prepared by uc synergetic

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STEEL POLE STRUCTURES SPECIFICATION

For the Design, Fabrication, and Delivery of Steel Pole Structures for the

69kV TRANSMISSION LINE WENDELL SCOTT-NEW DESIGN REBUILD

Prepared by

UC Synergetic

123 North White Street Fort Mill, South Carolina 29715

for City of Danville

Utilities Dept. Power & Light Division

Located in the city of DANVILLE, VIRGINIA

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Revision Log 1 5/27/16 Bid Issue 5_________________________ 2_________________________ 6_________________________ 3_________________________ 7_________________________ 4_________________________ 8_________________________ THIS DOCUMENT IS COMPRISED OF A TOTAL OF TWENTY-TWO (22) PAGES. DRAWINGS REFERENCED HEREIN ARE CERTIFIED AS SEPARATE DOCUMENTS.

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UC SYNERGETIC, LLC.

VERIFICATION OF SPECIFICATION Owner: City of Danville Title of Specification: 69kV Transmission Line – Wendell Scott-New Design - Steel Pole Specification Specification Number: 06455-000.00100 -T06-S01 Revision No: 0 In accordance with established procedures, the quality of this specification has been assured. Signatures certify that the above specification was originated, inspected, and approved as noted below: Prepared by: Date: Checked by: Date: Reviewed By Responsible Discipline: Mechanical Date: Electrical Date: Civil/Structural Date: Approved By: Date:

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SECTION Title Page 1. SCOPE 6 2. GENERAL INFORMATION 7 3. BACKCHARGES 7 4. SUBSTITUTIONS 8 5. FIELD SERVICE ENGINEER 8 6. GUARANTEES 8 7. STRUCTURE ACCEPTANCE 8 8. FULL SCALE ACCEPTANCE TESTS 8 9. DELIVERY SCHEDULE 8 10. SUBCONTRACTORS 9 11. WORK SCHEDULE 9 12. SHOP DRAWINGS 9 13. GENERAL STRUCTURE DESIGN REQUIREMENTS 10 14. ANCHOR BOLTS AND BASEPLATES 11 15. STRUCTURAL DEFLECTION AND CAMBERING 12 16. MATERIAL 12 17. WELDING 13 18. BOLTS, NUTS, AND LOCKING DEVICES 14 19. CLIMBING DEVICES 15 20. GROUNDING 15 21. JOINTS 15 22. PROTECTIVE COATINGS 15 23. FABRICATION 17 24. INSPECTION AND TESTS 18 25. MARKING AND IDENTIFICATION 18 26. SHIPPING AND DELIVERY 19 27. ERECTION CONSIDERATION 20

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SECTION Title Page 28. APPEARANCE 20 29. FABRICATION COMMENCEMENT 20 30. SPECIFICATION EXCEPTIONS 20 31. PROPOSALS 21

32. ATTACHMENT A 22

CITY OF DANVILLE PAGE 6 of 22

STEEL POLE STRUCTURE SPECIFICATION SPECIFICATION NO. 06455-000.00100 -T06-S01 69 kV Transmission Line – Wendell Scott-New Design ____________________________________________________________________________________________

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1. SCOPE

1.1 The specifications cover the design, fabrication, galvanizing, testing, and delivery of tapered steel pole structures. An anchor bolt cage shall be furnished with self-supporting poles. Three (3) foot ground sleeves shall be furnished on direct embedded poles. Conceptual design drawings will be provided and are to be considered part of this specification.

1.2 An “INDIVIDUAL POLE BID SUMMARY” list will be provided for uniformity of presentation.

1.3 The PURCHASER and OWNER is the City of Danville Utilities Department-Power & Light

Division. Unless otherwise indicated on Request for Quotation and Purchase Order documentation, all submissions and requests should be directed to:

Purchasing Manager C/O City of Danville 1040 Monument St. Danville, VA 24541

1.4 The desired pole quantity of steel pole structures will be specified on the drawings and RFQ

documents.

1.5 Structures shall be designed and fabricated in accordance with this specification, design

drawings, and all indicated design and reference documents.



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2. GENERAL INFORMATION

2.1 References to standard specifications herein shall be interpreted to mean the latest approved revision with the following abbreviations used:

ACI American Concrete Institute AISC American Institute of Steel Construction ANSI American National Standards Institute ASTM American Society of Testing Materials AWS American Welding Society NEMA National Electric Manufacturers' Association ASNT American Society of Nondestructive Testing ASCE American Society of Civil Engineers

2.2 Steel structures shall be built in accordance with the latest approved codes and standards.

The specifications shall take precedence in the event of conflicts with other documents.

2.3 Structures shall include all appurtenances.

2.6 Costs for full-scale testing, when required, shall be listed as a separate item. 2.7 Manufacturer specifications and conditions shall be supplementary to the OWNER’S final

specifications and conditions. The OWNER’S specifications and conditions shall take precedence in the event of conflict between the two. Valid specification exceptions listed in the bid proposal will be considered. If the exceptions are acceptable, the final specifications and purchase order will be modified accordingly.

