Security Camera Steel Poles

BIDDER'S EXCEPTION STATEMENT TO TECHNICAL SPECIFICATIONS
All Bidder representations will be relied on by GRDA in its evaluation of the bid to this RFQ.
One of GRDA's evaluation criteria will be the number and extent of the exceptions to GRDA's
specifications. Bidders shall be presumed to agreement with GRDA's specifications unless the
Bidder takes specific exception to one or more of the specifications as stated in the table below.
Whether or not exceptions are taken, Bidders must submit this statement as part of their bid.
Bidders must clearly identify all exceptions to specifications. Bidders must also state with
specificity the reasons for taking exceptions and the proposed alternatives/specification. Bidders
are cautioned against an exception that may be materially deviating from the specifications
included in this RFQ. A material deviation is an exception which results in the Bidder providing
goods and/or services that are substantially different than the goods and/or services GRDA
requested in the RFQ. If exceptions are not identified in this statement, any exception raised
following the notification of the award could result in the revocation of bid award and being
rejected from further consideration.
PRINT THE WORDS "NO EXCEPTIONS" HERE_________________ IF THERE ARE NO
EXCEPTIONS TAKEN TO ANY OF THE SPECIFICATIONS OF THIS RFQ.
IF THERE ARE EXCEPTIONS TAKEN TO ANY OF THE SPECIFICATIONS, THEY MUST
BE CLEARLY STATED IN THE TEXT BOX BELOW AND SUBMITTED AS PART OF
YOUR PROPOSAL.
ANY EXCEPTION THAT MATERIALLY DEVIATES FROM A SPECIFICATION IN THIS
RFQ MAY RESULT IN THE REJECTION OF THE BID FROM FUTHER CONSIDERATION.
EXCEPTIONS TO TECHNICAL SPECIFICATIONS:
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TRANSMISSION LINE
STEEL POLE
SPECIFICATIONS
MONOPOLE AND
H-FRAME
6/9/2026

SPECIFICATIONS FOR TRANSMISSION LINE STEEL POLES
MONOPOLE AND H-FRAME
1. SCOPE:
This specification covers the design, materials, welding, inspection, protective coatings,
drawings and delivery of steel transmission single pole and H-frame structures. The proposal
submitted by the manufacturer shall include costs for field bolts, locknuts, vangs, attachment
provisions for arms and/or insulators, anchor bolts, base plates, and other necessary items to
make a complete structure.
2. DEFINITIONS:
A. Cambering - the fabricating of a slight convex curve in a pole or crossarm.
B. D/t - the ratio of the diameter of a tubular pole to the steel plate thickness.
C. Engineer - a registered or licensed person, who may be a staff employee or an outside
consultant, and who provides engineering services. Engineer also includes duly authorized
assistants and representatives of the licensed person.
D. Groundline - a designated location on the pole where the surface of the ground will be
after installation of a direct embedded pole.
E. Overload factors (OLF) - a multiplier which is applied to each of the vertical, transverse
and longitudinal structure loads to obtain an ultimate load.
F. P-delta moment - secondary moment created by the vertical loads acting on the structure
when the structure deflects from its unloaded position.
G. Point of fixity - location on the pole at groundline or below groundline where the
maximum moment occurs.
H. Raking - the practice of installing a straight pole out of plumb, or at an inclined angle.
I. w/t - Ratio of the width of the pole (flat-to-flat) to the plate thickness.
J. Ultimate load - The maximum design load which includes the appropriate overload factor
specified.
3. CODES AND STANDARDS:
Codes, standards, or other documents referred to in this specification shall be considered as
part of this specification. The following codes and standards are referenced:
A. American Concrete Institute (ACI):
1. 318 - Building Code Requirements for Reinforced Concrete.
B. American Institute of Steel Construction (AISC):
1. Manual of Steel Construction.
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2. Quality Criteria and Inspection Standards.
C. American National Standards Institute (ANSI):
1. B18.2.1 - Square and Hex Bolts and Screws including Hex Cap Screws, and Lag
Screws.
2. B18.2.2 - Square and Hex Nuts.
3. C2 - National Electric Safety Code (NESC).
D. American Society for Testing and Materials (ASTM):
1. A6 - General Requirements for Rolled Steel Plates, Shapes, Sheet Piling and Bars
for Structural Use.
