding procedures, qualifications of welders,
operators and procedures, electrodes, preheat, notch toughness and minimum yield of
the electrodes to ensure conformance with the requirements of the AWS D1.1 code.
c. Records of welding procedures and welding operator test results shall be kept for 6 years
by the supplier and shall be available for review by the purchaser.
d. All welding electrodes used for primary joints shall meet as a minimum, an impact value
of 15 foot pounds at -20 degrees Fahrenheit as measured by the standard Charpy "V"
Notch Test. They shall equal or exceed the specified physical properties of the base
metal being welded when tested with the applicable AWS specification for welding
electrodes.
e. Length of overlap of slip joint: +5”, -10% of slip joint l.
4. Welding Process:
a. Welding may be done by the by the shielded metal-arc, gas shielded flux core, gas
shielded metal-arc, or submerged-arc processes. All welding processes should be in
conformance with AWS standards and design standards.
b. Preheating shall be in accordance with the steel producer's minimum recommendation,
or as verified by testing for suitability for structural application in accordance with
Section 5. Care should be exercised with respect to welding procedures, qualifications
of welders, AWS D1.1-79.
5. Welding Joint Details: In circumferential seams and longitudinal scams in the female slip
joint area, and within 6 inches of circumferential seams, base plates and flange plates shall
be complete penetration welds.
a. Longitudinal welds other than in the clip joint area and within 3 inches of circumferential
seams shall have 80% minimum weld joint penetration.
b. Base plate, flange plate, and arm bracket joints shall be complete penetration welds.
c. Weld joint details other than described in parts a, b, and c require owner approval.
6. Weld Quality and Inspection:
a. Weld quality, except for penetration requirements stated in Section “5. WELD JOINT
DETAILS” immediately above shall conform to Section 8, Part D, Article 8.15 through
8.15.2.2 of AWS D1.1 regardless of the method of welding.
b. The supplier may use any combination of inspection methods to satisfy the weld quality
requirements of part a above. He shall perform ultrasonic inspection of all full
penetration welds and visual inspection on all welds. Ultrasonic examination methods
shall be designed to assure weld quality conformance to part a.
c. The supplier shall maintain a "Traveler" on all major components. The "Traveler" will
list material identification, welder identity, inspection results and inspector identity. The
supplier shall furnish the owner with data from certified inspection reports upon request.
7. Marking:
a. Each pole or pole section shall be identified with an identification plate on the base
section fabricated from a non-corrosive, non-staining metal such as bronze, brass, or
aluminum. The plate shall be aligned horizontally and vertically and shall have suitable
anchors welded to the back to permit permanent bond to the pole. The plate shall be
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attached to the face of the pole four feet six inches (4’6”) above the groundline on the
base section and two (2) feet above the butt end of the top section.
b. The following information shall be stamped into the identification plate on the base
section with letters not less than one-eight (1/8) inch high.
i. Name of the Manufacturer
ii. Customer name
iii. Pole length
iv. Structure type
v. Actual pole weight
vi. Date of manufacture
vii. Purchase order number
viii. Fabrication number
ix. Structure number
x. Ground line moment
xi. GIS number (five digit numbers for each pole will be provided to the successful
supplier)
c. All component parts of a structure shall be given a distinctive mark to identify the
structure on which it is to be used and where it is to be located on that structure. This
mark shall be designed such that it will not act as a stress riser. This applies to the anchor
bolt cage, all sections of the pole, and all arms.
d. The two-point pickup location for handling the pole in the horizontal position shall be
marked on all poles in legible, durable ink, paint, or tape. These marks shall be kept
small but conspicuous.
e. Mark the bisecting line on both sides of the pole base and anchor bolt cage. A weld line
shall be used on both sides of the bolt base for marking. A v-notch cut shall be used on
both sides of the anchor bolt cage for marking.
G. Protective Coating:
1. Galvanizing
a. Structures shall be galvanized, by the hot dip process in accordance with ASTM 123,
latest revision (Hot Dip Galvanized) Coatings on Products Fabricated from rolled,
Pressed, and Forged Steel Shapes, Plates, Bars, and Strips.
b. Precautions shall be taken against embrittlement, warpage, and distortion in accordance
with ASTM A143, latest revision Recommended Practice for Safeguarding Against
Embrittlement of Hot Galvanized Structural Steel Products and Procedure for
Detecting Embrittlement and in accordance with ASTM A384, latest revision
Recommended Practice for Safeguarding Against Warpage and Distortion During
Hot Dip Galvanizing of Steel Assemblies.
c. After galvanizing and before shipment, the pole's shaft to base plate weld and shaft to
flange welds shall be ultrasonically inspected for delayed cracking. If cracking is
detected, the manufacturer is responsible for repair and re-inspection ultrasonically after
detection. Records to confirm this testing shall be provided to the owner.
d. The galvanized coating shall be uniform when the galvanized surfaces are not to be
painted.
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e. All structural steel, bolts, inserts, bracing members, miscellaneous plates, and steel
fasteners shall be hot-dip galvanized AFTER fabrication unless otherwise specified
herein or as agreed to by the owner in writing. Parts bolted together shall be galvanized
before final assembly.
2. Below Grade Coating:
The surface to be coated shall be lightly blasted with an appropriate media or otherwise
etched to assure proper adhesion of the protective coating to the galvanized surface of the
steel poles. Corrocote II Classic as manufactured by Madison Chemical (or owner approved
equal) shall be applied from 2’-0” above the ground line for directly embedded poles to the
pole butt. The minimum dry film thickness of the coating shall be 16 mils. The below grade
coating must be fully cured prior to loading poles or pole sections for shipment.
VI. Field Drilling
DME will invoice the manufacturer should it be necessary to complete more than four (4) hours of
field drilling to correct fabrication errors. Billing will be for any time required in excess of four (4)
hours.
VII. Quality Control
A. The manufacturer shall be responsible for the quality control of the manufacturing processes to
assure that all requirements of these specifications are met. However, the purchaser reserves the
right to observe, to inspect, and to require additional quality control investigations, either by its
personnel or an independently employed quality control investigator, at any or all stages of
fabrication at the manufacturer's facilities. Failure to adequately maintain fabrication and quality
of fabrication until completion shall be grounds for cancellation of the order or any part thereof.
B. Field failure or field repairs required due to quality control failures or manufacturing procedures
shall be the responsibility of the manufacturer.
C. When protective coated structures are specified, the purchaser will require evidence that such
have been tested as coatings specified under Section V. G. Protective Coating