2.8 Addenda shall be acknowledged in proposals submitted and shall automatically become a

part of these specifications.

2.9 Work Scope Changes - The PURCHASER may issue change orders during any part of the procurement process. Change orders may include, but are not limited to the following:

A. The addition of purchase order items.

B. The modification of purchase order items.

C. The deletion of purchase order items.

Change orders shall be made without invalidating the order.

2.10 Work Execution - Work shall be performed in a continuous manner and order of precedence

established on the purchase order. If necessary, the manufacturer shall work overtime to meet required delivery dates. The PURCHASER shall incur no additional expense in order for the manufacturer to meet purchase order delivery dates.

2.11 Work Completion - Work shall be completed within the time frame established on the

purchase order unless an extension is granted in writing by the PURCHASER. 2.12 Line hardware will be supplied by others. Unloading and erection work will be done by others.

3. BACKCHARGES

3.1 If corrective work is required at any time because of faulty workmanship or materials, the PURCHASER will notify the manufacturer and proceed as follows:



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A. If the PURCHASER’S time schedule permits, the manufacturer will be allowed to perform the corrective work; assuming all costs for such.

B. If the PURCHASER’S time schedule does not permit corrective action by the

manufacturer or if the manufacturer neglects to take immediate action, the PURCHASER shall have the right to perform the corrective work. The PURCHASER shall exercise care to insure the lowest possible expense, with the manufacturer reimbursing the PURCHASER for costs incurred.

4. SUBSTITUTIONS

4.1 Substitutions will not be allowed for specified materials except upon written approval by the PURCHASER.

4.2 The manufacturer shall submit substitution requests in writing to the PURCHASER.

4.3 Substitution justification and proof of technical equivalency shall be provided with each substitution request.

5. FIELD SERVICE ENGINEER

5.1 If the services of the manufacturer’s field service engineer are required due to the manufacturer’s failure to meet the specifications, such services shall be furnished promptly and without cost to the PURCHASER.

6. GUARANTEES

6.1 Material and Workmanship - The manufacturer shall guarantee replacement of items which fail to perform properly due to defects in materials, design, or workmanship without cost to the PURCHASER.

6.2 Incorrect Material - The manufacturer shall guarantee to repair, replace, or cover the cost of

correcting flawed or substandard material. The guarantee shall cover defective material discovered following installation.

7. STRUCTURE ACCEPTANCE

7.1 Structures will be accepted once all work, as specified in the purchase order and

accompanying attachments, is completed to the satisfaction of the PURCHASER and performance guarantees are met.

8. FULL SCALE ACCEPTANCE TESTS

8.1 Full scale acceptance tests, if required, shall be performed as described in Appendix A. Full scale acceptance tests are required only if Appendix A is attached.

9. DELIVERY SCHEDULE

9.1 The manufacturer shall meet the delivery schedule as stated on the purchase order. The delivery schedule is subject to modification by the PURCHASER.

9.2 The manufacturer shall be liable for any additional charges incurred by the PURCHASER

due to the manufacturer’s failure to meet the agreed upon delivery schedule.



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9.3 The steel pole structures described in this specification are scheduled for delivery on or before a date that will be provided by the Purchaser with the request for quotation..

10. SUBCONTRACTORS

10.1 The manufacturer shall furnish the names of proposed subcontractors (including material suppliers) and the type of work sublet. Subcontractors are subject to the PURCHASER’S approval.

10.2 The manufacturer shall be solely responsible for work performed by subcontractors.

11. WORK SCHEDULE

11.1 The manufacturer shall attach a work schedule to the bid proposal. The work schedule shall

indicate the start date and completion date for major tasks including engineering, shop drawing submittal, fabrication, and shipment.

11.2 Should the material being supplied under this specification be of a nature that does not lend

itself to the use of a Time Schedule and Progress Report, the manufacturer shall propose an alternate form or method of reporting progress for the PURCHASER’s approval.

12. SHOP DRAWINGS

12.1 Drawings For Review - The manufacturer shall submit three (3) prints of each structure detail drawing to the PURCHASER. The manufacturer shall, at the time of drawing submittal and in writing, call the PURCHASER’S attention to any deviations from the specification requirements, and the reasons therefor. The PURCHASER’s actions on the drawings shall not:

A. Imply a complete check of all details. B. Imply approval of structure designs. C. Constitute a waiver of any specification requirements. D. Constitute a waiver of applicable codes, regulations, and standards governing the

manufacture of the structures, except as specifically stated by the PURCHASER in writing.

12.2 Procedure – The PURCHASER will review the shop drawings and return one (1) print

marked "ACCEPTED - NO EXCEPTIONS", "ACCEPTED - MAKE CORRECTIONS NOTED", "AMEND AND RESUBMIT", or "REJECTED - SEE REMARKS”.

12.3 Certified Prints - The manufacturer shall furnish the PURCHASER with 2 signed certified

prints of each final drawing and 1 copy of all final drawings in electronic form compatible with AutoCAD, latest version.