2. A153 - Zinc Coating (Hot Dip) on Iron and Steel Hardware.
3. A325 - High Strength Bolts for Structural Steel Joints, including suitable Nuts and
Plain Hardened Washers.
4. A354 - Quenched and Tempered Alloy Steel Bolts, Studs, and Other Externally
Threaded Fasteners.
5. A370 - Mechanical Testing of Steel Products.
6. A385 - High Quality Zinc Coating (Hot Dip).
7. A449 - Quenched and Tempered Steel Bolts and Studs.
8. A563 - Carbon and Alloy Steel Nuts.
9. A577 - Ultrasonic Angle-Beam Examination of Steel Plates.
10. A578 - Straight Beam Ultrasonic Examination of Plain and Clad Steel Plates for
Special Applications.
11. A615 - Deformed Billet Steel Bars for Concrete Reinforcement.
12. A673 - Sampling Procedures for Impact Testing of Structural Steel.
13. A871 - High Strength Low-Alloy Structural Steel Plate with Atmospheric Corrosion
Resistance.
14. B6 - Zinc (Slab Zinc).
15. E165 - Liquid Penetrant Inspection Method.
16. E709 - Magnetic Particle Examination.
E. American Society of Civil Engineers (ASCE):
1. Manual 72 - Design of Steel Transmission Poles.
F. American Welding Society (AWS):
1. C2.1 - Recommended Safe Practice for Thermal Spraying.
2. D1.1 - Structural Welding Code - Steel.
G. National Electrical Manufacturers Association (NEMA) Standards Publication TT1,
Tapered Tubular-Steel Structures.
H. American Society for Nondestructive Testing, Recommended Practice No. SNT-TC-1A,
Supplement A through E.
I. Zinc Institute:
1. Z170 15M - Inspection Manual for Hot-Dip Galvanized Products.
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4. CONFLICT BETWEEN THIS SPECIFICATION, DRAWINGS, AND REFERENCED
DOCUMENTS:
In the event of conflict between this specification and the above referenced documents, the
requirements of this specification shall take precedence. In cases where the above standards
are in conflict, unless specifically noted elsewhere in the Contract Documents, the most
stringent requirements shall govern. If a conflict exists between this specification or the
referenced documents and the attached drawings, contact the owner or owner's
representative.
5. GENERAL REQUIREMENTS:
The design, fabrication, allowable stresses, processes, tolerances, and inspection shall
conform to the American Society of Civil Engineers (ASCE) Standard, Design of Steel
Transmission Pole Structures - Manual 72 - Section 2.0 or the latest edition, with the
following additions and/or exceptions:
5.1 GENERAL STRUCTURE DESIGN:
5.1.1 The structures shall be single/double circuit galvanized or weathering steel monopoles
or H-structure poles as specified by the Owner. Pole designs shall be prepared from the
attached configuration drawings and design loads. The Fabricator shall price structures with
the use of non-weathering galvanizing and weathering steel. The Owner will determine
preferred coating. The structures shall include provisions for attachment of temporary rigging,
conductors, climbing ladders, overhead ground wires and their associated hardware. The
structures shall be pre-drilled for the attachment of crossarms, braces, insulators or other
attachments as specified.
5.1.2 The structure shall be capable of withstanding all specified loading cases including
secondary stresses from foundation movements when specified, but not considering the
possible restraining effect of conductors or shield wires. The indicated loads shall include all
overload capacity factors, therefore, the allowable material stress shall equal the yield stress
modified using the methods included in the ASCE Manual - 72 Design of Steel Transmission
Pole Structures, Section 2.2. The structure shall withstand the loads without failure,
permanent distortion, or exceeding any specified deflection limitations.
5.1.3 Wind pressures shown in the loading criteria shall be multiplied by the appropriate
shape factor applied to the poles.
Pressures in psf shall be computed as follows:
p = W x Cd
Where p = pressure on projected area of the pole normal to wind, W = wind pressure, and Cd
= shape (or drag) factor. Shape factors for computing the wind on poles are:
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5.1.4 The maximum design unit stress shall be the minimum yield strength as stated in
applicable ASTM specifications for the particular application and types of loads, including
overload factors.
5.1.5 Poles shall be designed with a minimum number of joints. Field welding shall not be
allowed as part of the design of a new pole. The shaft joints to be made in the field shall be
slip joints or bolted flange joints. Slip joint length shall be at least 1-1/2 times the largest
inside diameter of the female section. If approved by the owner or owner's representative, a
strap across the pole splice to prevent separation of the male and female sections of the pole
may be used for X-braced H-frame structures. Approval must be obtained prior to bid.