12.4 Drawings submitted for review and certified prints, including reproducibles, shall be clear and

legible to the satisfaction of the PURCHASER.

12.5 Each structure drawing shall include the following information: base design moment, shear and vertical loads; weight of each component and of the assembled structure; center of gravity and lifting instructions, anchor bolt arrangement and setting plan, cambering and raking data, ladder clip information, and structure bill of material. Bolt size, length, quantity, location, and torque requirement shall be provided on each structure drawing.



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12.6 Drawings shall become the property of the PURCHASER who will have full rights to reproduce and submit them to other vendors for bids on future projects.

12.7 Drawings shall not be shipped with structures. Drawings shall be encased and sealed in

weather-tight containers and mailed to the PURCHASER within the time frame listed on the purchase order.

13. GENERAL STRUCTURE DESIGN REQUIREMENTS

13.1 Structures shall be designed in accordance with the latest revision of ASCE/SEI No. 48-05 “Design of Steel Transmission Pole Structures" in addition to this specification and the referenced design drawings.

13.2 Structures shall satisfy all loading conditions imposed by the attached load tree diagrams

shown on the referenced drawings.

13.3 Double circuit single pole structures shall be designed to support both single and double circuit installations in a vertical configuration (one circuit on each side of the structure).

13.4 Additional stresses from vertical loads applied in the final deflected position (P-delta effects)

must be analyzed and incorporated within designs.

13.5 Conditions, limitations and design data in addition to that shown on the load tree diagrams, shall be in accordance with the applicable sections of the National Electrical Safety Code (ANSI C2) and ASCE No. 48-05.

13.6 The general structure configuration, clearances, dimensional requirements of attachment

plates, brackets, steps, miscellaneous holes, etc., shall be as shown on the referenced drawings.

13.7 Steel arms and their pole connections shall be capable of withstanding wind induced

vibrations with structures completely or partially erected. Arms shall be considered without insulators, conductors, or shield wires installed (no load condition).

13.8 Steel arm connections to poles shall be bolted. 13.9 Steel arm design configuration shall be as shown and specified on the reference design

drawings.

13.10 Steel arms shall be of minimum cross section and shall have a one (1) inch to twelve (12) inch rise to enhance the appearance of the complete structure.

13.11 The end fittings on steel arms shall be diamond or cloverleaf shaped with 4 holes each being

1 1/4” diameter with rounded edges as shown on the referenced drawings. 13.12 Pole joints shall be minimized as much as possible. When pole joint connections are

required, the following types shall be used.

A. All guyed or non-guyed poles except switch structures (as specified on the purchase order) shall have either slip joint or bolted flange type joint connections.

B. Guyed or non-guyed switch structure poles shall have bolted flange type joint

connections.



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13.13 Conductor and shield wire attachment plates and miscellaneous plates on which loads greater than 1000 lbs. act shall be designed for complete penetration through poles or steel arms.

13.14 Structure pole shafts shall be of a poly-round tapered tubular bent plate design. The number

of sides shall not be less than eight nor greater than sixteen.

13.15 Structure shaft base diameters shall be minimized. The structure shaft base diameter for single circuit tangent structures shall not exceed 5'-0". Anchor bolt cage diameters for single circuit tangent structures shall not exceed 75”. These allowable limitations are subject to change at the PURCHASER’S discretion. Any changes from these values shall be specified on the purchase order.

13.16 For direct embedded poles or vibratory caissons, the embedded section shall include a

ground sleeve and protective coating as shown on the referenced design drawings 13.17 The bottom of direct embedded poles shall include an end bearing plate sufficient in size and

strength to minimize the soil bearing pressure developed due to the cumulative axial loading at the pole base. Either the minimum required surface area or the maximum allowable soil bearing pressure will be indicated on the reference design drawings.

13.18 For vibratory caissons, the driving flanges shall be so dimensioned that the plate thickness is

not less than one (1) inch. The flanges shall be attached to the caisson top plate by full penetration welding and shall be located such that there is no interference with the installation of the pole.

13.19 The bottom section of weathering steel structures shall be hermetically sealed to prevent the

accumulation of moisture on interior walls. 14. ANCHOR BOLTS AND BASEPLATES

14.1 Structures shall be attached to concrete foundations by steel double nutted anchor bolt baseplates welded to structure bottoms and attached to anchor bolts cast in the foundations or attached to vibratory caissons as specified. Heavy hex nuts shall be utilized.

14.2 Welding shall be restricted to the bottom twelve inches (12") of anchor bolts. Anchor bolts

shall be of sufficient strength in bending to withstand all design loads when the base plate is a sufficient distance above the concrete to permit adjustment of leveling nuts and tightening of top nuts.

14.3 Anchor bolts, including cross bracing between anchor bolts, shall be furnished by the

manufacturer. In order to facilitate foundation construction, anchor bolts shall be fabricated into a rigid pre-positioned cluster and shipped from the factory as a unit. The anchor bolt cluster shall be designed to sustain lifting and handling without deformation. Bond stresses for anchor bolt design in concrete shall be in accordance with the latest revision of the American Concrete Institute Specification #318, using a twenty-eight (28) day compressive strength concrete of 3000 psi.

14.4 Anchor bolt nuts and the upper eighteen inches (18") of each bolt shall be galvanized in

accordance with ASTM-A123.

14.5 The manufacturer shall specify the setting depth of the anchor bolt cage and any specific installation instructions.

14.6 Base plates shall be supplied factory welded level to bottom pole sections.



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14.7 Base plate corners shall be clipped.

14.8 A weld bead or notch shall be placed on baseplates and anchor bolt cages to indicate the transverse direction or axis. The transverse axis shall be as shown on the referenced drawings.

15. STRUCTURAL DEFLECTION AND CAMBERING

15.1 Steel poles shall be precambered if normal load deflections exceed the values listed in the table below. Steel poles shall be raked if normal load deflections are less than the table values. Under all load cases the maximum deflection shall be limited to the percentage of total structure height indicated in the table. When poles are cambered, the deflection limit shall be increased by the amount of camber.

Unless otherwise shown on reference drawings, the following deflection limits shall be used.

Normal Load Maximum Load Pole Type Deflection Deflection Tangent 1% 10% Suspension Angle 1% 10% Deadend 1% 10% Deadend Angle 1% 10% Switch Support 1/2% 4%

Maximum deflection loads include overload factors. Normal load is defined as 60oF, no wind, no ice with overload factors of 1.0.

15.2 Unless indicated otherwise, for all non-tangent structures, the manufacturer shall provide

either raking data or camber for the poles to insure that poles remain plumb when pole top deflections exceed the normal load deflection limits of Section 15.1. Eccentric or unbalanced loads caused by pole deflections (P-delta effects) shall be considered in the design of structures.

15.3 The total structure height considered in deflection limit calculations and cambering shall be

the total height of the structure from the base plate or groundline to the pole top.

15.4 Steel arms shall be cambered or raked at the pole connection point so that the end of the arm is at the specified height relative to the bottom of the arm under the deflection condition given in Section 15.1.

15.5 The manufacturer shall indicate any additional costs for precambering poles.

16. MATERIAL

16.1 Galvanized Steel

A. In addition to steels referenced in the AISC Manual of Steel Construction, the following materials may be used: ASTM A-633 Grade E and ASTM A-572, Grade 65.

B. When hot dipped galvanizing is specified, steel composition shall not exceed the

following maximum percentages for the elements indicated:

Carbon 0.25% Phosphorus 0.05% Manganese 1.35%



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Silicon 0.05%

16.2 Weathering Steel - In addition to steels referenced in the AISC Manual of Steel Construction, the following materials may be used: ASTM A-871

16.3 Structures fabricated with weathering steel shall have all parts made from weathering steel

except anchor bolts. 16.4 Anchor bolt material shall comply with ASTM A-615, Grade 60 or 75. 16.5 Should the manufacturer desire to use steel other than that specified, written approval shall

be obtained from the PURCHASER. 16.6 Materials shall be identified according to yield strength. Minimum steel thickness shall be

3/16”. 16.7 A 100% volumetric inspection of baseplates and flange plates shall be performed for at least

2 inches either side of the centerline of the subsequent shaft welding area using procedures specified by ASTM A-435. No loss of back reflection on a spot the size of the transducer crystal diameter shall be acceptable. In addition, no reflector larger than 50% of the screen height which is closer than one inch to the proposed welding surface shall be acceptable.

16.8 Material shall have minimum longitudinal impact strength of 15 ft-lbs at -20oF, as determined

by the Charpy Impact Test in accordance with ASTM A-673. Test frequency shall be made on a heat lot testing basis unless otherwise stated. The PURCHASER shall be furnished with a copy of all test data prior to structure shipment.

16.9 Material Traceability - The manufacturer shall provide, within his record keeping system, a

method of maintaining base materials traceability for major components such as shafts, arms, base plates, flanges, arm bases, etc. Recording mill heat numbers on a traveler system is considered as meeting this requirement. Steel used in structure fabrication shall be of domestic origin.

17. WELDING

17.1 Welding shall conform to the recommended practice of the American Welding Society (AWS) Structural Welding Code D1.1, Sections 1 through 8. Machine welding shall be utilized wherever practical. Scale or torch-cut edges shall be removed by mechanical means.

17.2 Welding electrodes shall conform to AWS Specifications. Weld material shall be certified to

meet the requirements of a Charpy impact value of 15 ft-lbs at -20oF and shall have strength properties equal to or greater than the steel being welded.

17.3 Welding may be performed by a manual shielded metal arc (SMAW), submerged arc (SAW),

gas metal arc (GMAW), or flux cored arc (FCAW). Flux cored arc welding without the use of gas mixture shielding shall not be used without prior approval from the PURCHASER.