Manufacturer shall verify slip joint fit before shipment. Joints should not interfere with step
nuts, ladder clips, X-braces or jacking nuts. Sufficient jacking lugs and permanent orientation
marks shall be provided at all slip joints to ensure proper alignment and complete overlap of
the joint.
5.1.6 The Fabricator shall supply anchor bolts conforming to ASTM A615 with ASTM A563
Graded C nuts and washers. Anchor bolts shall be threaded at the top end a distance equal
to the baseplate thickness plus the thickness of two anchor bolt nuts plus 2 1/2". Each anchor
bolt shall include two heavy hex nuts conforming to ASTM A563. Welding on anchor bolts
will only be allowed in the bottom 12 inches. Only one length of anchor bolt shall be used on
each pole. Anchor bolts/clusters shall be plainly marked to indicate the structure type,
structure number, orientation, and top of concrete. Anchor bolts shall be designed to be
shipped as a rigid cage with top and bottom plates holding the anchor bolts in place. The
anchor bolt thread shall be protected during shipping. The anchor bolts shall be welded to the
holding plate in the bottom of the cage. The top template shall be designed to be removable
and to support the assembled cage during lifting and setting operations without detrimental
deformations. Bolt clusters shall be designed to be rigid enough to withstand the normal jolts
of shipping, handling and installation with no displacement of bolts from the proper positions
within the cluster. The anchor bolt assemblies shall have a clear distance of not less than 3
inches between adjacent bolts.
The removable template at the top shall be marked to show the centerline for tangent
structures and the angle bisector for angle structures. Matching marks are to be on the base
plate of the structure so proper alignment can be made.
5.1.7 Minimum plate thickness for all pole components shall be 3/16 inch.
5.1.8 Structures which are to be direct embedded shall have bearing plates and ground
sleeves. Bearing plates shall have a diameter not more than 2 inches greater than the
maximum pole diameter. All steel poles shall have a minimum 2 inch X 2 inch drain hole at
the bottom. When a painted finish is specified, poles shall be hermetically sealed. Ground
sleeves shall have a minimum length of 3 feet. The ground sleeve shall have a minimum
thickness of 3/16 inch and shall be centered at the groundline. A seal weld shall be provided
around the ground sleeve. The ground sleeve shall not be considered in strength
calculations.
5.1.9 Poles shall have nearly a uniform taper throughout their entire length. The maximum
difference in tapers between two pole sections measured by the diameters shall be .20
inch/ft. for poles with variable taper.
5.1.10 Poles with elliptical cross sections shall have a minor axis dimension equal to at least
75 percent of the major axis dimension.
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5.1.11 All unguyed angle poles or unguyed tangent deadends shall be designed to have no
greater than one pole-top diameter of calculated deflection at the top of the pole under the
"normal" loading conditions.
5.1.12 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.
5.1.13 Each pole shall be permanently marked on the pole shaft 60 inches above groundline
and on the bottom of baseplate or bearing plate with the following identifying information:
structure type, height, ultimate groundline moment, owner name, and date manufactured.
The method of identification shall be approved by the owner.
5.1.14 A grounding connection shall be welded to the pole shaft, 18 inches above the base
plate, or in cases of direct embedded poles, 6 inches above the ground sleeve. The
grounding connection will be the two-hole, National Electrical Manufacturers Association,
NEMA-drilled pad. Grounding pad face shall not be painted or covered with other coatings.
5.1.15 Clips for removable ladders shall begin not closer than 6 feet above the base plate or
6 feet above ground for a direct embedded pole and extend to the top of the pole. Each
ladder clip shall be designed to support a minimum 1,000 lb. shear working load. The clips
shall be welded to the pole surface. Ladder clips shall be located to avoid interference
between ladders and other attachments.
5.1.16 Weathering steel structures shall be designed to eliminate water and refuse traps.
Tubular sections shall be sealed from moisture entering the inside of the pole. Factory drilled
pole holes shall be plugged to prevent moisture intrusion during shipping. For field drilled
poles and factory drilled poles, the Fabricator shall provide silicon sealant to seal all through-
bolt holes. Nondrilled poles when assembled shall be effectively sealed to prevent moisture
intrusion. Connections shall be designed to reduce the effect of pack-out by preventing
moisture from entering the joint or by designing the connection to allow moisture to easily
drain off. Plastic plugs shall be installed in all nuts welded to the structure and all tapped
holes.