17.4 Preheating shall be in accordance with AWS D1.1, Section 4, Part I, Table 4.2. 17.5 Details of all welds including electrode type and welding procedure shall be submitted with

the approval drawings. 17.6 Circumferential welds including baseplate welds and longitudinal welds within the area of the

female portion of a slip joint shall be 100% penetration welds. 17.7 Welds for attaching plates, lugs, etc., to poles and arms shall be continuous fillet welds.



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17.8 Longitudinal welds shall have a minimum penetration of 80%. 17.9 The following items outline a minimally acceptable quality control program. The manufacturer

shall expand these items as required to assure a quality product.

A. Primary inspection for conformance to the AWS Code shall be by close visual inspection. B. Welds shall be inspected in accordance with the procedures of AWS D1.1, Section 6 and

as specified below.

C. Circumferential welds shall be tested ultrasonically in accordance with Part Ill, Section 6, of AWS D1.1, using either 45o or 70o transducers.

D. Longitudinal welds shall have ultrasonic or radiographic tests performed on the entire

length of each complete penetration, and on 10% of each partial penetration seam weld to insure that no cracking or gross lack of penetration exits. These tests shall be performed as specified in AWS D1.1, Section 6, Parts B and C.

E. Circumferential welds between pole shafts and baseplates shall be tested in accordance

with Section 18.9C. Additionally, these welds shall be tested in accordance with ASTM E114, Ultrasonic Testing by the Reflection Method Using Pulsed Longitudinal Waves Induced by Direct Contact. Tests shall be performed from the baseplate bottom into the weld.

F. Attachments to poles and arms shall be tested in accordance with ASTM E109, Dry

Power Magnetic Particle Inspection. 17.10 The cost of testing welds shall be incidental to the overall fabrication costs and shall be

included in the bid price. 17.11 Test reports shall include all weld test results as well as the procedures followed in testing

welds. The PURCHASER reserves the right to obtain a copy of all weld test reports prior to structure shipment.

17.12 Weathering Steel - Welding rods and procedures shall be compatible with weathering steel

materials.

18. BOLTS, NUTS, AND LOCKING DEVICES

18.1 Galvanized Steel Structures - Field connections, where required, shall be bolted. Bolts and nuts shall, where practical strength requirements permit, conform to the latest specification for steel transmission tower bolts and nuts, ASTM A-394 or high strength bolts, ASTM A-325 Type 1. Bolts shall be galvanized in accordance with ASTM A-153.

18.2 Weathering Steel Structures - Field connections, where required, shall be bolted. Bolts and

nuts shall, where practical strength requirements permit, conform to the latest specification for steel transmission tower bolts and nuts, ASTM A-394 or high strength bolts, ASTM A-325 Type 3.

18.3 Following galvanizing, bolts and nuts shall be assembled and shall have an interchangeable

finger fit without shake. Wrench tightness or spinning fit shall be cause for rejection. Nuts must be tapped or rerun after galvanizing.



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18.4 Should the manufacturer desire to utilize bolts not specified, written approval shall be obtained from the PURCHASER. For bolts other than A394 or A325, the manufacturer shall submit a protective coating recommendation to the PURCHASER for approval.

18.5 Bolts which have a common diameter must be of the same type and strength.

18.6 Each bolt shall be furnished with nut and MF type locknut. 18.7 Five percent (5%) excess bolts, nuts, washers, and locknuts shall be supplied with each

structure. Anchor bolts are exempt from this requirement.

18.8 Bolts shall have a minimum diameter of 5/8” unless otherwise specified. 19. CLIMBING DEVICES

19.1 The manufacturer shall provide ladder clips on poles in accordance with the referenced drawings and the following stipulations. Ladder clips shall be placed at intervals on a single pole face extending from 14'-0" above the baseplate to 2’-4” from the pole top as shown on Attachment A. Clip sets shall also be placed at work locations as shown on the drawings. Changes in ladder clip locations or quantities will be specified on the referenced design drawings and verified during the shop drawing review process. Detailed ladder clip information, details, and locations must be shown on drawings submitted for approval.

20. GROUNDING

20.1 If not otherwise shown on reference drawings, a 1/2” 13 nc heavy hex nut (galvanized for galvanized poles and stainless steel for weathering poles) shall be welded to: A. Structures 2 feet above the baseplate (self supporting structures) B. Structures 2 feet and 4 feet above the groundline (direct embedded poles) C. Structures 2 feet below the pole top D. Structures near arm attachment locations E. Steel arms 1 foot from each end F. Structures 2 feet either side of flange joints G. Structures 1 foot from both the designated bottom and top of each slip joint

20.2 A 5/8” through hole shall be located behind each welded nut.

20.3 Ground flange requirements shall be as shown on the reference design drawings. 21. JOINTS

21.1 The number of slip joints shall be minimized to reduce construction time and associated costs.

21.2 Bolt holes for through bolts shall not be located within the span of a slip joint.

21.3 Slip joints shall be designed for a snug fit with a minimum overlap length of 1.5 times the largest pole section diameter at the joint. Joints shall be designed to insure that joints are as strong as the pole sections joined.

21.4 Bolted flange joints shall be designed to adequately carry the load between pole sections.

21.5 Joints shall be prefitted and match marked to assure proper pole fit and arm alignment. Pole sections which are cambered shall be clearly marked with the camber direction on each section. Match marks shall be clearly visible and permanently inscribed.



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21.6 Jacking lugs shall be provided on each pole section as required to facilitate field assembly. Male sections shall be marked to indicate mating length. Lugs shall be designed so that connecting straps can be attached to hold pole sections together during erection.

21.7 The manufacturer shall provide detailed instructions for field joining and separating of pole sections.

22. PROTECTIVE COATINGS

22.1 Galvanized structures shall be galvanized on both inside and outside surfaces. A hot-dipped process shall be used in accordance with the latest revision of ASTM A-123 and NEMA Standards Publication #TT-1. Members that are machined, bent, or worked in any manner following galvanizing shall be regalvanized. Drain holes shall be provided as required.

22.2 Galvanizing shall be performed in a manner that produces neat and uniform surfaces.

"Double Dipping" or the procedure of dipping one end of the piece and then the other shall not be used.

22.3 Minimum galvanizing thickness shall be 3.5 mils in accordance with ASTM A-123 over the entire surface area.

22.4 Precautions shall be taken during the galvanizing process to avoid embrittlement, warpage,

and distortion in accordance with ASTM A-143 and A-384.

22.5 The manufacturer shall be responsible for the repair of any deteriorated coating for a minimum of 1 year after delivery.

22.6 Groundline Coating – The embedded section of direct embedded poles and vibratory steel

caissons shall be protected with a polyurethane coating, as shown on the referenced drawings. The outside surface of the embedded section shall be coated with an 16 mil thickness of “Corrocote II Classic” polyurethane coating as manufactured by Madison Chemical Industries, Inc., or approved equal. The corrocote coating shall extend as follows:

A. For poles 50ft or less – 2 ft above the groundline to 3 ft above the bearing plate or as shown on reference drawings

B. For poles greater than 50 ft – 2 ft above the groundline to 5 ft above the bearing plate or as shown on drawings

22.7 Zinc Primer Combined with Paint – The primer and paint shall be applied in accordance with the SPCC “Surface preparation Specification”, SSPC-SP6, and the paint supplier’s recommendations.

A. At a minimum, preparation of the pole surface shall include shot or sandblasting prior to applying zinc primer and paint.

B. The paint supplier’s recommended coating thicknesses shall be followed, but the absolute minimum thickness of the zinc primer or paint shall be: (1) Zinc primer – 3 mils Dry Film Thickness (DFT) and (2) Paint – two coats of finish paint, each 3 mils DFT, for a total thickness of 6 mils.

C. For environmental protection, the paint system shall be within toxic acceptable levels with a high solids content and and low Volatile Organic Compounds. Only the following materials will be acceptable in the formulation of the paint system: (1) Triglycidyl Isocyanurate (TGIC) or Urethane Polyester powder, (2) two-component Organic Zinc-Rich Urethane liquid, (3) Zinc Rich Epoxy powder, (4) two-component Polyamidoamine Epoxy liquid, (5) two-component Acrylic Aliphatic Poly-Urethane liquid, (6) two-component Tar-Extended Polyurethane Liquid with Pre-catalyzed one-component Polyurethane resin (touch up).



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D. Before acceptance of the purchase order, the paint system formulation and color shall be agreed upon between the PURCHASER and the manufacturer and shall be clearly stated on the purchase order. The manufacturer shall provide to the PURCHASER samples obtained from the paint supplier.

E. The manufacturer shall send touch-up material with each structure, one gallon of primer and paint with each five (5) poles.

F. The manufacturer shall guarantee the pole against fading and flaking for a minimum of five (5) years.

22.8 If not so directed by the PURCHASER, the manufacturer may substitute hot dip galvanizing in accordance with ASTM A123 for the zinc primer with the PURCHASER’S approval.

23. FABRICATION

23.1 Workmanship and finish shall be of the highest available using current production practices for the manufacture and fabrication of tapered steel pole transmission structures, notwithstanding any omissions from the specifications or drawings.

23.2 All structure parts shall be neatly finished and free from kinks or twists. Holes, blocks, and

clips shall be made with sharp tools and shall be clean-cut without torn or ragged edges.

23.3 Fabrication shall be performed in strict accordance with the shop drawings prepared by the manufacturer and approved by the PURCHASER.

23.4 Straightening Material - Structure material shall be straight and clean prior to being laid out or

worked in any manner. If straightening is required, it shall be performed utilizing methods which will not injure the steel. Members which are bent, warped, or otherwise improperly fabricated will be rejected.

23.5 Shearing and Cutting - Shearing and cutting shall be done accurately with all pieces neatly

finished. Copes and re-entrant cuts shall be filleted prior to cutting. Materials may be sheared of flame cut.