5.2 Materials
5.2.1 All steel materials shall conform to ASTM specifications, as required by design, and
shall be suitable for use in weathered and galvanized structures. The steel should be
manufactured in North America. The vendor shall supply certification of the steel origin
and location of manufacturing.
5.2.2 All materials shall comply with the applicable requirements of ASTM specifications. Any
modifications to ASTM specifications must be approved by the owner's representative prior to
bidding.
5.2.2 Poles, arms and conductor brackets shall conform to ASTM A36, ASTM A572, ASTM
581, ASTM A588, ASTM A871 or ASTM A595.
5.2.3 Base plate shall conform to ASTM A572, ASTM A588, ASTM A633, or ASTM A595.
6/9/2026 Page 5 of 12

5.2.4 Anchor bolts shall conform to ASTM A615, Grade 60 or 75.
5.2.5 Other bolts and nuts shall conform, as applicable, to ASTM A307, ASTM A325, ASTM
A354, ASTM A394, or ASTM A687. Lockwashers shall be provided for each structure bolt.
5.2.6 Anchor bolts, structural plate, and weld material, shall meet ASCE requirements for
Charpy tests.
5.2.7 For galvanized structures, steel used for the pole shaft and arms shall have a silicon
content less than .06 percent
5.2.8 The Manufacture shall provide 5 percent more fastening hardware than required to
assemble and erect the structures and shall provide coating material for repair of damaged
surfaces.
5.3 FABRICATION
5.3.1 All welding shall be in accordance with the American Welding Society Code AWS D1.1,
latest edition. Welders shall be qualified in accordance with AWS D1.1 welding procedures.
All welding materials shall conform to the latest revision of the "Electrode and Flux
Specifications" set forth in ANSI/AWS D1.1.
5.3.2 One hundred percent (100%) penetration welds shall be required in, but not limited to,
the following areas:
circumferential welds (C-welds) joining structural members;
longitudinal welds in the female portion of the joint within the slip joint area;
welds at the butt joints of back-up strips; and
base plate-to-shaft weld.
longitudinal welds for a minimum length of 3 inches where there are adjacent C-welds,
flange welds, base welds and ends of tubes.
5.3.3 Base plate-to-pole shaft welds, arm base-to-base welds, vangs-to-shaft welds, arm box
joint welds, and all welds in major load carrying "tee" joints shall be 100% penetration with
100% fusion.
5.3.4 Quality and acceptability of every inch of the full penetration welds shall be determined
by visual and ultrasonic inspection.
5.3.5 Welding shall be performed by the manual shielded metal-arc process, submerged-arc
process, gas metal-arc process, or gas shielded flux-core-arc process.
5.3.6 Welding procedure and electrode selection shall be adjusted so as to provide a notch
toughness of 15 ft-lbs absorbed energy at -20 degreesF as measured by the Charpy "V" notch test.
5.3.7 All undercutting shall conform to the following:
a. Base plate to pole shaft welds, circumferential groove welds, longitudinal welds in a
female telescoping joint, and arm shaft to pole connection plate welds, shall have no
undercutting in excess of 0.008 inch with the exception that a 0.02 inch undercut is
allowed for two (2) inches in any twelve inches of weld length.
6/9/2026 Page 6 of 12

b. Longitudinal welds in vang, pull-offs, seam welds of arms, step welds, ladder lugs and
other areas shall have no undercutting in excess of 0.02 inch.
5.3.8 Field welding shall not be permitted except with owner's approval and the
manufacturer's direction in repairing a pole. All weld repair shall be in accordance with
ANSI/AWS D1.1 and repaired welds shall be inspected per the same methods and
procedures specified for the original welds.
5.3.9 All parts of the structure shall be neatly finished and free from kinks or twists. All holes,
blocks, and clips shall be made with sharp tools and shall be clean-cut without torn or ragged
edges.
5.3.10 Before being laid out or worked in any manner, structural material shall be straight and
clean. If straightening is necessary, it shall be done by methods that will not injure the metal.
5.3.11 Shearing and cutting shall be performed carefully and all portions of the work shall be
finished neatly. Copes and re-entrant cuts shall be filleted before cutting.
5.3.12 All forming or bending during fabrication shall be done by methods that will prevent
embrittlement or loss of strength in the material being worked.