23.6 Bending - Forming or bending during fabrication shall be done by methods that will prevent

embrittlement or loss of strength in the material being worked. 23.7 Holes shall be 1/8” larger than the nominal diameter of bolts. Baseplate anchor bolt holes

shall be up to 3/16” larger than the nominal diameter of the anchor bolts. Connection and splice details shall be subject to the PURCHASER’S approval. Connections shall be detailed in a manner to avoid eccentricity as far as possible. All splices shall develop the stresses indicated for the members being spliced.

23.8 Holes in steel less than 13/16” thick may be punched to full size unless otherwise noted on

the approved shop drawings. Holes in steel 3/16” thick or more shall be drilled or subpunched and reamed. Holes shall be clean cut without torn or ragged edges. Burrs resulting from reaming or drilling shall be removed with a tool which makes a 1/16” bevel. Holes shall be cylindrical and perpendicular to members. Holes shall not be punched within 4” of a member bending point until after the member has been bent. A burning torch shall not be used for cutting holes.

23.9 Punching - For punching to full size, the punch diameter shall be 3/16” larger than the

nominal bolt diameter and the die used shall not be more than 1/16” larger than the punch diameter. For subpunching, the punch diameter shall be 3/16” smaller than the nominal bolt diameter and the die used shall not be more than 3/32” larger than the punch diameter.



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Subpunching for reamed work shall be such that after reaming, no punched surface shall appear in the hole periphery.

23.10 Reaming and Drilling - Holes that are reamed or drilled shall have finished diameters that are

no greater than the bolt nominal diameter plus 3/16” for connection bolts and 1/2” for anchor bolts.

23.11 Accuracy for Punching, Reaming, and Drilling - Holes shall be located accurately in

accordance with the attached structure drawings. Hole locations shall not deviate more than 1/16” from the drawings.

24. INSPECTION AND TESTS

24.1 The manufacturer shall perform adequate tests and inspections to verify that materials are furnished in accordance with the specifications. Additionally, materials and workmanship shall, at all times, be open to inspection by the PURCHASER at the manufacturer's facility or at the delivery point. Any omission or failure on the part of the PURCHASER to discover and reject defective work or material shall not be construed as an acceptance of such. Any work or material rejected by the PURCHASER shall be remedied in a manner consistent with the specifications and purchase order. The manufacturer shall agree to promptly repair or replace defective material or work that develops within one (1) year following placement into service. Defective work or material shall be remedied without cost to the PURCHASER. This shall include reimbursement to the PURCHASER for any additional labor or transportation costs incurred in making corrections.

24.2 The PURCHASER’S representative shall have free entry to all parts of manufacturing

facilities (including subcontractor facilities) throughout the fabrication process. The manufacturer shall afford representatives reasonable facilities, without charge, for the inspection of materials and work processes.

24.3 If requested, the manufacturer shall make certified copies of mill test reports available to the

PURCHASER. Mill test reports shall document the chemical and physical properties of materials furnished under the specifications. Impact toughness tests shall be performed on a plate lot basis. Chemical tests may be performed on a heat lot basis.

24.4 If requested, the manufacturer shall make the following test reports available to the

PURCHASER: weld tests, bolt strength tests, impact property tests, and protective coating tests.

24.5 The PURCHASER reserves the right to obtain sample coupons, from any material lot being

fabricated, for independent testing. Independent testing shall be performed by an ASTM approved laboratory. The PURCHASER reserves the right to reject any material lot which fails to meet test specification requirements.

25. MARKING AND IDENTIFICATION

25.1 Each separate structure part shall be distinctly marked with letters and numbers to identify the structure type and the location of the part in the structure. The ends of each pole section shall be marked. Component markings shall be as shown on the erection drawings.

25.2 A nameplate shall be provided on the pole face 5’-6” above the ground line, or as shown on

the design drawing, and shall contain the following information: a. Owner’s name b. Structure number



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c. Structure type d. Pole length e. Pole weight f. Pole taper g. Manufacturer’s name h. Manufacturer drawing number i. Date of manufacture.

25.2 All parts shall be pre-fitted and match-marked in the shop to assure proper fit in the field and

to aid field assembly.

25.3 All marks shall be made prior to galvanizing and shall be plainly visible. 25.4 Camber direction shall be clearly marked on pole tops as well as on each pole section.

26. SHIPPING AND DELIVERY

26.1 Materials delivered to the job site or other specified destination shall be plainly marked and identified in the shipping documents with the PURCHASER’S purchase order number and any additional markings specified in the shipping instructions. No markings shall be made on structures that will be exposed following erection.

26.2 The PURCHASER will specify the exact location where materials are to be delivered a

minimum of 1 week prior to shipment. Delivery shall not be made without such notification.

26.3 Bolts, nuts, washers, and other small pieces of the same Iength, type, and size shall be packaged separately in sturdy containers. Containers shall be capable of withstanding the effects of weather and rough handling for several months. Bolts which are mixed in bulk containers will not be accepted.

26.4 All containers and bundles shall be clearly marked with permanent markings as to quantity,

weight, and content. 26.5 Rustproof banding material shall be used on galvanized steel bundles to prevent staining.

26.6 All parts associated with a single structure, except anchor bolts, shall be shipped together.

Each member shall be clearly marked with the structure type, number, and location in the structure. Attachment plates and boxes shall be clearly marked with the structure type and number. Anchor bolts shall be shipped prior to structures.

26.7 The manufacturer shall exercise every precaution to protect shipments against damage while

in transit. The manufacturer shall be liable for damage or loss while materials are in transit. The manufacturer shall be responsible for filing and prosecuting claims against carriers. The manufacturer shall promptly replace or repair damaged or lost materials without awaiting the finalization of claims.

26.8 Expenses incurred by the PURCHASER due to careless bundling or shipment shall be

considered as legitimate backcharges against the manufacturer.

26.9 The manufacturer shall provide instructions for unloading, handling, and storing of materials. 26.10 The manufacturer shall provide a packing list of all parts, container contents, and other

materials sent within a particular shipment. One (1) copy of the packing list shall accompany each shipment and shall be plainly marked "Packing List".



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26.11 Materials shall be shipped by truck.

26.12 The OWNER will inspect materials upon arrival for transit damage or shortages and advise the manufacturer accordingly.

26.13 The manufacturer shall provide the person listed on the purchase order with the following

information a minimum of one week prior to shipment:

A. The PURCHASER’S purchase order number B. Quantity of pieces being shipped C. Weight of heaviest piece D. Name of common carrier used E. BilI of lading number F. Expected time of arrival

26.14 The manufacturer shall specify the shipping contact person and telephone number on all

shipping papers and bills of lading. 27. ERECTION CONSIDERATION

27.1 The manufacturer shall pay particular attention to design details in order to facilitate field erection wherever possible.

27.2 Structures shall be designed for field assembly.

27.3 Structure designs shall not require field welding.

27.4 Shop detail and erection drawings shall indicate the actual calculated scale weights of all members. Furthermore, drawings shall show the weight of each pole section and arm.

27.5 Sub-assemblies shall be shipped complete as a unit to minimize field assembly work.

27.6 The manufacturer shall supply a slip joint safety bar or other means of positive joint control

for use during field erection.

27.7 The manufacturer shall specify all bolt torque values on erection drawings.

28. APPEARANCE

28.1 Steel poles shall present the most pleasing appearance possible consistent with the specification strength requirements. In general, a tapered pole of minimum cross section is desired.

29. FABRICATION COMMENCEMENT

29.1 The manufacturer shall give the PURCHASER advance notice of when structure fabrication will commence to allow for the arrangement of plant visits. Plant visits may include, but are not limited to, the inspection of facilities, materials, and fabrication methods by the PURCHASER or authorized representatives.

30. SPECIFICATION EXCEPTIONS

30.1 The specifications and drawings state the required capacity, material service requirements, and design elements of structures which, in the opinion of the OWNER, will best insure satisfactory performance. They are not intended to specify designs which depart from the



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manufacturer's standards, provided the manufacturer’s standards are equivalent to the specific provisions contained herein.

30.2 Manufacturers shall list specification exceptions on the Manufacturer Data Sheet. If no

exceptions are taken, it shall be clearly indicated on the Manufacturer Data Sheet. No exceptions will be permitted without written approval from the PURCHASER prior to proposal submission. Any unapproved non-conformity with the specifications must be changed to complete conformity at the manufacturer's expense. Expenses shall include labor and material costs incurred by the PURCHASER.

30.3 If the manufacturer desires to furnish designs that vary from the specifications, a separate

proposal shall be submitted. In such a case, one proposal shall be submitted for the structures specified and one proposal for alternate designs.

31. PROPOSALS

31.1 Proposals shall be submitted to the PURCHASER in accordance with the attached Request for Quote. Manufacturers shall submit a completed Manufacturer Data Sheet with each proposal.

31.2 Bid design calculations are required with submittal. Failure to submit shall be deemed as not

meeting the technical requirements of the specification and the reference design drawings.

31.3 Specification Compliance - Specification exceptions shall be listed on each proposal submitted. If no exceptions are taken, then it shall be understood that the proposal is submitted in accordance with the specifications. Failure to comply with this requirement may be cause for elimination of the proposal from consideration.

If the manufacturer has reservations as to the performance of specified structures or parts,

an alternate proposal shall be submitted with the requested bid. The alternate proposal shall clearly identify proposed changes and why the changes will result in successful structure performance. General structure arrangement shall be maintained as shown on the drawings and covered by the specifications. In the absence of an alternate bid qualifying the manufacturer's acceptance of the drawings and specifications; it shall be assumed, by submission of a bid, that the manufacturer accepts all specification conditions and responsibility for the successful performance of structures and associated parts.



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ATTACHMENT A

1) Attached Pole bid drawings and Cover letter 2) City of Danville standard Purchasing Terms and Conditions

prepared by uc synergetic

Documents