5.3.13 Holes for connection bolts shall be 1/16 inch larger than the nominal diameter of the
bolts. Holes in the flange plates for bolted splices shall be 1/8 inch larger than the bolt
diameter. Holes in the base plates for anchor bolts shall be 3/8 inch larger than the nominal
diameter of the anchor bolts. The details of all connections and splices shall be subject to the
approval of the owner or his representatives.
5.3.14 Holes may be punched in steel plate of 13/16-inch thickness or less. Plate material
greater than 13/16-inch shall be drilled or subpunched and reamed or cut with a machine
guided oxygen torch.
5.3.15 All holes shall be perpendicular to the member and be cylindrical, sharp and clean cut
without excessive tear-out or depression. Any burrs that remain after punching, drilling, or
cutting shall be removed by grinding, reaming, etc.
5.3.17 The overall length of the assembled structure should not be less than 6 inches of the
specified length and not more than 12 inches.
5.4 FINISHES
5.4.1 The following finishes are acceptable: galvanizing or weathering steel, and below grade
coating. Drawings shall govern what finishes are acceptable if more restrictive than
specification.
a. Galvanizing - All structures and structural components which are hot-dip galvanized
shall meet all the requirements of ASTM A123 or ASTM A153. Measures shall be taken
to prevent warping and distortion according to ASTM A384 and to prevent embrittlement
according to ASTM A143. Pre-clean the poles and attachments utilizing a caustic bath,
acid pickle and flux or mechanical method to remove mill scale, rust, grease or other
6/9/2026 Page 7 of 12

deleterious substances. Galvanize the threaded portion of anchor bolts and 6 inches
below the threads, conforming to ASTM A123. The "Finish" shall be a galvanized coating
that is continuous, adherent and free of uncoated spots, blisters, chemical flux and
projections which will interfere with the intended use of the structure and assemblies.
Holes shall be clean and free of superfluous spelter. Poles made of ASTM A588 steel
shall not be galvanized due to the high silicon content of the steel.
b. Weathering Steel - Steel shall conform to ASTM A588 or A871. After fabrication, poles
made of weathering steel shall be cleaned of oil, scale, etc., in accordance with the Steel
Structure Painting Council's Surface Preparation Specification, SSPC-SP6, to ensure
uniform and rapid formation of the protective oxide layer.
c. Coatings for the Embedded Portion of the Pole - When poles are to be directly
embedded, a 16 mil (minimum dry film thickness), two component hydrocarbon
extended polyurethane coating that is resistant to ultraviolet light shall be applied on the
exposed surface of the embedded portion of the pole. The coating shall extend from the
butt to the top of the ground sleeve. Other coatings shall be approved by the owner prior
to their use.
5.4.2 Galvanized bolts and nuts with yield strengths less than 100,000 psi shall be hot-dip
galvanized per ASTM A153 and ASTM A143, or mechanically coated with zinc in accordance
with ASTM B454, Class 50. Bolting materials with yield strengths in excess of 100,000 psi
shall not be hot-dip galvanized. Instead, they shall be painted with zinc enriched paint or
mechanically coated with zinc per ASTM B454, Class 50.
5.5 INSPECTION AND TESTING
5.5.1 Adequate tests and inspections shall be made to determine whether the material
furnished conforms to the applicable standards.
5.5.2 Ultrasonic inspection of all complete penetration welds and testing of the remainder of
the welds shall be performed in accordance with NEMA TT1. All personnel performing
nondestructive testing shall be qualified in accordance with the American Society for Non-
Destructive Testing Recommended Practice No. SNT-TC-1A, Supplement A through E.
5.5.3 All materials for base plates, shafts, crossarms, arms, and major attachments shall be
tested as specified in NEMA TT1 for notch toughness on a heat lot basis.
5.5.4 Each individual base plate shall be tested after welding in accordance with ASTM A578.
5.5.5 Certified test reports, including complete test results for all structures shall be provided
to the Owner. The manufacturer shall make certified welding reports for each structure. The
reports covering welding shall include all welds of a structure. Each weld shall be clearly
identified; and the report shall consist of the method of testing, whether the weld is
acceptable, the identification of the structure, the date, and the name and signature of the
inspector.
5.5.6 The cost of tests made by the manufacturer (except full scale load tests on poles),
including cost of the certified test reports shall be considered included in the price.
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